Cities Index.
Agenda packet, regular meeting

West Sacramento City Council
January 15, 2025

Document
Agenda packet, regular meeting
Meeting
January 15, 2025
Body
West Sacramento City Council
Pages
17
Original file
74.0 MB
Text extracted from the city's file for reading and search. Open the original on westsac.hylandcloud.com. That file is the official record.

303
Improvement
Priority
Improvement
Timeframe CIP ID Project Name Type Reason Description
Construction
Cost
(b) Capital Cost
(c)
Existing 5-10 years Rehab_4
Replacement of 6-inch
Gravity Main on Hobson
Street
Rehab/ replacement of
existing gravity mains.

CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.

Replace 1,400 feet of 6-inch diameter gravity main with 8- inch diameter gravity main in the vicinity of Hobson Street. $246,000 $320,000
Existing 5-10 years Rehab_5 Westmore Oaks Sewer
Rehabilitation
Rehab/ replacement of
existing gravity mains.

CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.

Rehabilitate/replace 5-miles of high priority gravity main. $6,478,000 $8,421,000 Medium 5-10 years Backyard_1 Backyard Mains Relocate backyard mains to the street.

The City has identified backyard mains as a maintenance challenge.

Relocate 3,500 feet of 8-inch diameter gravity main to the public right of way near 8th Street and James Street.
$819,000 $1,065,000
Subtotal Gravity Main Replacement/Repair CIP $17,346,000 $22,550,000 Pump Station Repair/Rehabilitation Projects
Very High -
Existing 0-5 years PS_R1 Industrial PS Rehab Equipment Repair/Replacement Condition and/or performance issues discovered through
condition assessment.

Replace motor control center, fencing, and exterior security lighting.
$312,000 $406,000
Very High -
Existing 0-5 years PS_R2 Southport PS Repair Equipment Repair/Replacement Condition and/or performance issues discovered through
condition assessment.

Replace suction piping, isolation valve, flow meter, fencing, security lighting, and generator.
$1,179,000 $1,533,000
Very High -
Existing 0-5 years PS_R3 Jefferson PS Rehab Equipment Repair/Replacement Condition and/or performance issues discovered through
condition assessment. Replace fencing and exterior security lighting. $67,000 $87,000 High - Existing 0-5 years PS_R4 Bryte PS Repair Equipment Repair/Replacement
Condition and/or performance issues discovered through
condition assessment. Replace fencing and exterior security lighting. $67,000 $87,000 Medium -
Existing 0-5 years PS_R5 South PS Repair Equipment Repair/Replacement Condition and/or performance issues discovered through
condition assessment.

Replace downstream isolation valve on Pump #2, fencing, and exterior security lighting.
$48,000 $62,000
Medium -
Existing 0-5 years PS_R6 Allan LS Repair Equipment Repair/Replacement Condition and/or performance issues discovered through
condition assessment.

Install new emergency generator and automatic transfer
switch; repair wet well lining; and replace discharge piping, fencing, and exterior security lighting.
$221,000 $287,000
Subtotal Pump Station Repairs $1,894,000 $2,462,000
Capacity Improvement Program
Pipeline Capacity Improvement Projects
Very HighExisting 5-10 years GM_1 Stillwater Road Trunk Sewer Upsize Upsized Gravity Main Gravity Main capacity increase required under Existing Conditions Upsize 7,940 of gravity main along Stillwater Road and
upstream of Northport Pump Station.
$4,260,000 $5,538,000
High - Existing 5-10 years GM_2 Bryte Influent Sewer
Upsize Upsized Gravity Main Gravity Main capacity increase required under Existing Conditions Upsize 3,620 of gravity main upstream of Bryte Pump
Station.
$3,176,000 $4,129,000
High - Existing 5-10 years GM_3 Stone & Park Trunk
Sewer Upsize Upsized Gravity Main Gravity Main capacity increase required under Existing Conditions
Upsize 4,810 of gravity main along Stone Blvd and Park
Blvd upstream of South Pump Station.
$2,332,000 $3,032,000
High - Existing 5-10 years GM_4 Linden Road Trunk
Sewer Upsize Upsized Gravity Main Gravity Main capacity increase required under Existing Conditions Upsize 5,030 of gravity main along Linden Road upstream of Southport Pump Station.
$3,725,000 $4,843,000
Medium -
Future 5-10 years FM_1 Davis FM Installation New Force Main Force Main required to connect new Davis Pump Station. Construct 3,960 of force main along Davis Road from the new Davis Pump Station to the LNWI Connection #1.
$871,000 $1,132,000
Medium -
Future 5-10 years GM_5 Davis Trunk Sewer
Installation New Gravity Mains Gravity Main required to connect new Davis Pump Station. Construct 5,110 feet of gravity main in Rural Core areas. $1,195,000 $1,554,000
Subtotal Gravity Main Capacity Improvements CIP $15,559,000 $20,228,000 Pump Station Capacity Improvements CIP
Existing/
Ultimate 0-5 years PS_C1 South Pump Station
Replacement Capacity Upgrade Pump station requires capacity upgrade.

South Pump Station: Replace pumps with less Total
Dynamic Head and increase capacity to 4,505 gpm for
existing and future conditions. Less capacity needed
depending on extent of R&R projects.
$6,020,000 $7,826,000

Page 2 of 3 ends

304
Improvement
Priority
Improvement
Timeframe CIP ID Project Name Type Reason Description
Construction
Cost
(b) Capital Cost
(c)
Existing/
Ultimate 0-5 years PS_C2 Bryte Pump Station Replacement Capacity Upgrade Pump station requires capacity upgrade.

Bryte Pump Station: Replace pump with less Total
Dynamic Head and increase capacity to 9,000 gpm for
existing conditions. Less capacity needed depending on
extend of R&R projects. This assumes that the I&I
reduction project is completed and the PWWF has been
reduced by that project.
$9,635,000 $12,525,000
Existing
/Ultimate 0-5 years PS_C3 Southport Pump Station
Replacement Capacity Upgrade Pump station requires capacity upgrade.

Southport Pump Station: Replace pump with less Total
Dynamic Head and increase capacity to 12,530 gpm for
existing and future conditions. Less capacity needed
depending on extent of R&R projects.
$11,962,000 $15,551,000
Existing 5-10 years PS_C4 Northport Pump Station
Replacement Capacity Upgrade Pump station requires capacity upgrade.

Northport Pump Station: Replace pumps with less Total
Dynamic Head and increase capacity to 4,690 gpm for
existing conditions.
$2,007,000 $2,609,000
Future 5-10 years PS_N1 Davis Pump Station New Pump Station New pump station to serve Rural Core neighborhood.

Davis Pump Station: Construct new pump station along
Davis Road near Jefferson Boulevard with 760 gpm
capacity.
$2,767,000 $3,597,000
Subtotal Pump Station Improvements $32,391,000 $42,108,000 Other Projects
Low 5-10 years WWTP_1 WWTP
Decommissioning
Full Decommissioning of
Abandoned WWTP
Decommission abandoned WWTP, which is unused but
still in place.

Full decommissioning and removal of unused and
abandoned WWTP.
$13,350,000 $17,350,000
Subtotal WWTP Decommissioning $13,350,000 $17,350,000
Total Improvement Costs $84,848,000 $110,299,000
(a) All costs shown are rounded to the nearest thousand. Costs are presented in February 2024 dollars and are based on an ENR CCI of 13,518 (20-City Average). (b) Construction cost includes a 30% construction contingency. (c) Capital cost includes an additional 30% implementation multiplier, in addition to the construction cost.

Page 3 of 3 ends

305
City of West Sacramento | Sewer Master Plan Update
BLACK & VEATCH | Capital Improvement Program 10-16

10.4 Other Recommendations
Other recommendations developed along the course of developing this Master Plan include:

1. Due to the complexity of the force main system with multiple pump stations discharging to a common manifold and the need to better understand the pressures in the force mains under all operating scenarios (particularly to support the pump station upgrade CIP), it is recommended that the City conduct a study that conducts field testing and hydraulic analysis to evaluate the operational scenarios.

2. Subsequent alignment studies and preliminary designs are recommended to finalize pipeline configuration, pump station needs, and to determine the final sizes, locations, and details of the proposed improvements.

3. Ongoing I&I monitoring and field investigations to systematically remove illegal connections and identify where the system needs improvement to seal it against I&I. 306
City of West Sacramento | 2023 Sanitary Sewer Master Plan Update BLACK & VEATCH | City of West Sacramento Sewer Flow Monitoring and Inflow/Infiltration Study A-1 Appendix A. City of West Sacramento Sewer Flow Monitoring and Inflow/Infiltration Study
307
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: Site 1
Location: Intersection of Yolo Street and Mikon Street
Sanitary Sewer Flow Monitoring
Black & Veatch | West Sacramento, California
Vicinity Map: Site 1
Data Summary Report
January 06, 2023 - February 22, 2023
| Site 1 - 1
308
SITE 1
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: 50150
Measured Pipe Diameter: 15.5 inches
ADWF: 0.199 mgd
Peak Measured Flow: 1.639 mgd
Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Intersection of Yolo Street and
Mikon Street
Rim Elevation: 19 feet
Plan View
Coordinates: 121.5380° W, 38.5897° N
Expected Pipe Diameter: 16 inches
Sediment: None
| Site 1 - 2
309
SITE 1
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
East Influent Pipe
| Site 1 - 3
310
SITE 1
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitored North Influent Pipe
| Site 1 - 4
311
SITE 1
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.100.200.300.400.500.600.70
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.000.100.200.300.400.500.600.70
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.000.100.200.300.400.500.600.70
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 7.22 inchesAvg Daily Flow: 0.433 MGal Peak Daily Flow: 0.605 MGal Min Daily Flow: 0.393 MGal 312 | Site 1 - 5
SITE 1
Flow Summary: 1/6/2023 to 1/28/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.201.401.601.80
Jan 06
(Fri)
Jan 07
(Sat)
Jan 08
(Sun)
Jan 09
(Mon)
Jan 10
(Tue)
Jan 11
(Wed)
Jan 12
(Thu)
Jan 13
(Fri)
Jan 14
(Sat)
Jan 15
(Sun)
Jan 16
(Mon)
Jan 17
(Tue)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.200.400.600.801.001.201.401.601.80
Jan 18
(Wed)
Jan 19 (Thu) Jan 20 (Fri) Jan 21 (Sat) Jan 22 (Sun) Jan 23 (Mon)
Jan 24 (Tue) Jan 25
(Wed)
Jan 26 (Thu) Jan 27 (Fri) Jan 28 (Sat)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 6.40 inches Period Avg Flow: 0.449 mgd Period Peak Flow: 1.639 mgd Period Min Flow: 0.137 mgd 313 | Site 1 - 6
SITE 1
Flow Summary: 1/29/2023 to 2/22/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.201.401.601.80
Jan 29
(Sun)
Jan 30
(Mon)
Jan 31
(Tue)
Feb 01
(Wed)
Feb 02
(Thu)
Feb 03
(Fri)
Feb 04
(Sat)
Feb 05
(Sun)
Feb 06
(Mon)
Feb 07
(Tue)
Feb 08
(Wed)
Feb 09
(Thu)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.200.400.600.801.001.201.401.601.80
Feb 10
(Fri)
Feb 11
(Sat)
Feb 12
(Sun)
Feb 13
(Mon)
Feb 14
(Tue)
Feb 15
(Wed)
Feb 16
(Thu)
Feb 17
(Fri)
Feb 18
(Sat)
Feb 19
(Sun)
Feb 20
(Mon)
Feb 21
(Tue)
Feb 22
(Wed)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 0.51 inches Period Avg Flow: 0.415 mgd Period Peak Flow: 0.698 mgd Period Min Flow: 0.128 mgd 314 | Site 1 - 7
SITE 1
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.100.200.300.400.500.600.70
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.398 mgd
ADWF:
315 | Site 1 - 8
SITE 1
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Peak Measured Level: 9.67 Peak d/D Ratio: 0.62 Pipe Diameter: 15.5 inches inches Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter 75% d/D 024681012141618 01/04
01/06
01/08
01/10
01/12
01/14
01/16
01/18
01/20
01/22
01/24
01/26
01/28
Level (in)
01/29
01/31
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | Site 1 - 9 316
SITE 1
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80
01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 2.9 inches
Rain Event 1

0.00 0.10

0.20 0.30

0.40 0.50

0.60 0.70

0.80 0.90
01/0601/0701/0801/0901/1001/1101/1201/1301/14
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 2.90 inches)

0.856

6.58 Peak Flow:

PF:

Peak Level:
mgd
in

2.15 d/D Ratio: 0.42
Capacity
Peak I/I Rate: 0.471 mgd
Inflow / Infiltration
Total I/I: 712,000 gallons
| Site 1 - 10
317
SITE 1
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80
01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
Rainfall: 3.48 inches
Rain Event 2

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80
01/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 3.48 inches)

1.639

9.67 Peak Flow:

PF:

Peak Level:
mgd
in

4.12 d/D Ratio: 0.62
Capacity
Peak I/I Rate: 1.057 mgd
Inflow / Infiltration
Total I/I: 612,000 gallons
| Site 1 - 11
318
SITE 1
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80
01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
Rainfall: 6.41 inches
Rain Event 3

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80
01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 6.41 inches)

1.64 9.67
Peak Flow:

PF:

Peak Level:
mgd
in

4.12 d/D Ratio: 0.62
Capacity
Peak I/I Rate: 1.14 mgd
Inflow / Infiltration
Total I/I: 3,467,000 gallons
| Site 1 - 12
319
SITE 1
Weekly Level, Velocity and Flow Hydrographs
1/2/2023 to 1/9/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 2
4 6
8 10
12 14
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
1/2 1/3 1/4 1/5 1/6 1/7 1/8
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 3.39 inches Rain Flow ADWF
Avg Level: 4.83 in. Peak Level: 5.94 in. Min Level: 3.08 in.

Avg Velocity: 1.83 fps Peak Velocity: 2.26 fps Min Velocity: 1.10 fps Avg Flow: 0.425 mgd Peak Flow: 0.652 mgd Min Flow: 0.137 mgd | Site 1 - 13
320
SITE 1
Weekly Level, Velocity and Flow Hydrographs
1/9/2023 to 1/16/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 2
4 6
8 10
12 14
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
1/9 1/10 1/11 1/12 1/13 1/14 1/15
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 4.75 inches Rain Flow ADWF
Avg Level: 5.08 in. Peak Level: 9.67 in. Min Level: 3.25 in.

Avg Velocity: 1.90 fps Peak Velocity: 2.97 fps Min Velocity: 1.14 fps Avg Flow: 0.479 mgd Peak Flow: 1.639 mgd Min Flow: 0.158 mgd | Site 1 - 14
321
SITE 1
Weekly Level, Velocity and Flow Hydrographs
1/16/2023 to 1/23/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 2
4 6
8 10
12 14
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
1/16 1/17 1/18 1/19 1/20 1/21 1/22
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.70 inches Rain Flow ADWF
Avg Level: 4.96 in. Peak Level: 6.22 in. Min Level: 3.27 in.

Avg Velocity: 1.88 fps Peak Velocity: 2.30 fps Min Velocity: 1.26 fps Avg Flow: 0.450 mgd Peak Flow: 0.713 mgd Min Flow: 0.164 mgd | Site 1 - 15
322
SITE 1
Weekly Level, Velocity and Flow Hydrographs
1/23/2023 to 1/30/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 2
4 6
8 10
12 14
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
1/23 1/24 1/25 1/26 1/27 1/28 1/29
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.03 inches Rain Flow ADWF
Avg Level: 4.89 in. Peak Level: 6.07 in. Min Level: 3.20 in.

Avg Velocity: 1.84 fps Peak Velocity: 2.27 fps Min Velocity: 1.25 fps Avg Flow: 0.437 mgd Peak Flow: 0.672 mgd Min Flow: 0.161 mgd | Site 1 - 16
323
SITE 1
Weekly Level, Velocity and Flow Hydrographs
1/30/2023 to 2/6/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 2
4 6
8 10
12 14
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
1/30 1/31 2/1 2/2 2/3 2/4 2/5
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.48 inches Rain Flow ADWF
Avg Level: 4.80 in. Peak Level: 6.09 in. Min Level: 2.93 in.

Avg Velocity: 1.80 fps Peak Velocity: 2.24 fps Min Velocity: 1.12 fps Avg Flow: 0.417 mgd Peak Flow: 0.677 mgd Min Flow: 0.128 mgd | Site 1 - 17
324
SITE 1
Weekly Level, Velocity and Flow Hydrographs
2/6/2023 to 2/13/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 2
4 6
8 10
12 14
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
2/6 2/7 2/8 2/9 2/10 2/11 2/12
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 4.84 in. Peak Level: 6.19 in. Min Level: 3.02 in.

Avg Velocity: 1.82 fps Peak Velocity: 2.29 fps Min Velocity: 1.15 fps Avg Flow: 0.426 mgd Peak Flow: 0.698 mgd Min Flow: 0.140 mgd | Site 1 - 18
325
SITE 1
Weekly Level, Velocity and Flow Hydrographs
2/13/2023 to 2/20/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 2
4 6
8 10
12 14
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
2/13 2/14 2/15 2/16 2/17 2/18 2/19
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 4.72 in. Peak Level: 5.88 in. Min Level: 3.11 in.

Avg Velocity: 1.78 fps Peak Velocity: 2.19 fps Min Velocity: 1.10 fps Avg Flow: 0.402 mgd Peak Flow: 0.633 mgd Min Flow: 0.146 mgd | Site 1 - 19
326
SITE 1
Weekly Level, Velocity and Flow Hydrographs
2/20/2023 to 2/27/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 2
4 6
8 10
12 14
Mon Tue Wed Thu Fri Sat
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8
2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 4.71 in. Peak Level: 5.74 in. Min Level: 3.11 in.

Avg Velocity: 1.78 fps Peak Velocity: 2.17 fps Min Velocity: 1.13 fps Avg Flow: 0.401 mgd Peak Flow: 0.602 mgd Min Flow: 0.145 mgd | Site 1 - 20
327
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: Site 2
Location: Grassy Area on Sacramento Avenue, East of Kegle Drive Sanitary Sewer Flow Monitoring
Black & Veatch | West Sacramento, California
Vicinity Map: Site 2
Data Summary Report
January 06, 2023 - February 22, 2023
| Site 2 - 1
328
SITE 2
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: 101201
Measured Pipe Diameter: 14.5 inches
ADWF: 0.165 mgd
Peak Measured Flow: 1.019 mgd
Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Grassy Area on Sacramento
Avenue, East of Kegle Drive
Rim Elevation: 21 feet
Plan View
Coordinates: 121.5240° W, 38.5894° N
Expected Pipe Diameter: 14 inches
Sediment: None
| Site 2 - 2
329
SITE 2
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Monitored North Influent Pipe
| Site 2 - 3
330
SITE 2
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Northwest Influent Pipe
| Site 2 - 4
331
SITE 2
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.050.100.150.200.250.300.350.40
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.000.050.100.150.200.250.300.350.40
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.000.050.100.150.200.250.300.350.40
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 7.04 inchesAvg Daily Flow: 0.245 MGal Peak Daily Flow: 0.367 MGal Min Daily Flow: 0.164 MGal 332 | Site 2 - 5
SITE 2
Flow Summary: 1/6/2023 to 1/28/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.20
Jan 06
(Fri)
Jan 07
(Sat)
Jan 08
(Sun)
Jan 09
(Mon)
Jan 10
(Tue)
Jan 11
(Wed)
Jan 12
(Thu)
Jan 13
(Fri)
Jan 14
(Sat)
Jan 15
(Sun)
Jan 16
(Mon)
Jan 17
(Tue)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.200.400.600.801.001.20
Jan 18
(Wed)
Jan 19 (Thu) Jan 20 (Fri) Jan 21 (Sat) Jan 22 (Sun) Jan 23 (Mon)
Jan 24 (Tue) Jan 25
(Wed)
Jan 26 (Thu) Jan 27 (Fri) Jan 28 (Sat)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 6.26 inches Period Avg Flow: 0.292 mgd Period Peak Flow: 1.019 mgd Period Min Flow: 0.088 mgd 333 | Site 2 - 6
SITE 2
Flow Summary: 1/29/2023 to 2/22/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.20
Jan 29
(Sun)
Jan 30
(Mon)
Jan 31
(Tue)
Feb 01
(Wed)
Feb 02
(Thu)
Feb 03
(Fri)
Feb 04
(Sat)
Feb 05
(Sun)
Feb 06
(Mon)
Feb 07
(Tue)
Feb 08
(Wed)
Feb 09
(Thu)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.200.400.600.801.001.20
Feb 10
(Fri)
Feb 11
(Sat)
Feb 12
(Sun)
Feb 13
(Mon)
Feb 14
(Tue)
Feb 15
(Wed)
Feb 16
(Thu)
Feb 17
(Fri)
Feb 18
(Sat)
Feb 19
(Sun)
Feb 20
(Mon)
Feb 21
(Tue)
Feb 22
(Wed)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 0.49 inches Period Avg Flow: 0.203 mgd Period Peak Flow: 0.362 mgd Period Min Flow: 0.095 mgd 334 | Site 2 - 7
SITE 2
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.050.100.150.200.25
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.165 mgd
ADWF:
335 | Site 2 - 8
SITE 2
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Surcharged 30.0 inches over crown
Peak Measured Level: 44.5Peak d/D Ratio: 3.07Pipe Diameter: 14.5 inches inches
Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter
75% d/D
0 102030
405060
01/04
01/06
01/08
01/10
01/12
01/14
01/16
01/18
01/20
01/22
01/24
01/26
01/28
Level (in)
01/29
01/31
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | Site 2 - 9 336
SITE 2
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.20

0.40 0.60

0.80 1.00

1.20 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 2.81 inches
Rain Event 1

0.00 0.05

0.10 0.15

0.20 0.25

0.30 0.35

0.40 01/0601/0701/0801/0901/1001/1101/1201/1301/14
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 2.81 inches)

0.334

4.76 Peak Flow:

PF:

Peak Level:
mgd
in

2.02 d/D Ratio: 0.33
Capacity
Peak I/I Rate: 0.213 mgd
Inflow / Infiltration
Total I/I: 773,000 gallons
| Site 2 - 10
337
SITE 2
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.20

0.40 0.60

0.80 1.00

1.20 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
Rainfall: 3.43 inches
Rain Event 2

0.00 0.20

0.40 0.60

0.80 1.00

1.20 01/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 3.43 inches)

1.019

44.51 Peak Flow:

PF:

Peak Level:
mgd
in

6.18 d/D Ratio: 3.07
Capacity
Peak I/I Rate: 0.812 mgd
Inflow / Infiltration
Total I/I: 1,338,000 gallons
| Site 2 - 11
338
SITE 2
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.20

0.40 0.60

0.80 1.00

1.20 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
Rainfall: 6.27 inches
Rain Event 3

0.00 0.20

0.40 0.60

0.80 1.00

1.20 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 6.27 inches)

1.02 44.51
Peak Flow:

PF:

Peak Level:
mgd
in

6.18 d/D Ratio: 3.07
Capacity
Peak I/I Rate: 0.83 mgd
Inflow / Infiltration
Total I/I: 3,953,000 gallons
| Site 2 - 12
339
SITE 2
Weekly Level, Velocity and Flow Hydrographs
1/2/2023 to 1/9/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1/2 1/3 1/4 1/5 1/6 1/7 1/8
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 3.32 inches Rain Flow ADWF
Avg Level: 3.75 in. Peak Level: 4.49 in. Min Level: 2.94 in.

Avg Velocity: 1.21 fps Peak Velocity: 1.50 fps Min Velocity: 0.81 fps Avg Flow: 0.188 mgd Peak Flow: 0.291 mgd Min Flow: 0.088 mgd | Site 2 - 13
340
SITE 2
Weekly Level, Velocity and Flow Hydrographs
1/9/2023 to 1/16/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1/9 1/10 1/11 1/12 1/13 1/14 1/15
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 4.63 inches Rain Flow ADWF
Avg Level: 4.76 in. Peak Level: 44.51 in. Min Level: 3.58 in.

Avg Velocity: 1.44 fps Peak Velocity: 2.10 fps Min Velocity: 0.77 fps Avg Flow: 0.277 mgd Peak Flow: 1.019 mgd Min Flow: 0.153 mgd | Site 2 - 14
341
SITE 2
Weekly Level, Velocity and Flow Hydrographs
1/16/2023 to 1/23/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1/16 1/17 1/18 1/19 1/20 1/21 1/22
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.70 inches Rain Flow ADWF
Avg Level: 4.61 in. Peak Level: 5.24 in. Min Level: 3.99 in.

Avg Velocity: 1.70 fps Peak Velocity: 1.91 fps Min Velocity: 1.21 fps Avg Flow: 0.347 mgd Peak Flow: 0.449 mgd Min Flow: 0.220 mgd | Site 2 - 15
342
SITE 2
Weekly Level, Velocity and Flow Hydrographs
1/23/2023 to 1/30/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1/23 1/24 1/25 1/26 1/27 1/28 1/29
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.02 inches Rain Flow ADWF
Avg Level: 4.38 in. Peak Level: 4.94 in. Min Level: 3.70 in.

Avg Velocity: 1.56 fps Peak Velocity: 1.79 fps Min Velocity: 1.19 fps Avg Flow: 0.297 mgd Peak Flow: 0.394 mgd Min Flow: 0.182 mgd | Site 2 - 16
343
SITE 2
Weekly Level, Velocity and Flow Hydrographs
1/30/2023 to 2/6/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1/30 1/31 2/1 2/2 2/3 2/4 2/5
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.47 inches Rain Flow ADWF
Avg Level: 4.12 in. Peak Level: 4.87 in. Min Level: 3.36 in.

Avg Velocity: 1.40 fps Peak Velocity: 1.66 fps Min Velocity: 1.10 fps Avg Flow: 0.245 mgd Peak Flow: 0.351 mgd Min Flow: 0.145 mgd | Site 2 - 17
344
SITE 2
Weekly Level, Velocity and Flow Hydrographs
2/6/2023 to 2/13/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 2/6 2/7 2/8 2/9 2/10 2/11 2/12
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 3.80 in. Peak Level: 4.53 in. Min Level: 3.03 in.

Avg Velocity: 1.18 fps Peak Velocity: 1.46 fps Min Velocity: 0.85 fps Avg Flow: 0.184 mgd Peak Flow: 0.266 mgd Min Flow: 0.105 mgd | Site 2 - 18
345
SITE 2
Weekly Level, Velocity and Flow Hydrographs
2/13/2023 to 2/20/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 2/13 2/14 2/15 2/16 2/17 2/18 2/19
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 3.71 in. Peak Level: 4.25 in. Min Level: 2.89 in.

Avg Velocity: 1.18 fps Peak Velocity: 1.44 fps Min Velocity: 0.88 fps Avg Flow: 0.179 mgd Peak Flow: 0.254 mgd Min Flow: 0.095 mgd | Site 2 - 19
346
SITE 2
Weekly Level, Velocity and Flow Hydrographs
2/20/2023 to 2/27/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 Mon Tue Wed Thu Fri Sat
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 3.73 in. Peak Level: 4.24 in. Min Level: 3.03 in.

Avg Velocity: 1.18 fps Peak Velocity: 1.40 fps Min Velocity: 0.88 fps Avg Flow: 0.180 mgd Peak Flow: 0.251 mgd Min Flow: 0.099 mgd | Site 2 - 20
347
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: Site 3
Location: Dirt Easement behind 412 Washington Avenue
Sanitary Sewer Flow Monitoring
Black & Veatch | West Sacramento, California
Vicinity Map: Site 3
Data Summary Report
January 06, 2023 - February 22, 2023
| Site 3 - 1
348
SITE 3
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: 50158
Measured Pipe Diameter: 17.5 inches
ADWF: 0.489 mgd
Peak Measured Flow: 2.670 mgd
Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Dirt Easement behind 412
Washington Avenue
Rim Elevation: 20 feet
Plan View
Coordinates: 121.5370° W, 38.5870° N
Expected Pipe Diameter: 18 inches
Sediment: None
| Site 3 - 2
349
SITE 3
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Monitored Southeast Influent Pipe
| Site 3 - 3
350
SITE 3
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.20
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.000.200.400.600.801.001.20
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.000.200.400.600.801.001.20
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 7.22 inchesAvg Daily Flow: 0.550 MGal Peak Daily Flow: 1.116 MGal Min Daily Flow: 0.459 MGal 351 | Site 3 - 4
SITE 3
Flow Summary: 1/6/2023 to 1/28/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.00
Jan 06
(Fri)
Jan 07
(Sat)
Jan 08
(Sun)
Jan 09
(Mon)
Jan 10
(Tue)
Jan 11
(Wed)
Jan 12
(Thu)
Jan 13
(Fri)
Jan 14
(Sat)
Jan 15
(Sun)
Jan 16
(Mon)
Jan 17
(Tue)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.00
Jan 18
(Wed)
Jan 19 (Thu) Jan 20 (Fri) Jan 21 (Sat) Jan 22 (Sun) Jan 23 (Mon)
Jan 24 (Tue) Jan 25
(Wed)
Jan 26 (Thu) Jan 27 (Fri) Jan 28 (Sat)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 6.36 inches Period Avg Flow: 0.583 mgd Period Peak Flow: 2.670 mgd Period Min Flow: 0.157 mgd 352 | Site 3 - 5
SITE 3
Flow Summary: 1/29/2023 to 2/22/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.00
Jan 29
(Sun)
Jan 30
(Mon)
Jan 31
(Tue)
Feb 01
(Wed)
Feb 02
(Thu)
Feb 03
(Fri)
Feb 04
(Sat)
Feb 05
(Sun)
Feb 06
(Mon)
Feb 07
(Tue)
Feb 08
(Wed)
Feb 09
(Thu)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.00
Feb 10
(Fri)
Feb 11
(Sat)
Feb 12
(Sun)
Feb 13
(Mon)
Feb 14
(Tue)
Feb 15
(Wed)
Feb 16
(Thu)
Feb 17
(Fri)
Feb 18
(Sat)
Feb 19
(Sun)
Feb 20
(Mon)
Feb 21
(Tue)
Feb 22
(Wed)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 0.51 inches Period Avg Flow: 0.507 mgd Period Peak Flow: 1.050 mgd Period Min Flow: 0.201 mgd 353 | Site 3 - 6
SITE 3
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.100.200.300.400.500.600.700.80
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.489 mgd
ADWF:
354 | Site 3 - 7
SITE 3
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Surcharged 77.2 inches over crown
Peak Measured Level: 94.7Peak d/D Ratio: 5.41Pipe Diameter: 17.5 inches inches
Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter 75% d/D
0 204060
80 100120140
01/04
01/06
01/08
01/10
01/12
01/14
01/16
01/18
01/20
01/22
01/24
01/26
01/28
Level (in)
01/29
01/31
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | Site 3 - 8 355
SITE 3
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.50

1.00 1.50

2.00 2.50

3.00 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 2.89 inches
Rain Event 1

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80
01/0601/0701/0801/0901/1001/1101/1201/1301/14
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 2.89 inches)

1.686

14.63 Peak Flow:

PF:

Peak Level:
mgd
in

3.45 d/D Ratio: 0.84
Capacity
Peak I/I Rate: 1.294 mgd
Inflow / Infiltration
Total I/I: 1,393,000 gallons
| Site 3 - 9
356
SITE 3
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.50

1.00 1.50

2.00 2.50

3.00 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
Rainfall: 3.45 inches
Rain Event 2

0.00 0.50

1.00 1.50

2.00 2.50

3.00 01/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 3.45 inches)

2.670

94.71 Peak Flow:

PF:

Peak Level:
mgd
in

5.46 d/D Ratio: 5.41
Capacity
Peak I/I Rate: 2.134 mgd
Inflow / Infiltration
Total I/I: 1,996,000 gallons
| Site 3 - 10
357
SITE 3
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.50

1.00 1.50

2.00 2.50

3.00 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
Rainfall: 6.38 inches
Rain Event 3

0.00 0.50

1.00 1.50

2.00 2.50

3.00 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 6.38 inches)

2.67 94.71
Peak Flow:

PF:

Peak Level:
mgd
in

5.46 d/D Ratio: 5.41
Capacity
Peak I/I Rate: 2.15 mgd
Inflow / Infiltration
Total I/I: 3,542,000 gallons
| Site 3 - 11
358
SITE 3
Weekly Level, Velocity and Flow Hydrographs
1/2/2023 to 1/9/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 45
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 1/2 1/3 1/4 1/5 1/6 1/7 1/8
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 3.22 inches Rain Flow ADWF
Avg Level: 8.42 in. Peak Level: 11.37 in. Min Level: 6.57 in.

Avg Velocity: 1.12 fps Peak Velocity: 1.86 fps Min Velocity: 0.62 fps Avg Flow: 0.590 mgd Peak Flow: 1.329 mgd Min Flow: 0.231 mgd | Site 3 - 12
359
SITE 3
Weekly Level, Velocity and Flow Hydrographs
1/9/2023 to 1/16/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 70
80 90
100
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 1/9 1/10 1/11 1/12 1/13 1/14 1/15
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 4.72 inches Rain Flow ADWF
Avg Level: 10.45 in. Peak Level: 94.71 in. Min Level: 6.62 in.

Avg Velocity: 1.19 fps Peak Velocity: 2.47 fps Min Velocity: 0.36 fps Avg Flow: 0.711 mgd Peak Flow: 2.670 mgd Min Flow: 0.157 mgd | Site 3 - 13
360
SITE 3
Weekly Level, Velocity and Flow Hydrographs
1/16/2023 to 1/23/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 45
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 1/16 1/17 1/18 1/19 1/20 1/21 1/22
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.70 inches Rain Flow ADWF
Avg Level: 8.30 in. Peak Level: 10.58 in. Min Level: 6.67 in.

Avg Velocity: 1.09 fps Peak Velocity: 1.65 fps Min Velocity: 0.62 fps Avg Flow: 0.561 mgd Peak Flow: 1.128 mgd Min Flow: 0.234 mgd | Site 3 - 14
361
SITE 3
Weekly Level, Velocity and Flow Hydrographs
1/23/2023 to 1/30/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 45
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 1/23 1/24 1/25 1/26 1/27 1/28 1/29
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.03 inches Rain Flow ADWF
Avg Level: 7.98 in. Peak Level: 9.46 in. Min Level: 6.43 in.

Avg Velocity: 1.00 fps Peak Velocity: 1.50 fps Min Velocity: 0.57 fps Avg Flow: 0.489 mgd Peak Flow: 0.895 mgd Min Flow: 0.206 mgd | Site 3 - 15
362
SITE 3
Weekly Level, Velocity and Flow Hydrographs
1/30/2023 to 2/6/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 45
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 1/30 1/31 2/1 2/2 2/3 2/4 2/5
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.47 inches Rain Flow ADWF
Avg Level: 9.29 in. Peak Level: 33.91 in. Min Level: 6.54 in.

Avg Velocity: 0.99 fps Peak Velocity: 1.64 fps Min Velocity: 0.47 fps Avg Flow: 0.513 mgd Peak Flow: 1.050 mgd Min Flow: 0.242 mgd | Site 3 - 16
363
SITE 3
Weekly Level, Velocity and Flow Hydrographs
2/6/2023 to 2/13/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 45
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 2/6 2/7 2/8 2/9 2/10 2/11 2/12
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 8.03 in. Peak Level: 11.42 in. Min Level: 6.55 in.

Avg Velocity: 1.03 fps Peak Velocity: 1.48 fps Min Velocity: 0.49 fps Avg Flow: 0.506 mgd Peak Flow: 0.863 mgd Min Flow: 0.201 mgd | Site 3 - 17
364
SITE 3
Weekly Level, Velocity and Flow Hydrographs
2/13/2023 to 2/20/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 45
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 2/13 2/14 2/15 2/16 2/17 2/18 2/19
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 8.02 in. Peak Level: 9.35 in. Min Level: 6.42 in.

Avg Velocity: 1.02 fps Peak Velocity: 1.38 fps Min Velocity: 0.62 fps Avg Flow: 0.503 mgd Peak Flow: 0.803 mgd Min Flow: 0.221 mgd | Site 3 - 18
365
SITE 3
Weekly Level, Velocity and Flow Hydrographs
2/20/2023 to 2/27/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 45
Mon Tue Wed Thu Fri Sat
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5

3.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 7.97 in. Peak Level: 9.12 in. Min Level: 6.53 in.

Avg Velocity: 1.02 fps Peak Velocity: 1.39 fps Min Velocity: 0.62 fps Avg Flow: 0.497 mgd Peak Flow: 0.787 mgd Min Flow: 0.229 mgd | Site 3 - 19
366
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: Site 4
Location: On Michigan, east of maple st and michigan blvd intersection Sanitary Sewer Flow Monitoring
Black & Veatch | West Sacramento, California
Vicinity Map: Site 4
Data Summary Report
January 06, 2023 - February 22, 2023
| Site 4 - 1
367
SITE 4
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: 50166
Measured Pipe Diameter: 14.5 inches
ADWF: 0.102 mgd
Peak Measured Flow: 2.835 mgd
Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: On Michigan, east of maple st
and michigan blvd intersection
Rim Elevation: 15 feet
Plan View
Coordinates: 121.5370° W, 38.5834° N
Expected Pipe Diameter: 15 inches
Sediment: None
| Site 4 - 2
368
SITE 4
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Monitored West Influent Pipe
| Site 4 - 3 369
SITE 4
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information West Influent Pipe
| Site 4 - 4
East
370
SITE 4
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.100.200.300.400.500.600.70
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.000.100.200.300.400.500.600.70
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.000.100.200.300.400.500.600.70
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 7.45 inchesAvg Daily Flow: 0.150 MGal Peak Daily Flow: 0.577 MGal Min Daily Flow: 0.098 MGal 371 | Site 4 - 5
SITE 4
Flow Summary: 1/6/2023 to 1/28/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.003.50
Jan 06
(Fri)
Jan 07
(Sat)
Jan 08
(Sun)
Jan 09
(Mon)
Jan 10
(Tue)
Jan 11
(Wed)
Jan 12
(Thu)
Jan 13
(Fri)
Jan 14
(Sat)
Jan 15
(Sun)
Jan 16
(Mon)
Jan 17
(Tue)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.003.50
Jan 18
(Wed)
Jan 19 (Thu) Jan 20 (Fri) Jan 21 (Sat) Jan 22 (Sun) Jan 23 (Mon)
Jan 24 (Tue) Jan 25
(Wed)
Jan 26 (Thu) Jan 27 (Fri) Jan 28 (Sat)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 6.52 inches Period Avg Flow: 0.188 mgd Period Peak Flow: 2.835 mgd Period Min Flow: 0.045 mgd 372 | Site 4 - 6
SITE 4
Flow Summary: 1/29/2023 to 2/22/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.003.50
Jan 29
(Sun)
Jan 30
(Mon)
Jan 31
(Tue)
Feb 01
(Wed)
Feb 02
(Thu)
Feb 03
(Fri)
Feb 04
(Sat)
Feb 05
(Sun)
Feb 06
(Mon)
Feb 07
(Tue)
Feb 08
(Wed)
Feb 09
(Thu)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.003.50
Feb 10
(Fri)
Feb 11
(Sat)
Feb 12
(Sun)
Feb 13
(Mon)
Feb 14
(Tue)
Feb 15
(Wed)
Feb 16
(Thu)
Feb 17
(Fri)
Feb 18
(Sat)
Feb 19
(Sun)
Feb 20
(Mon)
Feb 21
(Tue)
Feb 22
(Wed)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 0.53 inches Period Avg Flow: 0.108 mgd Period Peak Flow: 0.213 mgd Period Min Flow: 0.039 mgd 373 | Site 4 - 7
SITE 4
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.020.040.060.080.100.120.140.160.18
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.102 mgd
ADWF:
374 | Site 4 - 8
SITE 4
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Surcharged 15.2 inches over crown
Peak Measured Level: 29.7Peak d/D Ratio: 2.05Pipe Diameter: 14.5 inches inches
Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter
75% d/D
05 101520
25303540
01/04
01/06
01/08
01/10
01/12
01/14
01/16
01/18
01/20
01/22
01/24
01/26
01/28
Level (in)
01/29
01/31
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | Site 4 - 9 375
SITE 4
Weekly Level, Velocity and Flow Hydrographs
1/2/2023 to 1/9/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
1/2 1/3 1/4 1/5 1/6 1/7 1/8
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 3.25 inches Rain Flow ADWF
Avg Level: 1.49 in. Peak Level: 3.06 in. Min Level: 0.78 in.

Avg Velocity: 4.53 fps Peak Velocity: 5.24 fps Min Velocity: 3.62 fps Avg Flow: 0.191 mgd Peak Flow: 0.598 mgd Min Flow: 0.057 mgd | Site 4 - 13
376
SITE 4
Weekly Level, Velocity and Flow Hydrographs
1/9/2023 to 1/16/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
1/9 1/10 1/11 1/12 1/13 1/14 1/15
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 4.85 inches Rain Flow ADWF
Avg Level: 2.10 in. Peak Level: 29.74 in. Min Level: 0.93 in.

Avg Velocity: 4.61 fps Peak Velocity: 5.34 fps Min Velocity: 0.75 fps Avg Flow: 0.282 mgd Peak Flow: 2.835 mgd Min Flow: 0.074 mgd | Site 4 - 14
377
SITE 4
Weekly Level, Velocity and Flow Hydrographs
1/16/2023 to 1/23/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
1/16 1/17 1/18 1/19 1/20 1/21 1/22
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.70 inches Rain Flow ADWF
Avg Level: 1.39 in. Peak Level: 2.81 in. Min Level: 0.94 in.

Avg Velocity: 4.52 fps Peak Velocity: 5.04 fps Min Velocity: 3.70 fps Avg Flow: 0.169 mgd Peak Flow: 0.495 mgd Min Flow: 0.078 mgd | Site 4 - 15
378
SITE 4
Weekly Level, Velocity and Flow Hydrographs
1/23/2023 to 1/30/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
1/23 1/24 1/25 1/26 1/27 1/28 1/29
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.04 inches Rain Flow ADWF
Avg Level: 1.14 in. Peak Level: 1.72 in. Min Level: 0.70 in.

Avg Velocity: 4.09 fps Peak Velocity: 4.82 fps Min Velocity: 3.40 fps Avg Flow: 0.113 mgd Peak Flow: 0.199 mgd Min Flow: 0.045 mgd | Site 4 - 16
379
SITE 4
Weekly Level, Velocity and Flow Hydrographs
1/30/2023 to 2/6/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
1/30 1/31 2/1 2/2 2/3 2/4 2/5
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.49 inches Rain Flow ADWF
Avg Level: 1.11 in. Peak Level: 1.55 in. Min Level: 0.63 in.

Avg Velocity: 4.20 fps Peak Velocity: 5.16 fps Min Velocity: 3.32 fps Avg Flow: 0.113 mgd Peak Flow: 0.213 mgd Min Flow: 0.039 mgd | Site 4 - 17
380
SITE 4
Weekly Level, Velocity and Flow Hydrographs
2/6/2023 to 2/13/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
2/6 2/7 2/8 2/9 2/10 2/11 2/12
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 1.07 in. Peak Level: 1.55 in. Min Level: 0.60 in.

Avg Velocity: 4.16 fps Peak Velocity: 4.84 fps Min Velocity: 2.88 fps Avg Flow: 0.105 mgd Peak Flow: 0.192 mgd Min Flow: 0.040 mgd | Site 4 - 18
381
SITE 4
Weekly Level, Velocity and Flow Hydrographs
2/13/2023 to 2/20/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
2/13 2/14 2/15 2/16 2/17 2/18 2/19
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 1.06 in. Peak Level: 1.51 in. Min Level: 0.73 in.

Avg Velocity: 4.14 fps Peak Velocity: 4.86 fps Min Velocity: 3.30 fps Avg Flow: 0.104 mgd Peak Flow: 0.189 mgd Min Flow: 0.049 mgd | Site 4 - 19
382
SITE 4
Weekly Level, Velocity and Flow Hydrographs
2/20/2023 to 2/27/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 5
10 15
20 25
30 35
40 Mon Tue Wed Thu Fri Sat
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 Vel oci ty (fps)
Vel

0.0 0.5

1.0 1.5

2.0 2.5

3.0 3.5
2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 1.09 in. Peak Level: 1.42 in. Min Level: 0.80 in.

Avg Velocity: 4.20 fps Peak Velocity: 4.83 fps Min Velocity: 3.31 fps Avg Flow: 0.110 mgd Peak Flow: 0.178 mgd Min Flow: 0.055 mgd | Site 4 - 20
383
SITE 4
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 2.99 inches
Rain Event 1

0.00 0.10

0.20 0.30

0.40 0.50

0.60 0.70

0.80 0.90
01/0601/0701/0801/0901/1001/1101/1201/1301/14
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 2.99 inches)

0.846

3.87 Peak Flow:

PF:

Peak Level:
mgd
in

8.28 d/D Ratio: 0.27
Capacity
Peak I/I Rate: 0.738 mgd
Inflow / Infiltration
Total I/I: 673,000 gallons
| Site 4 - 10
384
SITE 4
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
Rainfall: 3.5 inches
Rain Event 2

0.00 0.50

1.00 1.50

2.00 2.50

3.00 01/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 3.50 inches)

2.835

29.74 Peak Flow:

PF:

Peak Level:
mgd
in

27.73 d/D Ratio: 2.05
Capacity
Peak I/I Rate: 2.794 mgd
Inflow / Infiltration
Total I/I: 1,900,000 gallons
| Site 4 - 11
385
SITE 4
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50
01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
Rainfall: 6.54 inches
Rain Event 3

0.00 0.50

1.00 1.50

2.00 2.50

3.00 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 6.54 inches)

2.84 29.74
Peak Flow:

PF:

Peak Level:
mgd
in

27.73 d/D Ratio: 2.05
Capacity
Peak I/I Rate: 2.71 mgd
Inflow / Infiltration
Total I/I: 2,022,000 gallons
| Site 4 - 12
386
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: Site 5
Location: Golden Gate Dr, East of Audubon Dr and Golden Gate Br intersection
Sanitary Sewer Flow Monitoring
Black & Veatch | West Sacramento, California
Vicinity Map: Site 5
Data Summary Report
January 06, 2023 - February 22, 2023
| Site 5 - 1
387
SITE 5
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: 8377
Measured Pipe Diameter: 17.5 inches
ADWF: 0.265 mgd
Peak Measured Flow: 0.916 mgd
Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Golden Gate Dr, East of
Audubon Dr and Golden Gate Br
intersection
Rim Elevation: 11 feet
Plan View
Coordinates: 121.5700° W, 38.5423° N
Expected Pipe Diameter: 18 inches
Sediment: None
| Site 5 - 2
388
SITE 5
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
East Influent Pipe
| Site 5 - 3
389
SITE 5
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Northeast Upper Influent Pipe
Monitored West Influent Pipe
| Site 5 - 4
390
SITE 5
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Northwest Upper Influent Pipe
| Site 5 - 5
391
SITE 5
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.050.100.150.200.250.300.350.400.45
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.000.050.100.150.200.250.300.350.400.45
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.000.050.100.150.200.250.300.350.400.45
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 8.47 inchesAvg Daily Flow: 0.296 MGal Peak Daily Flow: 0.414 MGal Min Daily Flow: 0.221 MGal 392 | Site 5 - 6
SITE 5
Flow Summary: 1/6/2023 to 1/28/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.100.200.300.400.500.600.700.800.901.00
Jan 06
(Fri)
Jan 07
(Sat)
Jan 08
(Sun)
Jan 09
(Mon)
Jan 10
(Tue)
Jan 11
(Wed)
Jan 12
(Thu)
Jan 13
(Fri)
Jan 14
(Sat)
Jan 15
(Sun)
Jan 16
(Mon)
Jan 17
(Tue)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.100.200.300.400.500.600.700.800.901.00
Jan 18
(Wed)
Jan 19 (Thu) Jan 20 (Fri) Jan 21 (Sat) Jan 22 (Sun) Jan 23 (Mon)
Jan 24 (Tue) Jan 25
(Wed)
Jan 26 (Thu) Jan 27 (Fri) Jan 28 (Sat)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 7.34 inches Period Avg Flow: 0.292 mgd Period Peak Flow: 0.719 mgd Period Min Flow: 0.041 mgd 393 | Site 5 - 7
SITE 5
Flow Summary: 1/29/2023 to 2/22/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.100.200.300.400.500.600.700.800.901.00
Jan 29
(Sun)
Jan 30
(Mon)
Jan 31
(Tue)
Feb 01
(Wed)
Feb 02
(Thu)
Feb 03
(Fri)
Feb 04
(Sat)
Feb 05
(Sun)
Feb 06
(Mon)
Feb 07
(Tue)
Feb 08
(Wed)
Feb 09
(Thu)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.100.200.300.400.500.600.700.800.901.00
Feb 10
(Fri)
Feb 11
(Sat)
Feb 12
(Sun)
Feb 13
(Mon)
Feb 14
(Tue)
Feb 15
(Wed)
Feb 16
(Thu)
Feb 17
(Fri)
Feb 18
(Sat)
Feb 19
(Sun)
Feb 20
(Mon)
Feb 21
(Tue)
Feb 22
(Wed)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 0.69 inches Period Avg Flow: 0.295 mgd Period Peak Flow: 0.916 mgd Period Min Flow: 0.048 mgd 394 | Site 5 - 8
SITE 5
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.050.100.150.200.250.300.350.40
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.265 mgd
ADWF:
395 | Site 5 - 9
SITE 5
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Surcharged 94.7 inches over crown
Peak Measured Level: 112Peak d/D Ratio: 6.41Pipe Diameter: 17.5 inches inches
Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter 75% d/D
0 204060
80 100120140160
01/04
01/06
01/08
01/10
01/12
01/14
01/16
01/18
01/20
01/22
01/24
01/26
01/28
Level (in)
01/29
01/31
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | Site 5 - 10 396
SITE 5
Weekly Level, Velocity and Flow Hydrographs
1/2/2023 to 1/9/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 20
40 60
80 100
120
140
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1/2 1/3 1/4 1/5 1/6 1/7 1/8
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 3.27 inches Rain Flow ADWF
Avg Level: 2.43 in. Peak Level: 4.19 in. Min Level: 1.26 in.

Avg Velocity: 4.10 fps Peak Velocity: 5.97 fps Min Velocity: 1.90 fps Avg Flow: 0.340 mgd Peak Flow: 0.659 mgd Min Flow: 0.121 mgd | Site 5 - 14
397
SITE 5
Weekly Level, Velocity and Flow Hydrographs
1/9/2023 to 1/16/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 20
40 60
80 100
120
140
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1/9 1/10 1/11 1/12 1/13 1/14 1/15
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 5.65 inches Rain Flow ADWF
Avg Level: 6.90 in. Peak Level: 112.24 in. Min Level: 0.72 in.

Avg Velocity: 3.79 fps Peak Velocity: 6.63 fps Min Velocity: 0.04 fps Avg Flow: 0.299 mgd Peak Flow: 0.654 mgd Min Flow: 0.041 mgd | Site 5 - 15
398
SITE 5
Weekly Level, Velocity and Flow Hydrographs
1/16/2023 to 1/23/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 20
40 60
80 100
120
140
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1/16 1/17 1/18 1/19 1/20 1/21 1/22
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.76 inches Rain Flow ADWF
Avg Level: 2.12 in. Peak Level: 3.87 in. Min Level: 1.06 in.

Avg Velocity: 4.33 fps Peak Velocity: 6.84 fps Min Velocity: 2.34 fps Avg Flow: 0.300 mgd Peak Flow: 0.624 mgd Min Flow: 0.091 mgd | Site 5 - 16
399
SITE 5
Weekly Level, Velocity and Flow Hydrographs
1/23/2023 to 1/30/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 20
40 60
80 100
120
140
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1/23 1/24 1/25 1/26 1/27 1/28 1/29
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.11 inches Rain Flow ADWF
Avg Level: 1.96 in. Peak Level: 4.63 in. Min Level: 0.61 in.

Avg Velocity: 4.29 fps Peak Velocity: 6.86 fps Min Velocity: 1.77 fps Avg Flow: 0.261 mgd Peak Flow: 0.719 mgd Min Flow: 0.048 mgd | Site 5 - 17
400
SITE 5
Weekly Level, Velocity and Flow Hydrographs
1/30/2023 to 2/6/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 20
40 60
80 100
120
140
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1/30 1/31 2/1 2/2 2/3 2/4 2/5
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.58 inches Rain Flow ADWF
Avg Level: 2.05 in. Peak Level: 4.36 in. Min Level: 0.95 in.

Avg Velocity: 4.24 fps Peak Velocity: 6.12 fps Min Velocity: 1.62 fps Avg Flow: 0.278 mgd Peak Flow: 0.681 mgd Min Flow: 0.079 mgd | Site 5 - 18
401
SITE 5
Weekly Level, Velocity and Flow Hydrographs
2/6/2023 to 2/13/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 20
40 60
80 100
120
140
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 2/6 2/7 2/8 2/9 2/10 2/11 2/12
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 1.91 in. Peak Level: 4.28 in. Min Level: 0.66 in.

Avg Velocity: 4.39 fps Peak Velocity: 6.33 fps Min Velocity: 1.73 fps Avg Flow: 0.261 mgd Peak Flow: 0.783 mgd Min Flow: 0.060 mgd | Site 5 - 19
402
SITE 5
Weekly Level, Velocity and Flow Hydrographs
2/13/2023 to 2/20/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 20
40 60
80 100
120
140
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 2/13 2/14 2/15 2/16 2/17 2/18 2/19
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 2.19 in. Peak Level: 5.07 in. Min Level: 0.97 in.

Avg Velocity: 4.23 fps Peak Velocity: 5.70 fps Min Velocity: 2.05 fps Avg Flow: 0.301 mgd Peak Flow: 0.806 mgd Min Flow: 0.077 mgd | Site 5 - 20
403
SITE 5
Weekly Level, Velocity and Flow Hydrographs
2/20/2023 to 2/27/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 20
40 60
80 100
120
140
Mon Tue Wed Thu Fri Sat
Level (i n)
Lev

0.0 1.0

2.0 3.0

4.0 5.0

6.0 7.0

8.0 Vel oci ty (fps)
Vel

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 2.74 in. Peak Level: 5.14 in. Min Level: 1.57 in.

Avg Velocity: 4.10 fps Peak Velocity: 5.69 fps Min Velocity: 1.56 fps Avg Flow: 0.409 mgd Peak Flow: 0.916 mgd Min Flow: 0.138 mgd | Site 5 - 21
404
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: Site 6
Location: Jefferson Boulevard Between Linden Road and Lake Washington Boulevard
Sanitary Sewer Flow Monitoring
Black & Veatch | West Sacramento, California
Vicinity Map: Site 6
Data Summary Report
January 06, 2023 - February 22, 2023
| Site 6 - 1
405
SITE 6
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: 643
Measured Pipe Diameter: 27 inches
ADWF: 0.925 mgd
Peak Measured Flow: 4.372 mgd
Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Jefferson Boulevard Between
Linden Road and Lake
Washington Boulevard
Rim Elevation: 15 feet
Plan View
Coordinates: 121.5390° W, 38.5513° N
Expected Pipe Diameter: 27 inches
Sediment: None
| Site 6 - 2
406
SITE 6
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
Monitored Southwest Influent Pipe
| Site 6 - 3 407
SITE 6
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.50
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.000.501.001.502.002.50
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.000.501.001.502.002.50
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 8.15 inchesAvg Daily Flow: 1.230 MGal Peak Daily Flow: 2.008 MGal Min Daily Flow: 0.862 MGal 408 | Site 6 - 4
SITE 6
Flow Summary: 1/6/2023 to 1/28/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.003.504.004.505.00
Jan 06
(Fri)
Jan 07
(Sat)
Jan 08
(Sun)
Jan 09
(Mon)
Jan 10
(Tue)
Jan 11
(Wed)
Jan 12
(Thu)
Jan 13
(Fri)
Jan 14
(Sat)
Jan 15
(Sun)
Jan 16
(Mon)
Jan 17
(Tue)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.003.504.004.505.00
Jan 18
(Wed)
Jan 19 (Thu) Jan 20 (Fri) Jan 21 (Sat) Jan 22 (Sun) Jan 23 (Mon)
Jan 24 (Tue) Jan 25
(Wed)
Jan 26 (Thu) Jan 27 (Fri) Jan 28 (Sat)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 7.04 inches Period Avg Flow: 1.500 mgd Period Peak Flow: 4.372 mgd Period Min Flow: 0.582 mgd 409 | Site 6 - 5
SITE 6
Flow Summary: 1/29/2023 to 2/22/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.003.504.004.505.00
Jan 29
(Sun)
Jan 30
(Mon)
Jan 31
(Tue)
Feb 01
(Wed)
Feb 02
(Thu)
Feb 03
(Fri)
Feb 04
(Sat)
Feb 05
(Sun)
Feb 06
(Mon)
Feb 07
(Tue)
Feb 08
(Wed)
Feb 09
(Thu)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.003.504.004.505.00
Feb 10
(Fri)
Feb 11
(Sat)
Feb 12
(Sun)
Feb 13
(Mon)
Feb 14
(Tue)
Feb 15
(Wed)
Feb 16
(Thu)
Feb 17
(Fri)
Feb 18
(Sat)
Feb 19
(Sun)
Feb 20
(Mon)
Feb 21
(Tue)
Feb 22
(Wed)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 0.63 inches Period Avg Flow: 0.970 mgd Period Peak Flow: 3.161 mgd Period Min Flow: 0.386 mgd 410 | Site 6 - 6
SITE 6
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.201.401.601.80
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.925 mgd
ADWF:
411 | Site 6 - 7
SITE 6
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Surcharged 18.9 inches over crown
Peak Measured Level: 45.9Peak d/D Ratio: 1.70Pipe Diameter: 27 inches inches
Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter
75% d/D
0 102030
40506070
01/04
01/06
01/08
01/10
01/12
01/14
01/16
01/18
01/20
01/22
01/24
01/26
01/28
Level (in)
01/29
01/31
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | Site 6 - 8 412
SITE 6
Weekly Level, Velocity and Flow Hydrographs
1/2/2023 to 1/9/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.0

20.0 30.0

40.0 50.0

60.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 1/2 1/3 1/4 1/5 1/6 1/7 1/8
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 3.13 inches Rain Flow ADWF
Avg Level: 14.26 in. Peak Level: 24.32 in. Min Level: 6.29 in.

Avg Velocity: 1.24 fps Peak Velocity: 2.07 fps Min Velocity: 0.29 fps Avg Flow: 1.433 mgd Peak Flow: 3.550 mgd Min Flow: 0.622 mgd | Site 6 - 9
413
SITE 6
Weekly Level, Velocity and Flow Hydrographs
1/9/2023 to 1/16/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.0

20.0 30.0

40.0 50.0

60.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 1/9 1/10 1/11 1/12 1/13 1/14 1/15
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 5.34 inches Rain Flow ADWF
Avg Level: 14.98 in. Peak Level: 29.75 in. Min Level: 7.28 in.

Avg Velocity: 1.38 fps Peak Velocity: 2.26 fps Min Velocity: 0.34 fps Avg Flow: 1.701 mgd Peak Flow: 4.372 mgd Min Flow: 0.662 mgd | Site 6 - 10
414
SITE 6
Weekly Level, Velocity and Flow Hydrographs
1/16/2023 to 1/23/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.0

20.0 30.0

40.0 50.0

60.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 1/16 1/17 1/18 1/19 1/20 1/21 1/22
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.73 inches Rain Flow ADWF
Avg Level: 14.28 in. Peak Level: 22.64 in. Min Level: 7.16 in.

Avg Velocity: 1.35 fps Peak Velocity: 2.29 fps Min Velocity: 0.35 fps Avg Flow: 1.612 mgd Peak Flow: 3.479 mgd Min Flow: 0.693 mgd | Site 6 - 11
415
SITE 6
Weekly Level, Velocity and Flow Hydrographs
1/23/2023 to 1/30/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.0

20.0 30.0

40.0 50.0

60.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 1/23 1/24 1/25 1/26 1/27 1/28 1/29
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.08 inches Rain Flow ADWF
Avg Level: 14.73 in. Peak Level: 26.95 in. Min Level: 5.63 in.

Avg Velocity: 1.00 fps Peak Velocity: 2.02 fps Min Velocity: 0.31 fps Avg Flow: 1.152 mgd Peak Flow: 3.043 mgd Min Flow: 0.582 mgd | Site 6 - 12
416
SITE 6
Weekly Level, Velocity and Flow Hydrographs
1/30/2023 to 2/6/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.0

20.0 30.0

40.0 50.0

60.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 1/30 1/31 2/1 2/2 2/3 2/4 2/5
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.54 inches Rain Flow ADWF
Avg Level: 15.41 in. Peak Level: 45.89 in. Min Level: 4.92 in.

Avg Velocity: 0.94 fps Peak Velocity: 1.95 fps Min Velocity: 0.26 fps Avg Flow: 1.031 mgd Peak Flow: 2.934 mgd Min Flow: 0.420 mgd | Site 6 - 13
417
SITE 6
Weekly Level, Velocity and Flow Hydrographs
2/6/2023 to 2/13/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.0

20.0 30.0

40.0 50.0

60.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 2/6 2/7 2/8 2/9 2/10 2/11 2/12
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 13.58 in. Peak Level: 35.30 in. Min Level: 4.84 in.

Avg Velocity: 0.96 fps Peak Velocity: 1.93 fps Min Velocity: 0.30 fps Avg Flow: 0.928 mgd Peak Flow: 3.161 mgd Min Flow: 0.423 mgd | Site 6 - 14
418
SITE 6
Weekly Level, Velocity and Flow Hydrographs
2/13/2023 to 2/20/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.0

20.0 30.0

40.0 50.0

60.0 Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 2/13 2/14 2/15 2/16 2/17 2/18 2/19
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 13.51 in. Peak Level: 21.97 in. Min Level: 5.13 in.

Avg Velocity: 0.94 fps Peak Velocity: 1.90 fps Min Velocity: 0.31 fps Avg Flow: 0.966 mgd Peak Flow: 2.124 mgd Min Flow: 0.404 mgd | Site 6 - 15
419
SITE 6
Weekly Level, Velocity and Flow Hydrographs
2/20/2023 to 2/27/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.0

20.0 30.0

40.0 50.0

60.0 Mon Tue Wed Thu Fri Sat
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 4.50

5.00 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 13.17 in. Peak Level: 22.46 in. Min Level: 4.76 in.

Avg Velocity: 0.95 fps Peak Velocity: 1.87 fps Min Velocity: 0.36 fps Avg Flow: 0.923 mgd Peak Flow: 1.861 mgd Min Flow: 0.386 mgd | Site 6 - 16
420
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: Site 7
Location: Intersection of Lake washington Blvd and Jefferson Blvd.

Sanitary Sewer Flow Monitoring
Black & Veatch | West Sacramento, California
Vicinity Map: Site 7
Data Summary Report
January 06, 2023 - February 22, 2023
| Site 7 - 1
421
SITE 7
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: 645
Measured Pipe Diameter: 21 inches
ADWF: 0.253 mgd
Peak Measured Flow: 2.308 mgd
Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Intersection of Lake washington
Blvd and Jefferson Blvd.

Rim Elevation: 11 feet
Plan View
Coordinates: 121.5370° W, 38.5524° N
Expected Pipe Diameter: 21 inches
Sediment: None
| Site 7 - 2
422
SITE 7
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.100.200.300.400.500.60
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.000.100.200.300.400.500.60
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.000.100.200.300.400.500.60
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 7.89 inchesAvg Daily Flow: 0.328 MGal Peak Daily Flow: 0.500 MGal Min Daily Flow: 0.219 MGal 423 | Site 7 - 3
SITE 7
Flow Summary: 1/6/2023 to 1/28/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.00
Jan 06
(Fri)
Jan 07
(Sat)
Jan 08
(Sun)
Jan 09
(Mon)
Jan 10
(Tue)
Jan 11
(Wed)
Jan 12
(Thu)
Jan 13
(Fri)
Jan 14
(Sat)
Jan 15
(Sun)
Jan 16
(Mon)
Jan 17
(Tue)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.00
Jan 18
(Wed)
Jan 19 (Thu) Jan 20 (Fri) Jan 21 (Sat) Jan 22 (Sun) Jan 23 (Mon)
Jan 24 (Tue) Jan 25
(Wed)
Jan 26 (Thu) Jan 27 (Fri) Jan 28 (Sat)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 6.82 inches Period Avg Flow: 0.355 mgd Period Peak Flow: 1.375 mgd Period Min Flow: -0.530 mgd 424 | Site 7 - 4
SITE 7
Flow Summary: 1/29/2023 to 2/22/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.501.001.502.002.503.00
Jan 29
(Sun)
Jan 30
(Mon)
Jan 31
(Tue)
Feb 01
(Wed)
Feb 02
(Thu)
Feb 03
(Fri)
Feb 04
(Sat)
Feb 05
(Sun)
Feb 06
(Mon)
Feb 07
(Tue)
Feb 08
(Wed)
Feb 09
(Thu)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.501.001.502.002.503.00
Feb 10
(Fri)
Feb 11
(Sat)
Feb 12
(Sun)
Feb 13
(Mon)
Feb 14
(Tue)
Feb 15
(Wed)
Feb 16
(Thu)
Feb 17
(Fri)
Feb 18
(Sat)
Feb 19
(Sun)
Feb 20
(Mon)
Feb 21
(Tue)
Feb 22
(Wed)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 0.58 inches Period Avg Flow: 0.299 mgd Period Peak Flow: 2.308 mgd Period Min Flow: -0.668 mgd 425 | Site 7 - 5
SITE 7
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.050.100.150.200.250.300.350.400.450.50
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.253 mgd
ADWF:
426 | Site 7 - 6
SITE 7
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Surcharged 33.7 inches over crown
Peak Measured Level: 54.7Peak d/D Ratio: 2.60Pipe Diameter: 21 inches inches
Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter
75% d/D
0 102030
4050607080
01/04
01/06
01/08
01/10
01/12
01/14
01/16
01/18
01/20
01/22
01/24
01/26
01/28
Level (in)
01/29
01/31
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | Site 7 - 7 427
SITE 7
Weekly Level, Velocity and Flow Hydrographs
1/2/2023 to 1/9/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.020.030.040.050.060.070.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.00.20.40.60.81.01.21.41.6 Vel oci ty (fps)
Vel

0.000.501.001.502.002.503.00
1/2 1/3 1/4 1/5 1/6 1/7 1/8
Flow (mgd)

0.00.20.40.60.81.01.2 Rain (in/hr)
Total Weekly Rainfall: 3.07 inches Rain Flow ADWF
Avg Level: 21.93 in. Peak Level: 32.70 in. Min Level: 10.87 in.

Avg Velocity: 0.24 fps Peak Velocity: 0.66 fps Min Velocity: -0.42 fps Avg Flow: 0.331 mgd Peak Flow: 0.832 mgd Min Flow: -0.342 mgd | Site 7 - 8
428
SITE 7
Weekly Level, Velocity and Flow Hydrographs
1/9/2023 to 1/16/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.020.030.040.050.060.070.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.00.20.40.60.81.01.21.41.6 Vel oci ty (fps)
Vel

0.000.501.001.502.002.503.00
1/9 1/10 1/11 1/12 1/13 1/14 1/15
Flow (mgd)

0.00.20.40.60.81.01.2 Rain (in/hr)
Total Weekly Rainfall: 5.11 inches Rain Flow ADWF
Avg Level: 22.62 in. Peak Level: 38.17 in. Min Level: 11.06 in.

Avg Velocity: 0.30 fps Peak Velocity: 0.89 fps Min Velocity: -0.40 fps Avg Flow: 0.421 mgd Peak Flow: 1.375 mgd Min Flow: -0.530 mgd | Site 7 - 9
429
SITE 7
Weekly Level, Velocity and Flow Hydrographs
1/16/2023 to 1/23/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.020.030.040.050.060.070.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.00.20.40.60.81.01.21.41.6 Vel oci ty (fps)
Vel

0.000.501.001.502.002.503.00
1/16 1/17 1/18 1/19 1/20 1/21 1/22
Flow (mgd)

0.00.20.40.60.81.01.2 Rain (in/hr)
Total Weekly Rainfall: 0.71 inches Rain Flow ADWF
Avg Level: 22.05 in. Peak Level: 31.48 in. Min Level: 11.52 in.

Avg Velocity: 0.27 fps Peak Velocity: 0.58 fps Min Velocity: -0.27 fps Avg Flow: 0.369 mgd Peak Flow: 0.840 mgd Min Flow: -0.350 mgd | Site 7 - 10
430
SITE 7
Weekly Level, Velocity and Flow Hydrographs
1/23/2023 to 1/30/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.020.030.040.050.060.070.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.00.20.40.60.81.01.21.41.6 Vel oci ty (fps)
Vel

0.000.501.001.502.002.503.00
1/23 1/24 1/25 1/26 1/27 1/28 1/29
Flow (mgd)

0.00.20.40.60.81.01.2 Rain (in/hr)
Total Weekly Rainfall: 0.07 inches Rain Flow ADWF
Avg Level: 23.18 in. Peak Level: 36.18 in. Min Level: 9.13 in.

Avg Velocity: 0.22 fps Peak Velocity: 0.57 fps Min Velocity: -0.36 fps Avg Flow: 0.300 mgd Peak Flow: 0.890 mgd Min Flow: -0.447 mgd | Site 7 - 11
431
SITE 7
Weekly Level, Velocity and Flow Hydrographs
1/30/2023 to 2/6/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.020.030.040.050.060.070.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.00.20.40.60.81.01.21.41.6 Vel oci ty (fps)
Vel

0.000.501.001.502.002.503.00
1/30 1/31 2/1 2/2 2/3 2/4 2/5
Flow (mgd)

0.00.20.40.60.81.01.2 Rain (in/hr)
Total Weekly Rainfall: 0.51 inches Rain Flow ADWF
Avg Level: 24.02 in. Peak Level: 54.66 in. Min Level: 9.25 in.

Avg Velocity: 0.25 fps Peak Velocity: 1.49 fps Min Velocity: -0.52 fps Avg Flow: 0.337 mgd Peak Flow: 2.308 mgd Min Flow: -0.668 mgd | Site 7 - 12
432
SITE 7
Weekly Level, Velocity and Flow Hydrographs
2/6/2023 to 2/13/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.020.030.040.050.060.070.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.00.20.40.60.81.01.21.41.6 Vel oci ty (fps)
Vel

0.000.501.001.502.002.503.00
2/6 2/7 2/8 2/9 2/10 2/11 2/12
Flow (mgd)

0.00.20.40.60.81.01.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 22.15 in. Peak Level: 44.83 in. Min Level: 8.29 in.

Avg Velocity: 0.22 fps Peak Velocity: 0.74 fps Min Velocity: -0.37 fps Avg Flow: 0.295 mgd Peak Flow: 1.150 mgd Min Flow: -0.510 mgd | Site 7 - 13
433
SITE 7
Weekly Level, Velocity and Flow Hydrographs
2/13/2023 to 2/20/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.020.030.040.050.060.070.0
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.00.20.40.60.81.01.21.41.6 Vel oci ty (fps)
Vel

0.000.501.001.502.002.503.00
2/13 2/14 2/15 2/16 2/17 2/18 2/19
Flow (mgd)

0.00.20.40.60.81.01.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 22.61 in. Peak Level: 31.96 in. Min Level: 11.38 in.

Avg Velocity: 0.19 fps Peak Velocity: 0.67 fps Min Velocity: -0.43 fps Avg Flow: 0.254 mgd Peak Flow: 0.976 mgd Min Flow: -0.506 mgd | Site 7 - 14
434
SITE 7
Weekly Level, Velocity and Flow Hydrographs
2/20/2023 to 2/27/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.0 10.020.030.040.050.060.070.0
Mon Tue Wed Thu Fri Sat
Level (i n)
Lev

0.00.20.40.60.81.01.21.41.6 Vel oci ty (fps)
Vel

0.000.501.001.502.002.503.00
2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)

0.00.20.40.60.81.01.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 22.48 in. Peak Level: 32.19 in. Min Level: 10.54 in.

Avg Velocity: 0.22 fps Peak Velocity: 0.62 fps Min Velocity: -0.34 fps Avg Flow: 0.297 mgd Peak Flow: 0.969 mgd Min Flow: -0.432 mgd | Site 7 - 15
435
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitoring Site: Site 8
Location: Grassy area of 2150 Stone Blvd, on the corder of Stone Blvd and Park Blvd
Sanitary Sewer Flow Monitoring
Black & Veatch | West Sacramento, California
Vicinity Map: Site 8
Data Summary Report
January 06, 2023 - February 22, 2023
| Site 8 - 1
436
SITE 8
Site Information
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information MH ID: 1178
Measured Pipe Diameter: 15 inches
ADWF: 0.255 mgd
Peak Measured Flow: 1.531 mgd
Flow Sketch
Satellite Map
Street View
Sanitary Map
Location: Grassy area of 2150 Stone
Blvd, on the corder of Stone
Blvd and Park Blvd
Rim Elevation: 19 feet
Plan View
Coordinates: 122.3214° W, 38.3348° N
Expected Pipe Diameter: 15 inches
Sediment: None
| Site 8 - 2
437
SITE 8
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Effluent Pipe
North East Upper Influent Pipe
| Site 8 - 3
438
SITE 8
Additional Site Photos
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Monitored East Influent Pipe
| Site 8 - 4
439
SITE 8
Period Flow Summary: Daily Flow Totals
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.050.100.150.200.250.300.350.400.450.50
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21
Flow (MGal)

0.00.51.01.52.02.53.03.54.04.55.0 Rainfall (in/day)
Realtime Holiday Rainfall ADWF

0.000.050.100.150.200.250.300.350.400.450.50
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekend

0.000.050.100.150.200.250.300.350.400.450.50
1/6
1/8
1/10
1/12
1/14
1/16
1/18
1/20
1/22
1/24
1/26
1/28
1/30
2/1
2/3
2/5
2/7
2/9
2/11
2/13
2/15
2/17
2/19
2/21

0.00.51.01.52.02.53.03.54.04.55.0 Realtime Weekday
Total Rainfall: 7.35 inchesAvg Daily Flow: 0.276 MGal Peak Daily Flow: 0.465 MGal Min Daily Flow: 0.227 MGal 440 | Site 8 - 5
SITE 8
Flow Summary: 1/6/2023 to 1/28/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.201.401.601.802.00
Jan 06
(Fri)
Jan 07
(Sat)
Jan 08
(Sun)
Jan 09
(Mon)
Jan 10
(Tue)
Jan 11
(Wed)
Jan 12
(Thu)
Jan 13
(Fri)
Jan 14
(Sat)
Jan 15
(Sun)
Jan 16
(Mon)
Jan 17
(Tue)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.200.400.600.801.001.201.401.601.802.00
Jan 18
(Wed)
Jan 19 (Thu) Jan 20 (Fri) Jan 21 (Sat) Jan 22 (Sun) Jan 23 (Mon)
Jan 24 (Tue) Jan 25
(Wed)
Jan 26 (Thu) Jan 27 (Fri) Jan 28 (Sat)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 6.69 inches Period Avg Flow: 0.290 mgd Period Peak Flow: 1.531 mgd Period Min Flow: 0.101 mgd 441 | Site 8 - 6
SITE 8
Flow Summary: 1/29/2023 to 2/22/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.200.400.600.801.001.201.401.601.802.00
Jan 29
(Sun)
Jan 30
(Mon)
Jan 31
(Tue)
Feb 01
(Wed)
Feb 02
(Thu)
Feb 03
(Fri)
Feb 04
(Sat)
Feb 05
(Sun)
Feb 06
(Mon)
Feb 07
(Tue)
Feb 08
(Wed)
Feb 09
(Thu)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /h r)
Rain Flow ADWF

0.000.200.400.600.801.001.201.401.601.802.00
Feb 10
(Fri)
Feb 11
(Sat)
Feb 12
(Sun)
Feb 13
(Mon)
Feb 14
(Tue)
Feb 15
(Wed)
Feb 16
(Thu)
Feb 17
(Fri)
Feb 18
(Sat)
Feb 19
(Sun)
Feb 20
(Mon)
Feb 21
(Tue)
Feb 22
(Wed)
Flow ( mgd)

0.00.20.40.60.81.01.21.41.61.82.0 Rain fall ( in /hr)
Period Rainfall: 0.56 inches Period Avg Flow: 0.260 mgd Period Peak Flow: 0.464 mgd Period Min Flow: 0.073 mgd 442 | Site 8 - 7
SITE 8
Average Dry Weather Flow Hydrographs
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information

0.000.050.100.150.200.250.300.350.400.450.50
0:00
1:00
2:00
3:00
4:00
5:00
6:00
7:00
8:00
9:00
10:00
11:00
12:00
13:00
14:00
15:00
16:00
17:00
18:00
19:00
20:00
21:00
22:00
23:00
Flow (mgd)
Mon-Thurs Friday Saturday Sunday
Time of Day

0.255 mgd
ADWF:
443 | Site 8 - 8
SITE 8
Site Capacity and Surcharge Summary
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Surcharged 36.3 inches over crown
Peak Measured Level: 51.3Peak d/D Ratio: 3.42Pipe Diameter: 15 inches inches
Realtime Flow Levels with Rainfall Data over Peak Level Period Diameter
75% d/D
0 102030
40506070
01/04
01/06
01/08
01/10
01/12
01/14
01/16
01/18
01/20
01/22
01/24
01/26
01/28
Level (in)
01/29
01/31
02/02
02/04
02/06
02/08
02/10
02/12
02/14
02/16
02/18
02/20
02/22

0.00.20.40.60.81.01.21.41.61.82.02.22.42.62.83.0 Rain (in/hr) | Site 8 - 9 444
SITE 8
I/I Summary: Rain Event 1
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.50

1.00 1.50

2.00 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
Rainfall: 3.13 inches
Rain Event 1

0.00 0.10

0.20 0.30

0.40 0.50

0.60 01/0601/0701/0801/0901/1001/1101/1201/1301/14
Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.9

1.0 1.1

1.2 1.3

1.4 1.5
Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 1 Detail Graph
Storm Event I/I Analysis (Rain = 3.13 inches)

0.517

6.73 Peak Flow:

PF:

Peak Level:
mgd
in

2.03 d/D Ratio: 0.45
Capacity
Peak I/I Rate: 0.410 mgd
Inflow / Infiltration
Total I/I: 736,000 gallons
| Site 8 - 10
445
SITE 8
I/I Summary: Rain Event 2
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.50

1.00 1.50

2.00 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
Rainfall: 3.54 inches
Rain Event 2

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80
01/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 2 Detail Graph
Storm Event I/I Analysis (Rain = 3.54 inches)

1.531

51.25 Peak Flow:

PF:

Peak Level:
mgd
in

6.01 d/D Ratio: 3.42
Capacity
Peak I/I Rate: 1.133 mgd
Inflow / Infiltration
Total I/I: 425,000 gallons
| Site 8 - 11
446
SITE 8
I/I Summary: Rain Event 3
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information Baseline and Realtime Flows with Rainfall Data over Monitoring Period

0.00 0.50

1.00 1.50

2.00 01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
Rainfall: 6.73 inches
Rain Event 3

0.00 0.20

0.40 0.60

0.80 1.00

1.20 1.40

1.60 1.80
01/0601/0701/0801/0901/1001/1101/1201/1301/1401/1501/1601/1701/1801/1901/2001/2101/2201/2301/2401/2501/2601/2701/2801/2901/3001/3102/0102/0202/0302/0402/0502/06 Flow (mgd)

0.0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 Rain (in/hr)
I/I Flow Baseline Realtime IIFlowChart Rainfall
Rain Event 3 Detail Graph
Storm Event I/I Analysis (Rain = 6.73 inches)

1.53 51.25
Peak Flow:

PF:

Peak Level:
mgd
in

6.01 d/D Ratio: 3.42
Capacity
Peak I/I Rate: 1.17 mgd
Inflow / Infiltration
Total I/I: 1,211,000 gallons
| Site 8 - 12
447
SITE 8
Weekly Level, Velocity and Flow Hydrographs
1/2/2023 to 1/9/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 70
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 1/2 1/3 1/4 1/5 1/6 1/7 1/8
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 3.11 inches Rain Flow ADWF
Avg Level: 5.11 in. Peak Level: 6.66 in. Min Level: 3.78 in.

Avg Velocity: 1.24 fps Peak Velocity: 1.63 fps Min Velocity: 0.88 fps Avg Flow: 0.276 mgd Peak Flow: 0.517 mgd Min Flow: 0.118 mgd | Site 8 - 13
448
SITE 8
Weekly Level, Velocity and Flow Hydrographs
1/9/2023 to 1/16/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 70
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 1/9 1/10 1/11 1/12 1/13 1/14 1/15
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 5.00 inches Rain Flow ADWF
Avg Level: 6.51 in. Peak Level: 51.25 in. Min Level: 4.32 in.

Avg Velocity: 1.22 fps Peak Velocity: 2.01 fps Min Velocity: 0.69 fps Avg Flow: 0.334 mgd Peak Flow: 1.531 mgd Min Flow: 0.119 mgd | Site 8 - 14
449
SITE 8
Weekly Level, Velocity and Flow Hydrographs
1/16/2023 to 1/23/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 70
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 1/16 1/17 1/18 1/19 1/20 1/21 1/22
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.71 inches Rain Flow ADWF
Avg Level: 5.58 in. Peak Level: 6.96 in. Min Level: 4.22 in.

Avg Velocity: 1.07 fps Peak Velocity: 1.48 fps Min Velocity: 0.63 fps Avg Flow: 0.274 mgd Peak Flow: 0.500 mgd Min Flow: 0.101 mgd | Site 8 - 15
450
SITE 8
Weekly Level, Velocity and Flow Hydrographs
1/23/2023 to 1/30/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 70
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 1/23 1/24 1/25 1/26 1/27 1/28 1/29
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.06 inches Rain Flow ADWF
Avg Level: 5.42 in. Peak Level: 6.59 in. Min Level: 3.89 in.

Avg Velocity: 1.11 fps Peak Velocity: 1.50 fps Min Velocity: 0.66 fps Avg Flow: 0.271 mgd Peak Flow: 0.454 mgd Min Flow: 0.097 mgd | Site 8 - 16
451
SITE 8
Weekly Level, Velocity and Flow Hydrographs
1/30/2023 to 2/6/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 70
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 1/30 1/31 2/1 2/2 2/3 2/4 2/5
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Total Weekly Rainfall: 0.50 inches Rain Flow ADWF
Avg Level: 5.41 in. Peak Level: 6.65 in. Min Level: 3.91 in.

Avg Velocity: 1.09 fps Peak Velocity: 1.48 fps Min Velocity: 0.57 fps Avg Flow: 0.265 mgd Peak Flow: 0.456 mgd Min Flow: 0.081 mgd | Site 8 - 17
452
SITE 8
Weekly Level, Velocity and Flow Hydrographs
2/6/2023 to 2/13/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 70
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 2/6 2/7 2/8 2/9 2/10 2/11 2/12
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 5.29 in. Peak Level: 6.70 in. Min Level: 3.66 in.

Avg Velocity: 1.10 fps Peak Velocity: 1.49 fps Min Velocity: 0.53 fps Avg Flow: 0.259 mgd Peak Flow: 0.464 mgd Min Flow: 0.073 mgd | Site 8 - 18
453
SITE 8
Weekly Level, Velocity and Flow Hydrographs
2/13/2023 to 2/20/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 70
Mon Tue Wed Thu Fri Sat Sun
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 2/13 2/14 2/15 2/16 2/17 2/18 2/19
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 5.29 in. Peak Level: 6.66 in. Min Level: 3.86 in.

Avg Velocity: 1.10 fps Peak Velocity: 1.51 fps Min Velocity: 0.60 fps Avg Flow: 0.258 mgd Peak Flow: 0.454 mgd Min Flow: 0.087 mgd | Site 8 - 19
454
SITE 8
Weekly Level, Velocity and Flow Hydrographs
2/20/2023 to 2/27/2023
Appendix A
Flow Monitoring Site Reports: Data, Graphs, Information 0 10
20 30
40 50
60 70
Mon Tue Wed Thu Fri Sat
Level (i n)
Lev

0.0 0.5

1.0 1.5

2.0 2.5
Vel oci ty (fps)
Vel

0.0 0.2

0.4 0.6

0.8 1.0

1.2 1.4

1.6 1.8

2.0 2/20 2/21 2/22 2/23 2/24 2/25
Flow (mgd)

0.0 0.2

0.4 0.6

0.8 1.0

1.2 Rain (in/hr)
Rain Flow ADWF
Avg Level: 5.31 in. Peak Level: 6.39 in. Min Level: 3.89 in.

Avg Velocity: 1.08 fps Peak Velocity: 1.48 fps Min Velocity: 0.59 fps Avg Flow: 0.254 mgd Peak Flow: 0.421 mgd Min Flow: 0.090 mgd | Site 8 - 20
455
City of West Sacramento | 2023 Sanitary Sewer Master Plan Update BLACK & VEATCH | Wet Weather Calibration Plots B-1
Appendix B. Wet Weather Calibration Plots
456
Rainfall
Depth (in)
Rain
Observed
...tions CalibrationStorm
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

3.062 0.928 0.032

0.158 1.639 2.042

0.272 1.685 2.314
Wet Weather Calibration (Observed vs Predicted)
Observed / Predicted Report Produced by Kaw113253 (10/3/2024 8:56:24 AM) Page 1 of 8 Flow Survey Location (Obs.) Site 1, Model Location (Pred.) D/S WY_MHID0090.1, Rainfall Profile: 1

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
00:00
1/13/2023
06:00 12:00 18:00 00:00
1/14/2023
06:00 12:00 18:00 00:00
1/15/2023
06:00 12:00 18:00 00:00
1/16/2023
06:00 12:00 18:00 00:00
1/17/2023
457
Rainfall
Depth (in)
Rain
Observed
...tions CalibrationStorm
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

3.062 0.928 0.032

0.185 1.019 1.294

0.223 1.057 1.788
Wet Weather Calibration (Observed vs Predicted)
Observed / Predicted Report Produced by Kaw113253 (10/3/2024 8:56:24 AM) Page 2 of 8 Flow Survey Location (Obs.) Site 2, Model Location (Pred.) D/S WY_MHID0286.1, Rainfall Profile: 1

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.00 0.50

1.00 1.50
Flow (MGD)
00:00
1/13/2023
06:00 12:00 18:00 00:00
1/14/2023
06:00 12:00 18:00 00:00
1/15/2023
06:00 12:00 18:00 00:00
1/16/2023
06:00 12:00 18:00 00:00
1/17/2023
458
Rainfall
Depth (in)
Rain
Observed
...tions CalibrationStorm
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

3.062 0.928 0.032

0.233 2.670 3.169

0.468 2.728 4.331
Wet Weather Calibration (Observed vs Predicted)
Observed / Predicted Report Produced by Kaw113253 (10/3/2024 8:56:24 AM) Page 3 of 8 Flow Survey Location (Obs.) Site 3, Model Location (Pred.) D/S WY_MHID0217.1, Rainfall Profile: 1

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0
Flow (MGD)
00:00
1/13/2023
06:00 12:00 18:00 00:00
1/14/2023
06:00 12:00 18:00 00:00
1/15/2023
06:00 12:00 18:00 00:00
1/16/2023
06:00 12:00 18:00 00:00
1/17/2023
459
Rainfall
Depth (in)
Rain
Observed
...tions CalibrationStorm
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

3.062 0.928 0.032

0.074 2.835 1.315

0.066 2.356 1.967
Wet Weather Calibration (Observed vs Predicted)
Observed / Predicted Report Produced by Kaw113253 (10/3/2024 8:56:24 AM) Page 4 of 8 Flow Survey Location (Obs.) Site 4, Model Location (Pred.) D/S WY_MHID0156.1, Rainfall Profile: 1

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0
Flow (MGD)
00:00
1/13/2023
06:00 12:00 18:00 00:00
1/14/2023
06:00 12:00 18:00 00:00
1/15/2023
06:00 12:00 18:00 00:00
1/16/2023
06:00 12:00 18:00 00:00
1/17/2023
460
Rainfall
Depth (in)
Rain
Observed
...tions CalibrationStorm
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

3.062 0.928 0.032

0.041 0.593 1.220

0.025 3.214 1.879
Wet Weather Calibration (Observed vs Predicted)
Observed / Predicted Report Produced by Kaw113253 (10/3/2024 8:56:24 AM) Page 5 of 8 Flow Survey Location (Obs.) Site 5, Model Location (Pred.) D/S 8376.1, Rainfall Profile: 1

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)

0.0 1.0

2.0 3.0

4.0 Flow (MGD)
00:00
1/13/2023
06:00 12:00 18:00 00:00
1/14/2023
06:00 12:00 18:00 00:00
1/15/2023
06:00 12:00 18:00 00:00
1/16/2023
06:00 12:00 18:00 00:00
1/17/2023
461
Rainfall
Depth (in)
Rain
Observed
...tions CalibrationStorm
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

3.062 0.928 0.032

0.662 4.372 7.466
-0.593 4.578 7.548
Wet Weather Calibration (Observed vs Predicted)
Observed / Predicted Report Produced by Kaw113253 (10/3/2024 8:56:24 AM) Page 6 of 8 Flow Survey Location (Obs.) Site 6, Model Location (Pred.) D/S 97.1, Rainfall Profile: 1

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)
-2.0

0.0 2.0

4.0 6.0
Flow (MGD)
00:00
1/13/2023
06:00 12:00 18:00 00:00
1/14/2023
06:00 12:00 18:00 00:00
1/15/2023
06:00 12:00 18:00 00:00
1/16/2023
06:00 12:00 18:00 00:00
1/17/2023
462
Rainfall
Depth (in)
Rain
Observed
...tions CalibrationStorm
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

3.062 0.928 0.032
-0.442 1.375 1.773
-0.776 1.615 2.266
Wet Weather Calibration (Observed vs Predicted)
Observed / Predicted Report Produced by Kaw113253 (10/3/2024 8:56:24 AM) Page 7 of 8 Flow Survey Location (Obs.) Site 7, Model Location (Pred.) D/S 644.1, Rainfall Profile: 1

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)
-1.0

0.0 1.0

2.0 3.0
Flow (MGD)
00:00
1/13/2023
06:00 12:00 18:00 00:00
1/14/2023
06:00 12:00 18:00 00:00
1/15/2023
06:00 12:00 18:00 00:00
1/16/2023
06:00 12:00 18:00 00:00
1/17/2023
463
Rainfall
Depth (in)
Rain
Observed
...tions CalibrationStorm
Peak (in/hr) Average (in/hr)
Flow
Min (MGD) Max (MGD) Volume (US Mgal)

3.062 0.928 0.032

0.119 1.531 1.420
-0.041 1.794 1.607
Wet Weather Calibration (Observed vs Predicted)
Observed / Predicted Report Produced by Kaw113253 (10/3/2024 8:56:24 AM) Page 8 of 8 Flow Survey Location (Obs.) Site 8, Model Location (Pred.) D/S WY_MHID0309.1, Rainfall Profile: 1

0.00 0.20

0.40 0.60

0.80 1.00
Rainfall intensity (in/hr)
-0.50

0.00 0.50

1.00 1.50

2.00 Flow (MGD)
00:00
1/13/2023
06:00 12:00 18:00 00:00
1/14/2023
06:00 12:00 18:00 00:00
1/15/2023
06:00 12:00 18:00 00:00
1/16/2023
06:00 12:00 18:00 00:00
1/17/2023
464
City of West Sacramento | 2023 Sanitary Sewer Master Plan Update BLACK & VEATCH | Pump Station Condition Assessment Technical Memorandum C-1 Appendix C. Pump Station Condition Assessment Technical Memorandum
465
DRAFT

PUMP STATION CONDITION ASSESSMENT
Condition Assessment Technical Memorandum
B&V PROJECT NO. 413644
B&V FILE NO. 40.4000

PREPARED FOR
City of West Sacramento
13 JUNE 2024
©Black & Veatch Holding Company 2024. All rights reserved. 466
City of West Sacramento | Pump Station Condition Assessment

BLACK & VEATCH
Prepared by:

Signature Date
Austin Picano
Printed Name
Reviewed by:

Signature Date
Clinton McAdams
Printed Name
Professional
Engineer:

Signature Date
Printed Name
License No.

Approved by:

Signature Date
Printed Name
467
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Table of Contents i
Table of Contents

1.0 Introduction ............................................................................................................................1-1

2.0 Assessment Approach............................................................................................................2-1

2.1 Record Data Review ...............................................................................................................2-1

2.2 Electronic Field Forms ...........................................................................................................2-1

2.3 Condition Scoring Approach .................................................................................................2-1

3.0 Record Review Results............................................................................................................3-1

4.0 Field Assessment ...................................................................................................................4-1

4.1 Allan Lift Station Field Assessment......................................................................................4-2

4.2 Bryte Pump Station Field Assessment .................................................................................4-7

4.3 Industrial Pump Station Field Assessment........................................................................4-11

4.4 Jefferson Pump Station Field Assessment .......................................................................4-15

4.5 South Pump Station Field Assessment..............................................................................4-19

4.6 Southport Pump Station Field Assessment .......................................................................4-23

5.0 Results Discussion & Conclusions ..........................................................................................5-1

6.0 Recommendations..................................................................................................................6-1 Appendix A. Asset Inventory..........................................................................................................A-1 Appendix B. Risk Assessment Scoring Matrix ................................................................................B-1

LIST OF TABLES
Table 1-1 Pumping Facilities Assessed in March 2024 .......................................................................1-1 Table 2-1 District Provided Background Data.......................................................................................2-1 Table 2-2 Summarized Condition Score Matrix....................................................................................2-2 Table 4-1 Field Assessment Score Summary for All Pump Stations ..................................................4-2 Table 4-2 Field Assessment Score Summary for Allan Lift Station ....................................................4-3 Table 4-3 Field Assessment Score Summary for Bryte Pump Station................................................4-8 Table 4-4 Field Assessment Score Summary for Industrial Pump Station ......................................4-12 Table 4-5 Field Assessment Score Summary for Jefferson Pump Station......................................4-16 Table 4-6 Field Assessment Score Summary for South Pump Station ............................................4-20 Table 4-7 Field Assessment Score Summary for Southport Pump Station......................................4-24 Table 6-1 Recommendation Summary..................................................................................................6-2

LIST OF FIGURES
Figure 1-1 West Sacramento Stations Assessed ..................................................................................1-1 Figure 3-1 Total Number of Assets by Discipline ..................................................................................3-1 Figure 3-2 Total Number of Assets by Facility and Discipline ..............................................................3-1 Figure 4-1 Number of Assets by Likelihood of Failure Score and Facility or Discipline......................4-1 Figure 4-2 Aerial View of Allan Lift Station.............................................................................................4-3 468
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Table of Contents ii
Figure 4-3 Station Overview Allan Pump Station ...................................................................................4-4 Figure 4-4 Aerial View of Bryte Pump Station........................................................................................4-7 Figure 4-5 Station Overview Bryte Pump Station...................................................................................4-8 Figure 4-6 Aerial View of Industrial Pump Station...............................................................................4-11 Figure 4-7 Station Overview Industrial Pump Station..........................................................................4-12 Figure 4-8 Aerial View of Jefferson Pump Station ..............................................................................4-15 Figure 4-9 Station Overview Jefferson Pump Station .........................................................................4-16 Figure 4-10 Aerial View of South Pump Station.....................................................................................4-19 Figure 4-11 Station Overview South Pump Station................................................................................4-20 Figure 4-12 Aerial View of Southport Pump Station..............................................................................4-23 Figure 4-13 Station Overview Southport Pump Station.........................................................................4-24 Figure 5-1 Number of Assets by Likelihood of Failure Score................................................................5-1 Figure 5-2 Number of Assets by Likelihood of Failure Score and Discipline .......................................5-1

LIST OF PHOTOS
Photo 4-1 Civil – Minor Asphalt Cracking Within Perimeter Boundaries.............................................4-4 Photo 4-2 Structural – Wet Well Lining Failure......................................................................................4-4 Photo 4-3 Mechanical – Discharge Piping ............................................................................................4-5 Photo 4-4 Mechanical – Discharge Valves............................................................................................4-5 Photo 4-5 Electrical – Generator Panel..................................................................................................4-5 Photo 4-6 Electrical – Locked Onsite Cabinets.....................................................................................4-5 Photo 4-7 I&C – Ultrasonic Level Transducer; Top Side of Wet Well...................................................4-6 Photo 4-8 I&C – PLC Cabinet..................................................................................................................4-6 Photo 4-10 Civil – Wet Well and Upstream Manhole Access.................................................................4-9 Photo 4-11 Structural– Electrical Building...............................................................................................4-9 Photo 4-12 Structural– Damage to Interior Ceiling; Electrical Building .................................................4-9 Photo 4-13 Structural – Reinforcement Exposed; Bypass Vault............................................................4-9 Photo 4-14 Mechanical – Bypass Piping...............................................................................................4-10 Photo 4-15 Mechanical – Generator; Corrosion on Exhaust Stack......................................................4-10 Photo 4-16 Electrical – Separation; Electrical Conduit and Junction Box...........................................4-10 Photo 4-17 Civil – Chain-Link Fencing Cut Open...................................................................................4-13 Photo 4-18 Civil – Abandoned Surge Tank............................................................................................4-13 Photo 4-19 Structural – Wet Well General Conditions..........................................................................4-13 Photo 4-20 Structural – Dry Well General Conditions...........................................................................4-13 Photo 4-21 Structural – Electrical Building with Gantry Crane.............................................................4-14 Photo 4-22 Mechanical – Pump/Motor #3............................................................................................4-14 Photo 4-23 Mechanical – Wet Well Gate Stem .....................................................................................4-14 Photo 4-24 Mechanical – Discharge Header; General Condition.........................................................4-14 Photo 4-25 Civil – Control Building ........................................................................................................4-17 469
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Table of Contents iii
Photo 4-26 Civil – Gantry Crane ............................................................................................................4-17 Photo 4-27 Structural – Clogged Wet Well Influent Gate .....................................................................4-17 Photo 4-28 Structural – Dry Well General Conditions...........................................................................4-17 Photo 4-29 Structural – Discharge Gasket Cracking and Signs of Leakage.......................................4-18 Photo 4-30 Mechanical – Piping Paint Failure and Signs of Leakage.................................................4-18 Photo 4-31 Electrical – Motor Control Cabinets; VFDs.........................................................................4-18 Photo 4-32 I&C – Pressure Sensor and Flow Monitor; Discharge Header ..........................................4-18 Photo 4-33 Civil – General Site Conditions............................................................................................4-21 Photo 4-34 Structural – Wet Well...........................................................................................................4-21 Photo 4-35 Mechanical – Plug Valve Inoperable; Pump #2 .................................................................4-21 Photo 4-36 Mechanical – Typical Pump Conditions; Pump #1 ...........................................................4-21 Photo 4-37 Mechanical – Sump Pump..................................................................................................4-22 Photo 4-38 Electrical – Motor Control Center .......................................................................................4-22 Photo 4-39 I&C – Inoperable Gas Monitor System ...............................................................................4-22 Photo 4-40 I&C – Interior of PLC Cabinet ..............................................................................................4-22 Photo 4-41 Civil– Organic Odor Control Blower....................................................................................4-25 Photo 4-42 Civil – Crack in Asphalt........................................................................................................4-25 Photo 4-43 Structural– TLock on Wet Well ...........................................................................................4-25 Photo 4-44 Structural – Paint Failure and Signs of Leakage in Dry Well and Suction Piping ............4-25 Photo 4-45 Mechanical– Paint Failure; Suction Piping ........................................................................4-26 Photo 4-46 Mechanical – Bypass Piping Air Valve ...............................................................................4-26 Photo 4-47 Mechanical– Generator.......................................................................................................4-26 Photo 4-48 I&C– Inoperable Flow Monitor ............................................................................................4-26 470
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Introduction 1-1

1.0 Introduction
The City of West Sacramento (City) took the necessary and responsible steps to further develop its asset management program. Intending to optimize management of assets that support wastewater pumping operations, Black & Veatch (BV) was retained by City to conduct a condition assessment on six wastewater pumping facilities. A list of facilities included in the condition assessment are shown in Figure 1-1 and Table 1-1 below.

Figure 1-1 West Sacramento Stations Assessed
Table 1-1 Pumping Facilities Assessed in March 2024
Pumping Facilities Year Constructed No. of Pumps
Existing
Capacity Generator Onsite Assets
Allan Lift Station 1990, remodeled
2008
2 (15 HP) 600 gpm Portable hookup -
Bryte Pump Station 1984, remodeled
2008
3 (200 HP) 5,100 gpm Onsite Bypass piping
Industrial Pump
Station
1974, remodeled
2008
3 (50 HP) 2,289 gpm Portable hookup Surge tank
Odor Scrubber
Jefferson Pump
Station
1988, remodeled
2008
3 (100 HP) 5,850 gpm Onsite Surge tank
Odor Scrubber
471
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Introduction 1-2
South Pump Station 1948, remodeled
2008
3 (15 HP) 1,146 gpm Portable hookup -
Southport Pump
Station
1972, remodeled
2008
4 (50 HP) 9,689 gpm Onsite Surge tank
Organic Odor
Control
Prior to deployment BV created an asset registry which identified the structural, architectural, electrical, process mechanical, building mechanical, and instrumentation and control (I&C) assets to be assessed.

Prior to a field assessment, BV analyzed the asset registry and other District-provided data to understand asset background. BV developed a condition scoring approach to use during the field assessment of the assets, applying defendable scores through a consistent process.

Field work was conducted by BV condition assessment and asset management professionals March 26, 2024 & March 27, 2024. Field data was collected using ESRI® Survey123, a custom cloud-based electronic field form. Each asset was scored using a 1 to 5 scale based on its visual, physical condition.

Additionally, the field team assessed the performance condition of each asset by interviewing City staff during the site visit regarding asset reliability, operability, and obsolescence. Following field work, BV subject matter experts correlated desktop and field data to assign final physical and performance condition scores for each asset.

Recommendations include high-level alternatives, implementation timing, and high-level opinions of probable cost.
472
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Assessment Approach 2-1

2.0 Assessment Approach
This section discusses the approach used to review the background data, create the electronic field forms, and complete the condition scoring of the pump station assets. Summaries of the findings are discussed in Section 4.0 and 5.0 of this report.

2.1 Record Data Review
The City provided facility background data for BV to analyze prior to a field assessment. Table 2-1 highlights data provided for each pump station and for the overall system.

Table 2-1 District Provided Background Data
Pump Station and Lift Station Background Data
 Drawings
 2017 SSMP CIP Recommendation
Completing a thorough background data review aided the condition assessment by evaluating the feasibility of determining a baseline condition and verifying condition scores assigned during the field assessment. The full asset inventory for all six (6) assessed Stations is presented in Appendix A.

2.2 Electronic Field Forms
The Survey123 application was used to collect conditions on individual assets, including:
 General asset information (process, asset class, description, location)  Visual condition observations
 Photographs (up to four)
 Performance notes

2.3 Condition Scoring Approach
The City provided their previous 2017 Condition Assessment recommendations to BV prior to the site visit. Referencing this document, BV developed a condition score of 1 to 5 based on the degree of replacement, summarized in Table 2-2. The new matrix incorporates asset disciplines (site/civil, structural, mechanical, electrical, I&C), condition categories (physical, performance) and provides additional details to aid in scoring asset condition. The complete condition score matrix is presented in Appendix B.

The likelihood of failure (LOF) score was assigned based on the maximum condition score (physical, performance) for each asset to ensure LOF scores reflect the worst-case condition. Using the maximum condition score decouples the two scores to prevent underperforming or physically failed assets from being overlooked.
473
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Assessment Approach 2-2
Table 2-2 Summarized Condition Score Matrix
Observed
Condition
Score Description
Useful Life
Consumed
Level of Maintenance
Currently Required
Improvements
Implementation
Timeframe
1 Like New Condition < 5%
Normal Preventative /
Predictive Maintenance 20-30 years
2 Minor Defects Only
(some wear) 5% - 20%
Normal Preventative /
Predictive Maintenance /
Minor Corrective Maintenance
15-20 years
3 Moderate
Deterioration
21% - 50%
Normal Preventative /
Predictive Maintenance /
Major Corrective Maintenance
10-15 years
4 Significant
Deterioration
50% - 75% Rehabilitate, if Possible 5-10 years
5 Virtually
Unserviceable/Failure
Concern
> 75% Consider Replacement 0-5 years
The condition score matrix was referenced to assign condition scores for the field assessment presented in Section 3.0.
474
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Record Review Results 3-1

3.0 Record Review Results
Existing asset inventories were created by the BV for all facilities. BV added assets to the inventories based on record drawing review and field staff input. The total number of assets for all six assessed stations was 319 assets, as shown in Figure 3-1 and Figure 3-2.

Figure 3-1 Total Number of Assets by Discipline
Figure 3-2 Total Number of Assets by Facility and Discipline The full asset inventory for all six (6) assessed Stations is presented in Appendix A. 73 33
144
40 16
0 20
40 60
80 100
120
140
160
Electrical and PowerInstrumentation / Control Mechanical System Site / Civil Structural / Architectural 13 12
13 12
14 19
5 5
5 5
5 8
11 23
23 28
28 31
3 7
7 10
12 10
2 2
5 4
3 3
0 10 20 30 40 50 60 70 80
Allan Lift Station
South Pump Station
Bryte Pump Station
Jefferson Pump Station
Industrial Pump Station
Southport Pump Station
475
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-1

4.0 Field Assessment
6On March 23, 2024 & March 24, 2024, BV visited the six (6) pump stations and assessed the condition of each asset with support from City staff. Likelihood of failure score summaries are presented in Figure 4-1. At a facility level, 36 out of the 319 total assets, or approximately 11 percent of the facilities were assigned a condition score 4 or 5, as seen in the red color at the right side of the chart in Figure 4-1.

Assets were primarily assigned a condition score 2 or 3, or were midway through their lifecycle.

Figure 4-1 Number of Assets by Likelihood of Failure Score and Facility or Discipline Table 4-1 presents a statistical summary of the condition scores and LOF scores assigned for each asset discipline. Of the 319 total assets, the minimum condition score was 1.0, the average physical condition 3 9
12 12
14 8
14 10
34 36
40 47
44 3
1 1
2 4
3 4
4 4
5 5
Allan Lift Station
South Pump Station
Bryte Pump Station
Jefferson Pump Station
Industrial Pump Station
Southport Pump Station
0 10 20 30 40 50 60 70 80
1 2
3 4
5 476
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-2
score was 2.9 and the average performance condition score was 2.9, and the maximum condition score was 5.0.

Table 4-1 Field Assessment Score Summary for All Pump Stations Discipline Electrical I&C
Mecha
nical Site Structural Overall
Asset Count 73 33 144 50 19 319
Average
Performance
Score

2.5 2.8 3.0 3.5 2.6 2.9
Average Physical
Score

2.6 2.8 3.0 3.2 2.8 2.9
Minimum LOF
Score
1 2 1 2 2 1
Average LOF
Score

2.6 2.8 3.0 3.5 2.9 3.0
Maximum LOF
Score
5 5 5 5 5 5
The following subsections present a summary of the condition scores and LOF scores by each facility.

4.1 Allan Lift Station Field Assessment
Allan Street Lift Station is a gravity sewer system that feeds the Southport Pump Station located in West Sacramento at the end of Allen Ave. Built in 1990, the pump station has a design capacity of 600 gallons per minute (GPM) via two 4-inch 5 horsepower (hp) submersible Flygt pumps. The lift station was initially fitted with a bubbler level controller but has since been replaced with an ultrasonic level transducer. The bubbler compressor and housing remain onsite but is not utilized. There is no emergency generator onsite, but a portable generator hookup is within the lift station fence boundaries. The asset inventory for the Allan Street Lift Station is presented in Appendix A.

Table 4-2 presents a statistical summary of the condition scores and LOF scores assigned for each asset discipline at the Cajalco Pump Station. Of the 26 total assets, the minimum condition score was 1.0, the average physical condition score was 4.4 and the average performance condition score was 4.4, and the maximum condition score was 6.0. The LOF score was assigned based on the maximum condition score for each asset, resulting in a minimum LOF score of 1.0, an average of 4.4, and a maximum of 6.0. 477
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-3
Figure 4-2 Aerial View of Allan Lift Station
Table 4-2 Field Assessment Score Summary for Allan Lift Station Discipline Electrical I&C Mechanical Site Structural Overall Asset Count 3 5 11 4 2 25
Average
Performance
Score
3 2.7 2.6 2.8 3.8 4.0
Average
Physical
Score

2.9 2.7 2.6 2.8 3.5 3.0
Minimum
LOF Score
2 2 2 2 3 3
Average LOF
Score
3 3 3 3 4 4
Maximum
LOF Score
5 3 5 4 5 5
478
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-4
Figure 4-3 Station Overview Allan Pump Station
The following photographs provide a representation of the asset condition observed during the field assessment.

Photo 4-1 Civil – Minor Asphalt Cracking Within
Perimeter Boundaries
Photo 4-2 Structural – Wet Well Lining
Failure
479
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-5
Photo 4-3 Mechanical – Buildup on Discharge Piping Photo 4-4 Mechanical – Discharge Valves; Limited Access
Photo 4-5 Electrical – Generator Panel; New Instal Photo 4-6 Electrical – Locked Onsite Cabinets
480
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-6
Photo 4-7 I&C – Ultrasonic Level Transducer; Top
Side of Wet Well
Photo 4-8 I&C – PLC Cabinet
481
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-7

4.2 Bryte Pump Station Field Assessment
Bryte Pump Station is a wastewater pump station located in West Sacramento at the end of Citrus Street.

Built in 1984 and expanded in 2008, the pump station has a design capacity of 5,100 gallons per minute (GPM) via three 200 horsepower (hp) centrifugal Smith & Loveless pumps. The lift station utilizes a bubbler level controller which had a compressor replacement in 2018. The site has the capabilities to bypass the wet well via isolation valves and a bypass connect on the east side of the station. There is a functioning emergency generator onsite. Entry was not made into the Bryte Pump Station dry well due to elevator issues. Scoring for assets in the dry well were extrapolated from the other pump stations observed during the deployment. The asset inventory for the Bryte Pump Station is presented in Appendix A.

Table 4-3 presents a statistical summary of the condition scores and LOF scores assigned for each asset discipline at the Elderidge Pump Station. Of the 35 total assets, the minimum condition score was 2.0, the average physical condition score was 4.0 and the average performance condition score was 3.6, and the maximum condition score was 6.0. The LOF score was assigned based on the maximum condition score for each asset, resulting in a minimum LOF score of 2.0, an average of 4.0, and a maximum of 5.0.

Figure 4-4 Aerial View of Bryte Pump Station
482
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-8
Table 4-3 Field Assessment Score Summary for Bryte Pump Station Discipline Electrical I&C Mechanical Site Structural Overall Asset Count 13 5 23 7 5 53
Average
Performance
Score

2.3 3.0 3.0 3.5 2.5 2.8
Average
Physical
Score

2.4 3.0 2.5 3.2 3.0 2.8
Minimum
LOF Score
2 2 2 2 3 2
Average LOF
Score
2 3 3 4 3 3
Maximum
LOF Score
4 5 5 5 3 5
The following photographs provide a representation of the asset condition observed during the field assessment.

Figure 4-5 Station Overview Bryte Pump Station
483
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-9
Photo 4-9 Civil – Wet Well and Upstream Manhole
Access
Photo 4-10 Structural– Electrical Building
Photo 4-11 Structural– Damage to Interior Ceiling;
Electrical Building
Photo 4-12 Structural – Reinforcement
Exposed; Bypass Vault
484
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-10
Photo 4-13 Mechanical – Bypass Piping; Minor Rust Photo 4-14 Mechanical – Generator; Corrosion on Exhaust Stack
Photo 4-15 Electrical – Separation; Electrical Conduit
and Junction Box
485
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-11

4.3 Industrial Pump Station Field Assessment
Industrial Pump Station is a wastewater pump station located in West Sacramento on Industrial Ave east of Enterprise Blvd. Built in 1974 and expanded in 2008, the pump station has a design capacity of 2,289 gallons per minute (GPM) via three 50 horsepower (hp) centrifugal Smith & Loveless pumps. The lift station utilizes a bubbler level controller which had a compressor replacement in 2020. The site has both an abandoned surge tank and odor control scrubber within the perimeter fencing. There is no emergency generator onsite, but a portable generator hookup is within the lift station fence boundaries. An overhead gantry crane is onsite adjacent to the electrical room. The asset inventory for the Industrial Pump Station is presented in Appendix A.

Table 4-4 presents a statistical summary of the condition scores and LOF scores assigned for each asset discipline at the Rolling Meadows Pump Station. Of the 34 total assets, the minimum condition score was

1.0, the average physical condition score was 2.8 and the average performance condition score was 2.6, and the maximum condition score was 5.0. The LOF score was assigned based on the maximum condition score for each asset, resulting in a minimum LOF score of 1.0, an average of 2.8, and a maximum of 5.0.

Figure 4-6 Aerial View of Industrial Pump Station
486
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-12
Table 4-4 Field Assessment Score Summary for Industrial Pump Station Discipline Electrical I&C Mechanical Site Structural Overall Asset Count 14 5 28 12 3 62
Average
Performance
Score

2.8 2.6 3.0 3.6 2.3 3.0
Average
Physical
Score

2.7 2.6 3.1 3.3 2.7 3.0
Minimum
LOF Score
2 2 2 3 2 2
Average LOF
Score
3 3 3 4 3 3
Maximum
LOF Score
5 3 5 5 3 5
The following photographs provide a representation of the asset condition observed during the field assessment.

Figure 4-7 Station Overview Industrial Pump Station
487
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-13
Photo 4-16 Civil – Chain-Link Fencing Cut
Open
Photo 4-17 Civil – Abandoned Surge Tank
Photo 4-18 Structural – Wet Well General
Conditions
Photo 4-19 Structural – Dry Well General Conditions
488
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-14
Photo 4-20 Structural – Electrical
Building with Gantry Crane
Photo 4-21 Mechanical – Pump/Motor #3; Good
Condition
Photo 4-22 Mechanical – Wet Well Gate
Stem; Good Condition
Photo 4-23 Mechanical – Discharge Header; General
Condition
489
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-15

4.4 Jefferson Pump Station Field Assessment
Jefferson Pump Station is a wastewater pump station located in West Sacramento on Jefferson Blvd north of West Capitol Ave. Built in 1988 and expanded in 2008, the pump station has a design capacity of 5,850 gallons per minute (GPM) via three 100 horsepower (hp) centrifugal Smith & Loveless pumps. The lift station utilizes a bubbler level controller. The site has both an abandoned surge tank and components of an odor control scrubber within the perimeter fencing. There is a functioning emergency generator onsite. An overhead gantry crane is onsite adjacent to the electrical room. The asset inventory for the Jefferson Pump Station is presented in Appendix A.

Table 4-5 presents a statistical summary of the condition scores and LOF scores assigned for each asset discipline at the Lake Hills 1550 Pump Station. Of the 21 total assets, the minimum condition score was

5.0, the average physical condition score was 5.0 and the average performance condition score was 5.0, and the maximum condition score was 5.0. The LOF score was assigned based on the maximum condition score for each asset, resulting in a minimum LOF score of 5.0, an average of 5.0, and a maximum of 5.0.

Figure 4-8 Aerial View of Jefferson Pump Station
490
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-16
Table 4-5 Field Assessment Score Summary for Jefferson Pump Station Discipline Electrical I&C Mechanical Site Structural Overall Asset Count 12 5 28 10 4 59
Average
Performance
Score

2.5 2.8 3.0 3.3 2.3 2.9
Average
Physical
Score

2.5 2.8 3.0 3.0 2.5 2.9
Minimum
LOF Score
2 2 2 2 2 2
Average LOF
Score
3 3 3 3 3 3
Maximum
LOF Score
3 3 5 5 3 5
Figure 4-9 Station Overview Jefferson Pump Station
491
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-17
The following photographs provide a representation of the asset condition observed during the field assessment.

Photo 4-24 Civil – Control Building Photo 4-25 Civil – Gantry Crane in Control Building Photo 4-26 Structural – Clogged Wet Well
Influent Gate
Photo 4-27 Structural – Dry Well General Conditions
492
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-18
Photo 4-28 Structural – Discharge Gasket
Cracking and Signs of
Leakage
Photo 4-29 Mechanical – Piping Paint Failure and
Signs of Leakage
Photo 4-30 Electrical – Motor Control
Cabinets; VFDs
Photo 4-31 I&C – Pressure Sensor and Flow Monitor;
Discharge Header
493
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-19

4.5 South Pump Station Field Assessment
South Pump Station is a wastewater pump station located in West Sacramento on Jefferson Blvd north of West Capitol Ave. Built in 1948 and expanded in 2008, the pump station has a design capacity of 1,146 gallons per minute (GPM) via three 15 horsepower (hp) centrifugal Smith & Loveless pumps. The lift station utilizes a bubbler level controller. There is no emergency generator onsite, but a portable generator hookup is within the lift station fence boundaries. The asset inventory for the South Pump Station is presented in Appendix A.

Table 4-6 presents a statistical summary of the condition scores and LOF scores assigned for each asset discipline at the South Pump Station. Of the 38 total assets, the minimum condition score was 2.0, the average physical condition score was 3.3 and the average performance condition score was 3.2, and the maximum condition score was 5.0. The LOF score was assigned based on the maximum condition score for each asset, resulting in a minimum LOF score of 2.0, an average of 3.3, and a maximum of 5.0.

Figure 4-10 Aerial View of South Pump Station
494
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-20
Table 4-6 Field Assessment Score Summary for South Pump Station Discipline Electrical I&C Mechanical Site Structural Overall Asset Count 12 5 23 7 2 49
Average
Performance
Score

2.5 2.6 3.0 3.4 2.5 2.9
Average
Physical
Score

2.5 2.6 3.0 3.0 3.0 2.8
Minimum
LOF Score

2.0 2.0 2.0 2.0 3.0 2
Average LOF
Score

2.5 2.6 3.0 3.4 3.0 3
Maximum
LOF Score

3.0 3.0 5.0 5.0 3.0 5
495
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-21
Figure 4-11 Station Overview South Pump Station
The following photographs provide a representation of the asset condition observed during the field assessment.

Photo 4-32 Civil – General Site Conditions Photo 4-33 Structural – Wet Well General Conditions
Photo 4-34 Mechanical – Plug Valve Inoperable;
Pump #2
Photo 4-35 Mechanical – Typical Pump
Conditions; Pump #1
496
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-22
Photo 4-36 Mechanical – Sump Pump Photo 4-37 Electrical – Motor Control Center Photo 4-38 I&C – Inoperable Gas Monitor
System
Photo 4-39 I&C – Interior of PLC Cabinet; New
Compressor
497
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-23

4.6 Southport Pump Station Field Assessment
Southport Pump Station is a wastewater pump station located in West Sacramento on the corner of Jefferson Blvd and Lake Washington Blvd. Built in 1972 and expanded in 2008, the pump station has a design capacity of 12,918 gallons per minute (GPM) via three 50 horsepower (hp) centrifugal Smith & Loveless pumps. The lift station utilizes a bubbler level controller. The site has an abandoned surge tank within the perimeter fencing. There is a functioning emergency generator onsite, and the site utilizes an organic odor control system. The asset inventory for the Southport Pump Station is presented in Appendix A.

Table 4-7 presents a statistical summary of the condition scores and LOF scores assigned for each asset discipline at the Lake Hills 1945 Pump Station. Of the 31 total assets, the minimum condition score was

1.0, the average physical condition score was 3.1 and the average performance condition score was 3.1, and the maximum condition score was 6.0. The LOF score was assigned based on the maximum condition score for each asset, resulting in a minimum LOF score of 1.0, an average of 3.1, and a maximum of 6.0.

Figure 4-12 Aerial View of Southport Pump Station
498
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-24
Table 4-7 Field Assessment Score Summary for Southport Pump Station Discipline Electrical I&C Mechanical Site Structural Overall Asset Count 19 8 31 10 3 71
Average
Performance
Score

2.5 2.9 3.0 3.5 2.7 2.9
Average
Physical
Score

2.6 2.9 3.0 3.3 3.0 2.9
Minimum
LOF Score

1.0 2.0 1.0 2.0 3.0 1
Average LOF
Score

2.6 2.9 3.0 3.5 3.0 3
Maximum
LOF Score

4.0 5.0 5.0 5.0 3.0 5
The following photographs provide a representation of the asset condition observed during the field assessment.

Figure 4-13 Station Overview Southport Pump Station
499
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-25
Photo 4-40 Civil– Organic Odor Control Blower Photo 4-41 Civil – Crack in Asphalt Photo 4-42 Structural– TLock on Wet Well Photo 4-43 Structural – Paint Failure and Signs of Leakage in Dry Well and Suction
Piping
500
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Field Assessment 4-26
Photo 4-44 Mechanical– Paint Failure; Suction
Piping
Photo 4-45 Mechanical – New Bypass Piping Air
Valve
Photo 4-46 Mechanical– Generator; Loud when
runs & Blows Dark Smoke
Photo 4-47 I&C– Inoperable Flow Monitor
501
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Results Discussion & Conclusions 5-1

5.0 Results Discussion & Conclusions
Based on the desktop and field assessment, this section presents data interpretation and correlations along with conclusions.

1. Background data was available to assign desktop physical condition scores for 16 pumps.

Background data was not available for the majority of assets.

2. Figure 5-1 shows asset condition scores were primarily 2 and 3 formed a bell curve distribution, which may be attributed to operation and maintenance activities prolonging asset lifecycles.

Figure 5-1 Number of Assets by Likelihood of Failure Score

3. A total of 3 assets had an LOF score of 1 since they were installed within the last two years.

4. A total of 25 assets had a LOF score of 5 since they were inoperable or unrepairable. This included the 3 remaining surge tanks that City has indicated will be removed in the future and do not impact station operations.

Figure 5-2 Number of Assets by Likelihood of Failure Score and Discipline 3 69
186
11 25
0 20
40 60
80 100
120
140
160
180
200
1 2 3 4 5
0 20
40 60
80 100
120
Electrical and Power Instrumentation / ControlMechanical System Site / Civil Structural / Architectural 1 2
3 4
5 502
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Results Discussion & Conclusions 5-2

5. Figure 5-2 shows asset condition scores grouped by discipline with no clear evidence that one discipline is deteriorating faster than another. Though the electrical components did receive a higher favorable distribution than other disciplines, it should be noted that this was only a visual assessment and that further electrical testing should be performed to further evaluate electrical components.
503
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Recommendations 6-1

6.0 Recommendations
Recommendations are currently limited to physical and performance scores which are valuable in identifying the current condition of assets. Based on the results of this condition assessment, Black & Veatch recommends the high-level alternatives as well as opinions of probable construction costs presented in this section and summarized in Table 6-1.

Opinions of probable construction costs (OPCC) were prepared in accordance with Association for the Advancement of Cost Engineering International (AACEi) Class 5 accuracy, or plus 100% to minus 50% of actual cost. Accuracy range is defined per AACEi in Recommended Practice No. 17R, Cost Estimate Classification System, as an “indication of the degree to which the final cost outcome for a given project will vary from the estimated cost. Accuracy is traditionally expressed as a plus or minus percentage range around the point estimate after application of contingency, with a stated level of confidence that the actual cost outcome would fall within this range.” Accuracy is different from contingency, which is defined per AACEi Recommended Practice No. 10S, Cost Engineering Terminology, as “an amount added to an estimate to allow for items, conditions, or events for which the state, occurrence, or effect is uncertain and that experience shows will likely result, in aggregate, in additional costs.” Costs were based on information from estimating guides, asset specifications, and construction costs for similar pump stations designed by Black & Veatch. Factors included in the OPCC are summarized as follows:
 Direct costs included equipment, labor, materials, demolition, abatement, and bypass pumping or maintenance of plant operations (MOPO).
 10% allowance for General conditions (e.g., supervision, temporary facilities, temporary utilities, equipment rentals, permits, and submittals).
 12% allowance for Prime Contractor’s overhead and profit (OH&P).  2% allowance for start-up, training, and commissioning.  2.5% allowance for risk, liability, and insurance.
 2% allowance for bonds, such as performance and payment bonds.  40% estimate contingency to account for construction unknowns.  10% bid contingency for local market adjustments.
 Recommendation costs were shown in 2023 dollars (i.e., no escalation) since funding and exact implementation dates have not been determined by the CIP.

Costs only reflect a one-time investment and do not represent lifecycle costs. 504
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Recommendations 6-1
Table 6-1 Recommendation Summary
Facility Asset Name
No. of
Assets
High-Level
Recommendations
Opinion of
Probable
Cost
Implementat
ion Timing
per City Staff City Comments/Notes
Emergency Generator and
Automatic Transfer Switch
1 $45,000 0-2 years City intends to install small site
generator.

Wet Well 1 Repair Lining Within 0-
5 years
$92,000 2-5 years
Fencing 1 Replace Within 5-10
years
$18,000 2 years
Discharge Piping -1 1 Replace Within 5-10
years
$24,000 Inspect after
5 years
Discharge Piping -2 1 Replace Within 5-10
years
$24,000 Inspect after
5 years
Exterior Security Lighting 1 Replace Within 5-10
years
$18,000 2 years
Allan Lift
Station
Subtotal $221,000
Exterior Security Lighting 1 Replace Within 0-5
years
$18,000 0-1 year Station receives trespassers 3 to 4
times a month.

Fencing 1 Replace Within 5-10
years
$49,000 0-1 years Station receives trespassers 3 to 4
times a month.

Bryte Pump
Station
Subtotal $67,000
Motor Control Center 1 Replace Within 0-5
years
$261,000 0-3 years
Fencing 1 Replace Within 5-10
years
$33,000 0-1 years Station receives trespassers 2 times
a month.

Exterior Security Lighting 1 Replace Within 5-10
years
$18,000 0-1 years Station receives trespassers 2 times
a month.

Industrial
Pump Station
Subtotal $312,000
505
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Recommendations 6-2
Facility Asset Name
No. of
Assets
High-Level
Recommendations
Opinion of
Probable
Cost
Implementat
ion Timing
per City Staff City Comments/Notes
Fencing 1
Replace Within 5-10
years
$49,000 0-1 years Station experiences significant
amount of intrusion alarms and
requires constant O&M attention to
reset.

Exterior Security Lighting 1 Replace Within 5-10
years
$18,000 0-1 years Station receives trespassers 3 to 4
times a month.

Jefferson
Pump Station
Subtotal $67,000
D/S Isolation Valve -Pump #2 1 Replace Within 0-5
years
$12,000 0-1 years
Fencing 1 Replace Within 5-10
years
$18,000 In Progress
Exterior Security Lighting 1 Replace Within 5-10
years
$18,000 In Progress
South Pump
Station
Subtotal $48,000
Pump 1 -4 Suction Piping 1 Replace Within 0-5
years
$4,000 0-3 years
D/S Isolation Valve -4 1 Replace Within 0-5
years
$10,000 0-3 years
Flow Meter 1 Replace Within 0-5
years
$60,000 0-3 years
Fencing 1 Replace Within 5-10
years
$42,000 0-1 years Has experienced severe site
vandalism from trespassers.

Exterior Security Lighting 1 Replace Within 5-10
years
$18,000 0-1 years
Generator 1 Replace Within 5-10
years
$1,045,000 0-1 years One of City’s oldest active
generators.

Southport
Pump Station
Subtotal $1,179,000
Total 46 $1,894,000
506
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Appendix A A-1
Appendix A. Asset Inventory
507
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) Allan Lift Station Electrical and Motor - Main Pump 1 (Part of submersible pump 1) 1990 5 230 Allan Lift Station Electrical and Motor - Main Pump 2 (Part of submersible pump 2) 1990 Flygt CP 3102 (From Drawings) 5 230 Allan Lift Station Electrical and Motor Control Center Tesco Allan Lift Station Instrumentatio
n / Control
Level Element Bubbler
Allan Lift Station Instrumentatio
n / Control
Level Element UT Level Sensor Rosemount
Allan Lift Station Instrumentatio
n / Control
Main disconnect
Allan Lift Station Instrumentatio
n / Control
PLC Tesco
Allan Lift Station Instrumentatio
n / Control
SCADA/ Telemetry
Allan Lift Station Mechanical
System
Check Valve - 1 Swing 1990 4 In
Allan Lift Station Mechanical Check Valve -2 Swing 1990 4 In Allan Lift Station Mechanical D/S Isolation Valve -1 1990 4 In Allan Lift Station Mechanical D/S Isolation Valve -2 Gate 1990 4 In Allan Lift Station Mechanical
System
Discharge Piping -1 1990 DI
Allan Lift Station Mechanical
System
Discharge Piping -2 1990
Allan Lift Station Mechanical
System
Exhaust Port
Allan Lift Station Mechanical
System
Generator hookup
Allan Lift Station Mechanical
System
Main Pump 1 Submersible 1990 Flygt CP 3102 (From Drawings) 220 Allan Lift Station Mechanical
System
Main Pump 2 1990 220
Allan Lift Station Mechanical
System
Pump Guiderails SS
Allan Lift Station Site / Civil Access 1990
Allan Lift Station Site / Civil Exterior Security
Lighting
Allan Lift Station Site / Civil Fencing Chain Link 1990 Allan Lift Station Site / Civil Water Service 1990
Allan Lift Station Structural /
Architectural
Valve Vault 1990 60 and 24 In
Allan Lift Station Structural /
Architectural
Wet Well 1990 7 Ft Amor-Plate (per 1990 drawings)
Bryte Pump
Station
Electrical and
Power
Automatic Transfer
Switch 1000
Bryte Pump
Station
Electrical and
Power
Cathodic Protection
Bryte Pump
Station
Electrical and
Power
Dry well lighting
Bryte Pump
Station
Electrical and
Power
Junction Box
Bryte Pump
Station
Electrical and
Power
Lighting Panel
Bryte Pump
Station
Electrical and
Power
Main Disconnect
Bryte Pump
Station
Electrical and
Power
Motor -1 Vertical 2008 Smith and Loveless
150 480
Bryte Pump
Station
Electrical and
Power
Motor 1- VFD
Appendix A - Lift Station Asset Registry Page 1 of 20
508
Lift Station Asset Registry
Facility Name Discipline Asset
Allan Lift Station Electrical and Motor - Main Pump 1
Allan Lift Station Electrical and Motor - Main Pump 2
Allan Lift Station Electrical and Motor Control Center
Allan Lift Station Instrumentatio
n / Control
Level Element
Allan Lift Station Instrumentatio
n / Control
Level Element
Allan Lift Station Instrumentatio
n / Control
Main disconnect
Allan Lift Station Instrumentatio
n / Control
PLC
Allan Lift Station Instrumentatio
n / Control
SCADA/ Telemetry
Allan Lift Station Mechanical
System
Check Valve - 1
Allan Lift Station Mechanical Check Valve -2
Allan Lift Station Mechanical D/S Isolation Valve -1
Allan Lift Station Mechanical D/S Isolation Valve -2
Allan Lift Station Mechanical
System
Discharge Piping -1
Allan Lift Station Mechanical
System
Discharge Piping -2
Allan Lift Station Mechanical
System
Exhaust Port
Allan Lift Station Mechanical
System
Generator hookup
Allan Lift Station Mechanical
System
Main Pump 1
Allan Lift Station Mechanical
System
Main Pump 2
Allan Lift Station Mechanical
System
Pump Guiderails
Allan Lift Station Site / Civil Access
Allan Lift Station Site / Civil Exterior Security
Lighting
Allan Lift Station Site / Civil Fencing
Allan Lift Station Site / Civil Water Service
Allan Lift Station Structural /
Architectural
Valve Vault
Allan Lift Station Structural /
Architectural
Wet Well
Bryte Pump
Station
Electrical and
Power
Automatic Transfer
Switch
Bryte Pump
Station
Electrical and
Power
Cathodic Protection
Bryte Pump
Station
Electrical and
Power
Dry well lighting
Bryte Pump
Station
Electrical and
Power
Junction Box
Bryte Pump
Station
Electrical and
Power
Lighting Panel
Bryte Pump
Station
Electrical and
Power
Main Disconnect
Bryte Pump
Station
Electrical and
Power
Motor -1
Bryte Pump
Station
Electrical and
Power
Motor 1- VFD
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
3 - Moderate Deterioration 3 - Moderate Deterioration
3 - Moderate Deterioration 3 - Moderate Deterioration
2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 5 - Virtually Unserviceable 5 - Virtually Unserviceable 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3- In Service, but Function is Impaired 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3 - Moderate Deterioration
3 - Moderate Deterioration 3 - Moderate Deterioration
4 - Significant Deterioration 4 - In Service, but Function is Highly Impaired 4 - Significant Deterioration 4 - In Service, but Function is Highly Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
30 3 - Moderate Deterioration 3 - Moderate Deterioration 30 3 - Moderate Deterioration 3 - Moderate Deterioration 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 4 - Significant Deterioration 4 - In Service, but Function is Highly Impaired 4 - Significant Deterioration 5- Component is not Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 3- In Service, but Function is Impaired 4 - Significant Deterioration 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 4 - Significant Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) Appendix A - Lift Station Asset Registry Page 2 of 20
509
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) Bryte Pump
Station
Electrical and
Power
Motor -2 Vertical 2008 Smith and Loveless
150 480
Bryte Pump
Station
Electrical and
Power
Motor 2- VFD
Bryte Pump
Station
Electrical and
Power
Motor -3 Vertical Smith and Loveless
150 480
Bryte Pump
Station
Electrical and
Power
Motor 3- VFD
Bryte Pump
Station
Electrical and
Power
Motor Control Center
Bryte Pump
Station
Instrumentatio
n / Control
Flow Meter
Bryte Pump
Station
Instrumentatio
n / Control
Level Element Bubbler 2018
Bryte Pump
Station
Instrumentatio
n / Control
PLC
Bryte Pump
Station
Instrumentatio
n / Control
Pressure Element
Bryte Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
Bryte Pump
Station
Mechanical
System
Bypass piping and
valves
Bryte Pump
Station
Mechanical
System
Check Valve -1 Swing with spring 1984 MH 8x10
Bryte Pump
Station
Mechanical
System
Check Valve -2 Swing with spring 1984 MH 8x10
Bryte Pump
Station
Mechanical
System
Check Valve -3 Swing with spring MH 8x10
Bryte Pump
Station
Mechanical
System
D/S Isolation Valve -1 Gate 1984 12 In
Bryte Pump
Station
Mechanical
System
D/S Isolation Valve -2 Gate 1984 MH 10 In
Bryte Pump
Station
Mechanical
System
D/S Isolation Valve -3 Gate
Bryte Pump
Station
Mechanical
System
Exhaust Fan
Bryte Pump
Station
Mechanical
System
Generator Diesel 2008 Kohler 500 kW
625
Bryte Pump
Station
Mechanical
System
Main Pump 1 Centrifugal 1984 2008 Smith and Loveless
1200
Bryte Pump
Station
Mechanical
System
Main Pump 2 Centrifugal 1984 2008 Smith and Loveless
1200
Bryte Pump
Station
Mechanical
System
Main Pump 3 Centrifugal 2008 Smith and Loveless
060186 1700
Bryte Pump
Station
Mechanical
System
Personnel lift S/L
Bryte Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
1984
12 In Steel
Bryte Pump
Station
Mechanical
System
Pump Seals -1 2008
Bryte Pump
Station
Mechanical
System
Pump Seals -2 2008
Bryte Pump
Station
Mechanical
System
Pump Seals -3 2008
Bryte Pump
Station
Mechanical
System
Seal Water System
Bryte Pump
Station
Mechanical
System
Sluice Gate 1984
Bryte Pump
Station
Mechanical
System
Sump Pump System Submersible
Bryte Pump
Station
Mechanical
System
U/S Isolation Valve -1 Gate 1984 MH
12 In
Bryte Pump
Station
Mechanical
System
U/S Isolation Valve -2 Gate 1984
12 In
Bryte Pump
Station
Mechanical
System
U/S Isolation Valve -3 Gate 1984 MH
12 In
Bryte Pump
Station
Site / Civil Access Asphalt 1984 2008 Patched in 2008
Bryte Pump
Station
Site / Civil Exterior Security
Lighting
Appendix A - Lift Station Asset Registry Page 3 of 20
510
Lift Station Asset Registry
Facility Name Discipline Asset
Bryte Pump
Station
Electrical and
Power
Motor -2
Bryte Pump
Station
Electrical and
Power
Motor 2- VFD
Bryte Pump
Station
Electrical and
Power
Motor -3
Bryte Pump
Station
Electrical and
Power
Motor 3- VFD
Bryte Pump
Station
Electrical and
Power
Motor Control Center
Bryte Pump
Station
Instrumentatio
n / Control
Flow Meter
Bryte Pump
Station
Instrumentatio
n / Control
Level Element
Bryte Pump
Station
Instrumentatio
n / Control
PLC
Bryte Pump
Station
Instrumentatio
n / Control
Pressure Element
Bryte Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
Bryte Pump
Station
Mechanical
System
Bypass piping and
valves
Bryte Pump
Station
Mechanical
System
Check Valve -1
Bryte Pump
Station
Mechanical
System
Check Valve -2
Bryte Pump
Station
Mechanical
System
Check Valve -3
Bryte Pump
Station
Mechanical
System
D/S Isolation Valve -1
Bryte Pump
Station
Mechanical
System
D/S Isolation Valve -2
Bryte Pump
Station
Mechanical
System
D/S Isolation Valve -3
Bryte Pump
Station
Mechanical
System
Exhaust Fan
Bryte Pump
Station
Mechanical
System
Generator
Bryte Pump
Station
Mechanical
System
Main Pump 1
Bryte Pump
Station
Mechanical
System
Main Pump 2
Bryte Pump
Station
Mechanical
System
Main Pump 3
Bryte Pump
Station
Mechanical
System
Personnel lift
Bryte Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
Bryte Pump
Station
Mechanical
System
Pump Seals -1
Bryte Pump
Station
Mechanical
System
Pump Seals -2
Bryte Pump
Station
Mechanical
System
Pump Seals -3
Bryte Pump
Station
Mechanical
System
Seal Water System
Bryte Pump
Station
Mechanical
System
Sluice Gate
Bryte Pump
Station
Mechanical
System
Sump Pump System
Bryte Pump
Station
Mechanical
System
U/S Isolation Valve -1
Bryte Pump
Station
Mechanical
System
U/S Isolation Valve -2
Bryte Pump
Station
Mechanical
System
U/S Isolation Valve -3
Bryte Pump
Station
Site / Civil Access
Bryte Pump
Station
Site / Civil Exterior Security
Lighting
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 175
3 - Moderate Deterioration 3- In Service, but Function is Impaired 175
3 - Moderate Deterioration 3- In Service, but Function is Impaired 175
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 5- Component is not Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 4 - Significant Deterioration 5- Component is not Functioning as Intended Appendix A - Lift Station Asset Registry Page 4 of 20
511
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) Bryte Pump
Station
Site / Civil Fencing Chain Link
Bryte Pump
Station
Site / Civil Hoists Chain fall 1984

2.0 Ton
Bryte Pump
Station
Site / Civil HVAC Bard
Bryte Pump
Station
Site / Civil Interior Security
Lighting
Bryte Pump
Station
Site / Civil Water Service
Bryte Pump
Station
Structural /
Architectural
b 1984
Bryte Pump
Station
Structural /
Architectural
Control/Electrical
Building
32x16x10 CMU 1984 2008
Bryte Pump
Station
Structural /
Architectural
Dry Well 1984
Bryte Pump
Station
Structural /
Architectural
Upstream Manhole 1984
Bryte Pump
Station
Structural /
Architectural
Wet Well 1984
Industrial Pump
Station
Electrical and
Power
Cathodic Protection
Industrial Pump
Station
Electrical and
Power
Dry well Control Panel
Industrial Pump
Station
Electrical and
Power
Dry well lighting
Industrial Pump
Station
Electrical and
Power
Junction Box
Industrial Pump
Station
Electrical and
Power
Lighting Panel
Industrial Pump
Station
Electrical and
Power
Main disconnect
Industrial Pump
Station
Electrical and
Power
Motor -1 Vertical Smith and Loveless
50 240/480
Industrial Pump
Station
Electrical and
Power
Motor 1 disconnect in dry well
Industrial Pump
Station
Electrical and
Power
Motor -1 VFD
Industrial Pump
Station
Electrical and
Power
Motor -2 Vertical Smith and Loveless
50 240/480
Industrial Pump
Station
Electrical and
Power
Motor -2 VFD
Industrial Pump
Station
Electrical and
Power
Motor -3 Vertical Smith and Loveless
50 240/480
Industrial Pump
Station
Electrical and
Power
Motor -3 VFD
Industrial Pump
Station
Electrical and
Power
Motor Control Center
Industrial Pump
Station
Instrumentatio
n / Control
Flow Meter 10 In
Industrial Pump
Station
Instrumentatio
n / Control
Level Element Bubbler 2020
Industrial Pump
Station
Instrumentatio
n / Control
PLC
Industrial Pump
Station
Instrumentatio
n / Control
Pressure Element
Industrial Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
Industrial Pump
Station
Mechanical
System
Check Valve -1 Swing 1987 Clow 12 In
Industrial Pump
Station
Mechanical
System
Check Valve -2 Swing 1987 Clow 12 In
Industrial Pump
Station
Mechanical
System
Check Valve -3 Swing Clow 12 In
Industrial Pump
Station
Mechanical
System
D/S Isolation Valve -1 Gate
Clow
12 In
Appendix A - Lift Station Asset Registry Page 5 of 20
512
Lift Station Asset Registry
Facility Name Discipline Asset
Bryte Pump
Station
Site / Civil Fencing
Bryte Pump
Station
Site / Civil Hoists
Bryte Pump
Station
Site / Civil HVAC
Bryte Pump
Station
Site / Civil Interior Security
Lighting
Bryte Pump
Station
Site / Civil Water Service
Bryte Pump
Station
Structural /
Architectural
b
Bryte Pump
Station
Structural /
Architectural
Control/Electrical
Building
Bryte Pump
Station
Structural /
Architectural
Dry Well
Bryte Pump
Station
Structural /
Architectural
Upstream Manhole
Bryte Pump
Station
Structural /
Architectural
Wet Well
Industrial Pump
Station
Electrical and
Power
Cathodic Protection
Industrial Pump
Station
Electrical and
Power
Dry well Control Panel
Industrial Pump
Station
Electrical and
Power
Dry well lighting
Industrial Pump
Station
Electrical and
Power
Junction Box
Industrial Pump
Station
Electrical and
Power
Lighting Panel
Industrial Pump
Station
Electrical and
Power
Main disconnect
Industrial Pump
Station
Electrical and
Power
Motor -1
Industrial Pump
Station
Electrical and
Power
Motor 1 disconnect in dry well
Industrial Pump
Station
Electrical and
Power
Motor -1 VFD
Industrial Pump
Station
Electrical and
Power
Motor -2
Industrial Pump
Station
Electrical and
Power
Motor -2 VFD
Industrial Pump
Station
Electrical and
Power
Motor -3
Industrial Pump
Station
Electrical and
Power
Motor -3 VFD
Industrial Pump
Station
Electrical and
Power
Motor Control Center
Industrial Pump
Station
Instrumentatio
n / Control
Flow Meter
Industrial Pump
Station
Instrumentatio
n / Control
Level Element
Industrial Pump
Station
Instrumentatio
n / Control
PLC
Industrial Pump
Station
Instrumentatio
n / Control
Pressure Element
Industrial Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
Industrial Pump
Station
Mechanical
System
Check Valve -1
Industrial Pump
Station
Mechanical
System
Check Valve -2
Industrial Pump
Station
Mechanical
System
Check Valve -3
Industrial Pump
Station
Mechanical
System
D/S Isolation Valve -1
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
4 - Significant Deterioration 5- Component is not Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 5- Component is not Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired Appendix A - Lift Station Asset Registry Page 6 of 20
513
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) Industrial Pump
Station
Mechanical
System
D/S Isolation Valve 2 Gate 1987
Clow
12 In
Industrial Pump
Station
Mechanical
System
D/S Isolation Valve 3 Gate
Clow
12 In
Industrial Pump
Station
Mechanical
System
Generator hookup
Industrial Pump
Station
Mechanical
System
Main Pump 1 Centrifugal Smith and Loveless
6D3 871287 763
Industrial Pump
Station
Mechanical
System
Main Pump 2 Centrifugal 1987 Smith and Loveless
6D3 871289 763
Industrial Pump
Station
Mechanical
System
Main Pump 3 Centrifugal 1987 Smith and Loveless
6D3 871288 763
Industrial Pump
Station
Mechanical
System
Personnel lift S/L
Industrial Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
1987 2008
14 In DI
Industrial Pump
Station
Mechanical
System
Pump 1 Discharge
Piping
12 In
DI
Industrial Pump
Station
Mechanical
System
Pump 1 Suction
Piping
12 In
DI
Industrial Pump
Station
Mechanical
System
Pump 2 Discharge
Piping
1987 12 In
DI
Industrial Pump
Station
Mechanical
System
Pump 2 Suction
Piping
1987 12 In
DI
Industrial Pump
Station
Mechanical
System
Pump 3 Discharge
Piping
12 In
DI
Industrial Pump
Station
Mechanical
System
Pump 3 Suction
Piping
12 In
DI
Industrial Pump
Station
Mechanical
System
Pump Seals -1
Industrial Pump
Station
Mechanical
System
Pump Seals -2
Industrial Pump
Station
Mechanical
System
Pump Seals -3
Industrial Pump
Station
Mechanical
System
Seal Water System 2008
Industrial Pump
Station
Mechanical
System
Sluice Gate 1987
Industrial Pump
Station
Mechanical
System
Sump Pump System Submersible
Industrial Pump
Station
Mechanical
System
Surge/Transient
Control
Hydropneumatic Tank 1987
Industrial Pump
Station
Mechanical
System
U/S Isolation Valve -1 Gate Clow 12 In
Industrial Pump
Station
Mechanical
System
U/S Isolation Valve 2 Gate Clow 12 In
Industrial Pump
Station
Mechanical
System
U/S Isolation Valve 3 Gate Clow 12 In
Industrial Pump
Station
Site / Civil Access Asphalt/Concrete
Industrial Pump
Station
Site / Civil Exterior Security
Lighting
Industrial Pump
Station
Site / Civil Fencing Chain Link 1987
Industrial Pump
Station
Site / Civil Gas Detector
Industrial Pump
Station
Site / Civil Hoists Chain fall 1987
Chain Fall 1.5 Ton
Industrial Pump
Station
Site / Civil HVAC AC 2008 Fujitsu
Industrial Pump
Station
Site / Civil Interior Security
Lighting
Industrial Pump
Station
Site / Civil Motor 2 disconnect in dry well
Industrial Pump
Station
Site / Civil Motor 3 disconnect in dry well
Industrial Pump
Station
Site / Civil Odor Control Activated Carbon
Industrial Pump
Station
Site / Civil Site Crane
Industrial Pump
Station
Site / Civil Water Service Watts backflow preventer 1987 3/4 IN GSP Appendix A - Lift Station Asset Registry Page 7 of 20
514
Lift Station Asset Registry
Facility Name Discipline Asset
Industrial Pump
Station
Mechanical
System
D/S Isolation Valve 2
Industrial Pump
Station
Mechanical
System
D/S Isolation Valve 3
Industrial Pump
Station
Mechanical
System
Generator hookup
Industrial Pump
Station
Mechanical
System
Main Pump 1
Industrial Pump
Station
Mechanical
System
Main Pump 2
Industrial Pump
Station
Mechanical
System
Main Pump 3
Industrial Pump
Station
Mechanical
System
Personnel lift
Industrial Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
Industrial Pump
Station
Mechanical
System
Pump 1 Discharge
Piping
Industrial Pump
Station
Mechanical
System
Pump 1 Suction
Piping
Industrial Pump
Station
Mechanical
System
Pump 2 Discharge
Piping
Industrial Pump
Station
Mechanical
System
Pump 2 Suction
Piping
Industrial Pump
Station
Mechanical
System
Pump 3 Discharge
Piping
Industrial Pump
Station
Mechanical
System
Pump 3 Suction
Piping
Industrial Pump
Station
Mechanical
System
Pump Seals -1
Industrial Pump
Station
Mechanical
System
Pump Seals -2
Industrial Pump
Station
Mechanical
System
Pump Seals -3
Industrial Pump
Station
Mechanical
System
Seal Water System
Industrial Pump
Station
Mechanical
System
Sluice Gate
Industrial Pump
Station
Mechanical
System
Sump Pump System
Industrial Pump
Station
Mechanical
System
Surge/Transient
Control
Industrial Pump
Station
Mechanical
System
U/S Isolation Valve -1
Industrial Pump
Station
Mechanical
System
U/S Isolation Valve 2
Industrial Pump
Station
Mechanical
System
U/S Isolation Valve 3
Industrial Pump
Station
Site / Civil Access
Industrial Pump
Station
Site / Civil Exterior Security
Lighting
Industrial Pump
Station
Site / Civil Fencing
Industrial Pump
Station
Site / Civil Gas Detector
Industrial Pump
Station
Site / Civil Hoists
Industrial Pump
Station
Site / Civil HVAC
Industrial Pump
Station
Site / Civil Interior Security
Lighting
Industrial Pump
Station
Site / Civil Motor 2 disconnect in dry well
Industrial Pump
Station
Site / Civil Motor 3 disconnect in dry well
Industrial Pump
Station
Site / Civil Odor Control
Industrial Pump
Station
Site / Civil Site Crane
Industrial Pump
Station
Site / Civil Water Service
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
118
3 - Moderate Deterioration 3- In Service, but Function is Impaired 118
3 - Moderate Deterioration 3- In Service, but Function is Impaired 118
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 4 - Significant Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 4 - Significant Deterioration 4 - In Service, but Function is Highly Impaired 4 - Significant Deterioration 5- Component is not Functioning as Intended 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired Appendix A - Lift Station Asset Registry Page 8 of 20
515
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) Industrial Pump
Station
Structural /
Architectural
Control/Electrical
Building
16x26x10 CMU 1987
Industrial Pump
Station
Structural /
Architectural
Exhaust Stack and
Dry well Port
Industrial Pump
Station
Structural /
Architectural
Wet Well Cast in place concrete wet
well
1987
Jefferson Pump
Station
Electrical and
Power
Automatic Transfer Switch Electrical and Power
Jefferson Pump
Station
Electrical and
Power
cathodic protection
Jefferson Pump
Station
Electrical and
Power
Dry well Control Panel
Jefferson Pump
Station
Electrical and
Power
Dry well lighting
Jefferson Pump
Station
Electrical and
Power
Junction Box
Jefferson Pump
Station
Electrical and
Power
Motor -1 TDS Smith and Loveless
100 480
Jefferson Pump
Station
Electrical and
Power
Motor -2 TDS 1988 Smith and Loveless
100 480
Jefferson Pump
Station
Electrical and
Power
Motor -3 TDS 1988 Smith and Loveless
100 480
Jefferson Pump
Station
Electrical and
Power
Motor Control Center
Jefferson Pump
Station
Electrical and
Power
Pump 1 VFD Electrical and Power
Jefferson Pump
Station
Electrical and
Power
Pump 2 VFD Electrical and Power
Jefferson Pump
Station
Electrical and
Power
Pump 3 VFD Electrical and Power
Jefferson Pump
Station
Instrumentatio
n / Control
Flow Meter 2008 12 In
Jefferson Pump
Station
Instrumentatio
n / Control
Level Element Bubbler
Jefferson Pump
Station
Instrumentatio
n / Control
PLC
Jefferson Pump
Station
Instrumentatio
n / Control
Pressure Element
Jefferson Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
Jefferson Pump
Station
Mechanical
System
Check Valve -1 Swing 1988 MH 12 In
Jefferson Pump
Station
Mechanical
System
Check Valve -2 Swing MH 12 In
Jefferson Pump
Station
Mechanical
System
Check Valve -3 Swing 1988 MH 12 In
Jefferson Pump
Station
Mechanical
System
D/S Isolation Valve -1 Gate 1988
Clow
12 In
Jefferson Pump
Station
Mechanical
System
D/S Isolation Valve 2 Gate
Clow
12 In
Jefferson Pump
Station
Mechanical
System
D/S Isolation Valve -3 Gate
Clow
12 In
Jefferson Pump
Station
Mechanical
System
Generator Diesel
Jefferson Pump
Station
Mechanical
System
Main Pump 1 Centrifugal 1988 Smith and Loveless
8D4B 890802 1950
Jefferson Pump
Station
Mechanical
System
Main Pump 2 Centrifugal 1988 Smith and Loveless
8D4B 890801 1950
Jefferson Pump
Station
Mechanical
System
Main Pump 3 Centrifugal 1988 Smith and Loveless
8D4B 890803 1950
Jefferson Pump
Station
Mechanical
System
Personnel lift S/L
Jefferson Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
1988
12 In DI
Jefferson Pump
Station
Mechanical
System
Pump 1 Discharge
Piping
12 In
DI
Jefferson Pump
Station
Mechanical
System
Pump 1 Suction
Piping
12 In
DI
Jefferson Pump
Station
Mechanical
System
Pump 2 Discharge
Piping
Jefferson Pump
Station
Mechanical
System
Pump 2 Suction
Piping
Jefferson Pump
Station
Mechanical
System
Pump 3 Discharge
Piping
12 In
DI
Jefferson Pump
Station
Mechanical
System
Pump 3 Suction
Piping
12 In
DI
Jefferson Pump
Station
Mechanical
System
Pump Seals -1
Appendix A - Lift Station Asset Registry Page 9 of 20
516
Lift Station Asset Registry
Facility Name Discipline Asset
Industrial Pump
Station
Structural /
Architectural
Control/Electrical
Building
Industrial Pump
Station
Structural /
Architectural
Exhaust Stack and
Dry well Port
Industrial Pump
Station
Structural /
Architectural
Wet Well
Jefferson Pump
Station
Electrical and
Power
Automatic Transfer Switch
Jefferson Pump
Station
Electrical and
Power
cathodic protection
Jefferson Pump
Station
Electrical and
Power
Dry well Control Panel
Jefferson Pump
Station
Electrical and
Power
Dry well lighting
Jefferson Pump
Station
Electrical and
Power
Junction Box
Jefferson Pump
Station
Electrical and
Power
Motor -1
Jefferson Pump
Station
Electrical and
Power
Motor -2
Jefferson Pump
Station
Electrical and
Power
Motor -3
Jefferson Pump
Station
Electrical and
Power
Motor Control Center
Jefferson Pump
Station
Electrical and
Power
Pump 1 VFD
Jefferson Pump
Station
Electrical and
Power
Pump 2 VFD
Jefferson Pump
Station
Electrical and
Power
Pump 3 VFD
Jefferson Pump
Station
Instrumentatio
n / Control
Flow Meter
Jefferson Pump
Station
Instrumentatio
n / Control
Level Element
Jefferson Pump
Station
Instrumentatio
n / Control
PLC
Jefferson Pump
Station
Instrumentatio
n / Control
Pressure Element
Jefferson Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
Jefferson Pump
Station
Mechanical
System
Check Valve -1
Jefferson Pump
Station
Mechanical
System
Check Valve -2
Jefferson Pump
Station
Mechanical
System
Check Valve -3
Jefferson Pump
Station
Mechanical
System
D/S Isolation Valve -1
Jefferson Pump
Station
Mechanical
System
D/S Isolation Valve 2
Jefferson Pump
Station
Mechanical
System
D/S Isolation Valve -3
Jefferson Pump
Station
Mechanical
System
Generator
Jefferson Pump
Station
Mechanical
System
Main Pump 1
Jefferson Pump
Station
Mechanical
System
Main Pump 2
Jefferson Pump
Station
Mechanical
System
Main Pump 3
Jefferson Pump
Station
Mechanical
System
Personnel lift
Jefferson Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
Jefferson Pump
Station
Mechanical
System
Pump 1 Discharge
Piping
Jefferson Pump
Station
Mechanical
System
Pump 1 Suction
Piping
Jefferson Pump
Station
Mechanical
System
Pump 2 Discharge
Piping
Jefferson Pump
Station
Mechanical
System
Pump 2 Suction
Piping
Jefferson Pump
Station
Mechanical
System
Pump 3 Discharge
Piping
Jefferson Pump
Station
Mechanical
System
Pump 3 Suction
Piping
Jefferson Pump
Station
Mechanical
System
Pump Seals -1
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
3 - Moderate Deterioration 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
122
3 - Moderate Deterioration 3- In Service, but Function is Impaired 122
3 - Moderate Deterioration 3- In Service, but Function is Impaired 122
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired Appendix A - Lift Station Asset Registry Page 10 of 20
517
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) Jefferson Pump
Station
Mechanical
System
Pump Seals -2 1988
Jefferson Pump
Station
Mechanical
System
Pump Seals -3 1988
Jefferson Pump
Station
Mechanical
System
Seal Water System 2008
Jefferson Pump
Station
Mechanical
System
Sluice Gate 2008 Hydro Gate
Jefferson Pump
Station
Mechanical
System
Sump Pump System
Jefferson Pump
Station
Mechanical
System
Surge/Transient
Control
Hydropneumatic Tank 1988
Jefferson Pump
Station
Mechanical
System
U/S Isolation Valve -1 Gate 1988 Clow 12 In
Jefferson Pump
Station
Mechanical
System
U/S Isolation Valve 2 Gate Clow 12 In
Jefferson Pump
Station
Mechanical
System
U/S Isolation Valve -3 Gate 1988 Clow 12 In
Jefferson Pump
Station
Site / Civil Gas Detector
Jefferson Pump
Station
Site / Civil Access Asphalt 1988
Jefferson Pump
Station
Site / Civil Exterior Security
Lighting
Jefferson Pump
Station
Site / Civil Fencing Chain Link 1988
Jefferson Pump
Station
Site / Civil Hoists Chain fall - in Dry Well 1988

1.5 Ton
Jefferson Pump
Station
Site / Civil HVAC Roof mounted ventilation
fans. Wall mounted AC
2008 Fujitsu AC
Jefferson Pump
Station
Site / Civil Interior Security
Lighting
Jefferson Pump
Station
Site / Civil Odor Control Activated Carbon
Jefferson Pump
Station
Site / Civil Site Crane
Jefferson Pump
Station
Site / Civil Water Service Febco Backflow preventer 1988 1 In Jefferson Pump
Station
Structural /
Architectural
Control/Electrical
Building
16x34x12 CMU 1988
Jefferson Pump
Station
Structural /
Architectural
Dry Well Steel Structure, cathodically
protected
Jefferson Pump
Station
Structural /
Architectural
Exhaust Stack and
Dry well Port
Jefferson Pump
Station
Structural /
Architectural
Wet Well Cast in place concrete wet
well
1988
South Pump
Station
Electrical and
Power
Cathodic Protection
South Pump
Station
Electrical and
Power
Dry well Control Panel
South Pump
Station
Electrical and
Power
Dry well lighting
South Pump
Station
Electrical and
Power
Lighting Panel
South Pump
Station
Electrical and
Power
Main disconnect
South Pump
Station
Electrical and
Power
Motor -1 Vertical ODP 2008 Smith and Loveless
15 208-230/460
South Pump
Station
Electrical and
Power
Motor 1 VFD
South Pump
Station
Electrical and
Power
Motor -2 Vertical ODP 2008 Smith and Loveless
15 460
South Pump
Station
Electrical and
Power
Motor 2 VFD
South Pump
Station
Electrical and
Power
Motor -3 Vertical ODP 2008 Smith and Loveless
15 460
Appendix A - Lift Station Asset Registry Page 11 of 20
518
Lift Station Asset Registry
Facility Name Discipline Asset
Jefferson Pump
Station
Mechanical
System
Pump Seals -2
Jefferson Pump
Station
Mechanical
System
Pump Seals -3
Jefferson Pump
Station
Mechanical
System
Seal Water System
Jefferson Pump
Station
Mechanical
System
Sluice Gate
Jefferson Pump
Station
Mechanical
System
Sump Pump System
Jefferson Pump
Station
Mechanical
System
Surge/Transient
Control
Jefferson Pump
Station
Mechanical
System
U/S Isolation Valve -1
Jefferson Pump
Station
Mechanical
System
U/S Isolation Valve 2
Jefferson Pump
Station
Mechanical
System
U/S Isolation Valve -3
Jefferson Pump
Station
Site / Civil Gas Detector
Jefferson Pump
Station
Site / Civil Access
Jefferson Pump
Station
Site / Civil Exterior Security
Lighting
Jefferson Pump
Station
Site / Civil Fencing
Jefferson Pump
Station
Site / Civil Hoists
Jefferson Pump
Station
Site / Civil HVAC
Jefferson Pump
Station
Site / Civil Interior Security
Lighting
Jefferson Pump
Station
Site / Civil Odor Control
Jefferson Pump
Station
Site / Civil Site Crane
Jefferson Pump
Station
Site / Civil Water Service
Jefferson Pump
Station
Structural /
Architectural
Control/Electrical
Building
Jefferson Pump
Station
Structural /
Architectural
Dry Well
Jefferson Pump
Station
Structural /
Architectural
Exhaust Stack and
Dry well Port
Jefferson Pump
Station
Structural /
Architectural
Wet Well
South Pump
Station
Electrical and
Power
Cathodic Protection
South Pump
Station
Electrical and
Power
Dry well Control Panel
South Pump
Station
Electrical and
Power
Dry well lighting
South Pump
Station
Electrical and
Power
Lighting Panel
South Pump
Station
Electrical and
Power
Main disconnect
South Pump
Station
Electrical and
Power
Motor -1
South Pump
Station
Electrical and
Power
Motor 1 VFD
South Pump
Station
Electrical and
Power
Motor -2
South Pump
Station
Electrical and
Power
Motor 2 VFD
South Pump
Station
Electrical and
Power
Motor -3
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
4 - Significant Deterioration 4 - In Service, but Function is Highly Impaired 4 - Significant Deterioration 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
5 - Virtually Unserviceable 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired Appendix A - Lift Station Asset Registry Page 12 of 20
519
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) South Pump
Station
Electrical and
Power
Motor 3 VFD
South Pump
Station
Electrical and
Power
Motor Control Center
South Pump
Station
Instrumentatio
n / Control
Flow Meter
South Pump
Station
Instrumentatio
n / Control
Level Element Bubbler
South Pump
Station
Instrumentatio
n / Control
PLC
South Pump
Station
Instrumentatio
n / Control
Pressure Element
South Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
South Pump
Station
Mechanical
System
Air Compressor
South Pump
Station
Mechanical
System
Check Valve -1 Swing with spring lever 1967 6x8 In
South Pump
Station
Mechanical
System
Check Valve -2 Swing with spring lever 1967 6x8 In
South Pump
Station
Mechanical
System
Check Valve -3 Swing with spring lever 6x8 In
South Pump
Station
Mechanical
System
D/S Isolation Valve -1 Gate 2013 DeZurik 10 In
South Pump
Station
Mechanical
System
D/S Isolation Valve -2 Gate Iowa 10 In
South Pump
Station
Mechanical
System
D/S Isolation Valve -3 Gate 2013 Mueller 8 In
South Pump
Station
Mechanical
System
Exhaust Port
South Pump
Station
Mechanical
System
Generator 2008
South Pump
Station
Mechanical
System
Generator hookup
South Pump
Station
Mechanical
System
Main Pump 1 Centrifugal 2008 Smith and Loveless
4B2A 0601104 382
South Pump
Station
Mechanical
System
Main Pump 2 Centrifugal 2008 Smith and Loveless
4B2A 0601103 382
South Pump
Station
Mechanical
System
Main Pump 3 Centrifugal 2008 Smith and Loveless
4B2A 0601102 382
South Pump
Station
Mechanical
System
Personnel lift Chain drive lift 1967 S/L
South Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
1967
South Pump
Station
Mechanical
System
Pump Seals -1
South Pump
Station
Mechanical
System
Pump Seals -2
South Pump
Station
Mechanical
System
Pump Seals -3
South Pump
Station
Mechanical
System
Seal Water System Filters
South Pump
Station
Mechanical
System
Sump Pump System Submersible 2008
South Pump
Station
Mechanical
System
U/S Isolation Valve -1 Gate 1967 Iowa 10 In
South Pump
Station
Mechanical
System
U/S Isolation Valve -2 Gate 1967 Iowa 10 In
South Pump
Station
Mechanical
System
U/S Isolation Valve -3 Gate S/L 10 In
South Pump
Station
Site / Civil Access Asphalt
Appendix A - Lift Station Asset Registry Page 13 of 20
520
Lift Station Asset Registry
Facility Name Discipline Asset
South Pump
Station
Electrical and
Power
Motor 3 VFD
South Pump
Station
Electrical and
Power
Motor Control Center
South Pump
Station
Instrumentatio
n / Control
Flow Meter
South Pump
Station
Instrumentatio
n / Control
Level Element
South Pump
Station
Instrumentatio
n / Control
PLC
South Pump
Station
Instrumentatio
n / Control
Pressure Element
South Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
South Pump
Station
Mechanical
System
Air Compressor
South Pump
Station
Mechanical
System
Check Valve -1
South Pump
Station
Mechanical
System
Check Valve -2
South Pump
Station
Mechanical
System
Check Valve -3
South Pump
Station
Mechanical
System
D/S Isolation Valve -1
South Pump
Station
Mechanical
System
D/S Isolation Valve -2
South Pump
Station
Mechanical
System
D/S Isolation Valve -3
South Pump
Station
Mechanical
System
Exhaust Port
South Pump
Station
Mechanical
System
Generator
South Pump
Station
Mechanical
System
Generator hookup
South Pump
Station
Mechanical
System
Main Pump 1
South Pump
Station
Mechanical
System
Main Pump 2
South Pump
Station
Mechanical
System
Main Pump 3
South Pump
Station
Mechanical
System
Personnel lift
South Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
South Pump
Station
Mechanical
System
Pump Seals -1
South Pump
Station
Mechanical
System
Pump Seals -2
South Pump
Station
Mechanical
System
Pump Seals -3
South Pump
Station
Mechanical
System
Seal Water System
South Pump
Station
Mechanical
System
Sump Pump System
South Pump
Station
Mechanical
System
U/S Isolation Valve -1
South Pump
Station
Mechanical
System
U/S Isolation Valve -2
South Pump
Station
Mechanical
System
U/S Isolation Valve -3
South Pump
Station
Site / Civil Access
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 4 - Significant Deterioration 5- Component is not Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
58 3 - Moderate Deterioration 3- In Service, but Function is Impaired 58 3 - Moderate Deterioration 3- In Service, but Function is Impaired 58 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired Appendix A - Lift Station Asset Registry Page 14 of 20
521
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) South Pump
Station
Site / Civil Exterior Security
Lighting
South Pump
Station
Site / Civil Fencing Chain Link
South Pump
Station
Site / Civil Gas Detector
South Pump
Station
Site / Civil Hoists Chain fall 1967

2.5 Ton
South Pump
Station
Site / Civil HVAC Fijitsu
South Pump
Station
Site / Civil HVAC - Dry well Friedrich
South Pump
Station
Site / Civil Interior Security
Lighting
South Pump
Station
Structural /
Architectural
Control/Electrical
Building
16x16x8 CMU 1967
South Pump
Station
Structural /
Architectural
Dry Well Steel can Construction 1967
Southport Pump
Station
Electrical and
Power
Automatic Transfer
Switch
Southport Pump
Station
Electrical and
Power
Cathodic Protection
Southport Pump
Station
Electrical and
Power
Dry well Control Panel
Southport Pump
Station
Electrical and
Power
Dry well lighting
Southport Pump
Station
Electrical and
Power
Generator Load Bay
Southport Pump
Station
Electrical and
Power
Junction Box
Southport Pump
Station
Electrical and
Power
Lighting Panel
Southport Pump
Station
Electrical and
Power
Main Disconnect
Southport Pump
Station
Electrical and
Power
Motor -1 Vertical ODP 2000 Smith and Loveless 50 230/460 Southport Pump
Station
Electrical and
Power
Motor 1 disconnect in dry well
Southport Pump
Station
Electrical and
Power
Motor 1- VFD Tesco
Southport Pump
Station
Electrical and
Power
Motor -2 Vertical ODP 2000 Smith and Loveless 50 230/460 Southport Pump
Station
Electrical and
Power
Motor 2 disconnect in dry well
Southport Pump
Station
Electrical and
Power
Motor 2- VFD Tesco
Southport Pump
Station
Electrical and
Power
Motor -3 Vertical ODP 2000 Smith and Loveless 50 230/460 Southport Pump
Station
Electrical and
Power
Motor 3 disconnect in dry well
Southport Pump
Station
Electrical and
Power
Motor 3- VFD Tesco
Southport Pump
Station
Electrical and
Power
Motor -4
Southport Pump
Station
Electrical and
Power
Motor Control Center
Southport Pump
Station
Instrumentatio
n / Control
Flow Element
Southport Pump
Station
Instrumentatio
n / Control
Flow Meter
Southport Pump
Station
Instrumentatio
n / Control
Level Element Bubbler
Southport Pump
Station
Instrumentatio
n / Control
PLC
Southport Pump
Station
Instrumentatio
n / Control
Pressure Element
Southport Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
Southport Pump
Station
Instrumentatio
n / Control
Temp Sensor
Southport Pump
Station
Instrumentatio
n / Control
Vibration Sensor
Southport Pump
Station
Mechanical
System
Air valve
Southport Pump
Station
Mechanical
System
Bypass piping and
valves
Appendix A - Lift Station Asset Registry Page 15 of 20
522
Lift Station Asset Registry
Facility Name Discipline Asset
South Pump
Station
Site / Civil Exterior Security
Lighting
South Pump
Station
Site / Civil Fencing
South Pump
Station
Site / Civil Gas Detector
South Pump
Station
Site / Civil Hoists
South Pump
Station
Site / Civil HVAC
South Pump
Station
Site / Civil HVAC - Dry well
South Pump
Station
Site / Civil Interior Security
Lighting
South Pump
Station
Structural /
Architectural
Control/Electrical
Building
South Pump
Station
Structural /
Architectural
Dry Well
Southport Pump
Station
Electrical and
Power
Automatic Transfer
Switch
Southport Pump
Station
Electrical and
Power
Cathodic Protection
Southport Pump
Station
Electrical and
Power
Dry well Control Panel
Southport Pump
Station
Electrical and
Power
Dry well lighting
Southport Pump
Station
Electrical and
Power
Generator Load Bay
Southport Pump
Station
Electrical and
Power
Junction Box
Southport Pump
Station
Electrical and
Power
Lighting Panel
Southport Pump
Station
Electrical and
Power
Main Disconnect
Southport Pump
Station
Electrical and
Power
Motor -1
Southport Pump
Station
Electrical and
Power
Motor 1 disconnect in dry well
Southport Pump
Station
Electrical and
Power
Motor 1- VFD
Southport Pump
Station
Electrical and
Power
Motor -2
Southport Pump
Station
Electrical and
Power
Motor 2 disconnect in dry well
Southport Pump
Station
Electrical and
Power
Motor 2- VFD
Southport Pump
Station
Electrical and
Power
Motor -3
Southport Pump
Station
Electrical and
Power
Motor 3 disconnect in dry well
Southport Pump
Station
Electrical and
Power
Motor 3- VFD
Southport Pump
Station
Electrical and
Power
Motor -4
Southport Pump
Station
Electrical and
Power
Motor Control Center
Southport Pump
Station
Instrumentatio
n / Control
Flow Element
Southport Pump
Station
Instrumentatio
n / Control
Flow Meter
Southport Pump
Station
Instrumentatio
n / Control
Level Element
Southport Pump
Station
Instrumentatio
n / Control
PLC
Southport Pump
Station
Instrumentatio
n / Control
Pressure Element
Southport Pump
Station
Instrumentatio
n / Control
SCADA/ Telemetry
Southport Pump
Station
Instrumentatio
n / Control
Temp Sensor
Southport Pump
Station
Instrumentatio
n / Control
Vibration Sensor
Southport Pump
Station
Mechanical
System
Air valve
Southport Pump
Station
Mechanical
System
Bypass piping and
valves
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
4 - Significant Deterioration 5- Component is not Functioning as Intended 4 - Significant Deterioration 5- Component is not Functioning as Intended 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 4 - Significant Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
1 -Like New condition 1 - Component Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - Minor Defects Only (some wear) 3 - Moderate Deterioration 3- In Service, but Function is Impaired 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 1 -Like New condition 1 - Component Functioning as Intended 1 -Like New condition 1 - Component Functioning as Intended Appendix A - Lift Station Asset Registry Page 16 of 20
523
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) Southport Pump
Station
Mechanical
System
Check Valve -1 Swing 2000 MH 10x12 In
Southport Pump
Station
Mechanical
System
Check Valve -2 Swing MH 10x12 In
Southport Pump
Station
Mechanical
System
Check Valve -3 Swing MH 10x12 In
Southport Pump
Station
Mechanical
System
Check Valve -4 Swing 2000 MH 10x12 In
Southport Pump
Station
Mechanical
System
D/S Isolation Valve -1 Gate 2000 MH 12 In
Southport Pump
Station
Mechanical
System
D/S Isolation Valve -2 Gate 12 In
Southport Pump
Station
Mechanical
System
D/S Isolation Valve -3 Gate MH 12 In
Southport Pump
Station
Mechanical
System
D/S Isolation Valve -4 Gate 2000 MH 12 In
Southport Pump
Station
Mechanical
System
Exhaust Fan
Southport Pump
Station
Mechanical
System
Generator Diesel 2000
Southport Pump
Station
Mechanical
System
Main Pump 1 Centrifugal 2000 Smith and Loveless 8D4B 0601071 2153 Southport Pump
Station
Mechanical
System
Main Pump 2 Centrifugal 2000 Smith and Loveless 8D4B 0601073 2153 Southport Pump
Station
Mechanical
System
Main Pump 3 Centrifugal 2000 Smith and Loveless 8D4B 0601072 2153 Southport Pump
Station
Mechanical
System
Main Pump 4 Centrifugal Smith and Loveless 8D4B 2153
Southport Pump
Station
Mechanical
System
Personnel lift 2000 S/L
Southport Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
Southport Pump
Station
Mechanical
System
Pump 1 -4 Suction
Piping
2000 12 In DI
Southport Pump
Station
Mechanical
System
Pump 1-4 Discharge
Piping
2000 12 In DI
Southport Pump
Station
Mechanical
System
Pump Seals -1
Southport Pump
Station
Mechanical
System
Pump Seals -2
Southport Pump
Station
Mechanical
System
Pump Seals -3
Southport Pump
Station
Mechanical
System
Pump Seals -4
Southport Pump
Station
Mechanical
System
Seal Water System Filters
Southport Pump
Station
Mechanical
System
Sump Pump System Submersible
Southport Pump
Station
Mechanical
System
Surge/Transient
Control
Hydropneumatic Tank 2000
Southport Pump
Station
Mechanical
System
U/S Isolation Valve -1 Gate 2000 12 In
Southport Pump
Station
Mechanical
System
U/S Isolation Valve -2 Gate 12 In
Southport Pump
Station
Mechanical
System
U/S Isolation Valve -3 Gate 12 In
Southport Pump
Station
Mechanical
System
U/S Isolation Valve -4 Gate 2000 12 In
Southport Pump
Station
Site / Civil Access Asphalt
Southport Pump
Station
Site / Civil Exterior Security
Lighting
Southport Pump
Station
Site / Civil Fencing Chain Link
Southport Pump
Station
Site / Civil Gas Detector
Southport Pump
Station
Site / Civil Hoists Chain fall 2000
Southport Pump
Station
Site / Civil HVAC Electrical Building 2013 Fujitsu
Southport Pump
Station
Site / Civil HVAC Dry Well 2013 Fujitsu
Southport Pump
Station
Site / Civil Interior Security
Lighting
Southport Pump
Station
Site / Civil Odor Control Biofilter 2000
Appendix A - Lift Station Asset Registry Page 17 of 20
524
Lift Station Asset Registry
Facility Name Discipline Asset
Southport Pump
Station
Mechanical
System
Check Valve -1
Southport Pump
Station
Mechanical
System
Check Valve -2
Southport Pump
Station
Mechanical
System
Check Valve -3
Southport Pump
Station
Mechanical
System
Check Valve -4
Southport Pump
Station
Mechanical
System
D/S Isolation Valve -1
Southport Pump
Station
Mechanical
System
D/S Isolation Valve -2
Southport Pump
Station
Mechanical
System
D/S Isolation Valve -3
Southport Pump
Station
Mechanical
System
D/S Isolation Valve -4
Southport Pump
Station
Mechanical
System
Exhaust Fan
Southport Pump
Station
Mechanical
System
Generator
Southport Pump
Station
Mechanical
System
Main Pump 1
Southport Pump
Station
Mechanical
System
Main Pump 2
Southport Pump
Station
Mechanical
System
Main Pump 3
Southport Pump
Station
Mechanical
System
Main Pump 4
Southport Pump
Station
Mechanical
System
Personnel lift
Southport Pump
Station
Mechanical
System
Pipe Gallery
Discharge Piping
Southport Pump
Station
Mechanical
System
Pump 1 -4 Suction
Piping
Southport Pump
Station
Mechanical
System
Pump 1-4 Discharge
Piping
Southport Pump
Station
Mechanical
System
Pump Seals -1
Southport Pump
Station
Mechanical
System
Pump Seals -2
Southport Pump
Station
Mechanical
System
Pump Seals -3
Southport Pump
Station
Mechanical
System
Pump Seals -4
Southport Pump
Station
Mechanical
System
Seal Water System
Southport Pump
Station
Mechanical
System
Sump Pump System
Southport Pump
Station
Mechanical
System
Surge/Transient
Control
Southport Pump
Station
Mechanical
System
U/S Isolation Valve -1
Southport Pump
Station
Mechanical
System
U/S Isolation Valve -2
Southport Pump
Station
Mechanical
System
U/S Isolation Valve -3
Southport Pump
Station
Mechanical
System
U/S Isolation Valve -4
Southport Pump
Station
Site / Civil Access
Southport Pump
Station
Site / Civil Exterior Security
Lighting
Southport Pump
Station
Site / Civil Fencing
Southport Pump
Station
Site / Civil Gas Detector
Southport Pump
Station
Site / Civil Hoists
Southport Pump
Station
Site / Civil HVAC
Southport Pump
Station
Site / Civil HVAC
Southport Pump
Station
Site / Civil Interior Security
Lighting
Southport Pump
Station
Site / Civil Odor Control
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 4 - Significant Deterioration 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
4 - Significant Deterioration 4 - Significant Deterioration 69 3 - Moderate Deterioration 3- In Service, but Function is Impaired 69 3 - Moderate Deterioration 3- In Service, but Function is Impaired 69 3 - Moderate Deterioration 3- In Service, but Function is Impaired 69 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3 - Moderate Deterioration
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
4 - Significant Deterioration 4 - In Service, but Function is Highly Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 4 - Significant Deterioration 4 - In Service, but Function is Highly Impaired 4 - Significant Deterioration 5- Component is not Functioning as Intended 5 - Virtually Unserviceable 5- Component is not Functioning as Intended 2 - Minor Defects Only (some wear) 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired 2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
2 - Minor Defects Only (some wear) 2 - In Service, but Higher the Expected O&M Costs
Appendix A - Lift Station Asset Registry Page 18 of 20
525
Lift Station Asset Registry
Facility Name Discipline Asset Description Asset ID Original Installation
Major
Rehabilitation
Recent
Repairs/Improve
ments/Maintena
nce
Purchase
Source Manufacturer Model Serial No. Size Units Material HP Coating Speed Voltage Amps Duty (GPM) Southport Pump
Station
Structural /
Architectural
Control/Electrical
Building
20x20x9 CMU 2000
Southport Pump
Station
Structural /
Architectural
Dry Well Steel Structure, cathodically
protected
Southport Pump
Station
Structural /
Architectural
Wet Well Cast in place concrete wet
well
2000 PVC lined
Appendix A - Lift Station Asset Registry Page 19 of 20
526
Lift Station Asset Registry
Facility Name Discipline Asset
Southport Pump
Station
Structural /
Architectural
Control/Electrical
Building
Southport Pump
Station
Structural /
Architectural
Dry Well
Southport Pump
Station
Structural /
Architectural
Wet Well
Duty (TDH) Access Constraints Maintenance Issues Physical Score2 Performance Score2
3 - Moderate Deterioration 2 - In Service, but Higher the Expected O&M Costs
3 - Moderate Deterioration 3- In Service, but Function is Impaired 3 - Moderate Deterioration 3- In Service, but Function is Impaired Appendix A - Lift Station Asset Registry Page 20 of 20
527
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Appendix B B-1
Appendix B. Risk Assessment Scoring Matrix
528
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Appendix B B-1
Structural Mechanical Electrical Instrumentation and Controls Concrete, Steel, Masonry Piping, Valves, Pumps
VFDs, Motors, Switchgear, MCCs, Transformers,
Generators, Transfer Switches
Indicators, Transmitters, Control Panels, Valve Controls, Leak Detection.

Condition
Grade
Useful Life
Consumed
Level of
Maintenance
Currently
Required
Improvements
Implementation
Timeframe Physical Performance Physical Performance Physical Performance Physical Performance 1 – Like New
Condition
<5% Normal
Preventative /
Predictive
Maintenance
- Adequate design to support
current and future loads,
ability to address seismic
loads. Meets strength and
service load design, Up to
code. No Leaks or Coating
Issues
New condition, minimal
signs of wear.

Adequate capacity for
average and peak demand
conditions, margin for
increased capacity. Normal
operator involvement
during average and peak
demand conditions. Very
reliable. No reported
failures. Equipment is
generally available >99% of
the time. Parts are quickly
and readily available; parts
typically in stock.

New condition, minimal
signs of wear.

Runs perfectly as new.

Adequate capacity for
average and peak demand
conditions, margin for
increased capacity. Normal
operator involvement
during average and peak
demand conditions. Very
reliable. No reported
failures. Equipment is
generally available >99% of
the time. Parts are quickly
and readily available; parts
typically in stock.

New condition. Adequate performance for
normal conditions, ability to
update for future
conditions. Normal
operator involvement to
maintain and calibrate
systems. Very reliable. No
reported failures.

Equipment is generally
available >99% of the time.

Parts are quickly and readily
available; parts typically in
stock.
2 – Minor
Defects Only
(some wear)
5% - 20% Normal
Preventative /
Predictive
Maintenance /
Minor
Corrective
Maintenance
- CONCRETE/MASONRY
ASSETS: Mechanical
abrasion or impact dents up
to 1 in. General cracks up to
1/16 in. and hairline
corrosion cracks.

Occasional corrosion stains
or small pop-out corrosion
spalls. Minor Cosmetic
Surface Erosion; No Rebar
Exposure
STEEL/METALS ASSETS: Few
visible defects. Localized
surface erosion with slight
loss of thickness. No
physical deformation
Adequate design to support
loads, ability to address
seismic loads. Meets
strength and service load
design.

Some wear or surface
corrosion, or not designed
to current standards. Minor
oil or gland leakage evident.

Piping: Minor surface
corrosion observed
Adequate capacity for
average and peak demand
conditions. No margin for
increased capacity for peak
demand conditions. Normal
operator involvement
during average demand
conditions. Greater than
normal operator
involvement during peak
demand conditions. Good
reliability. Infrequent
breakdown. Equipment
generally available 95%-
99% of the time. Parts are
generally available with
short lead time; parts
typically in stock.

Superficial surface wear, no
interior corrosion. Major
components with >10 years
of remaining service. Minor
components with >3 years
of service.

Adequate capacity for
average and peak demand
conditions. No margin for
increased capacity for peak
demand conditions. Normal
operator involvement
during average demand
conditions. Greater than
normal operator
involvement during peak
demand conditions. Good
reliability. Infrequent
breakdown. Equipment
generally available 95%-
99% of the time. Parts are
generally available with
short lead time; parts
typically in stock.

Minimal cosmetic surface
defects. Normal calibration
schedule, minimal
adjustment required.

Adequate performance for
normal conditions. No
ability to update/upgrade
current equipment. Normal
operator involvement to
maintain and calibrate
systems. Good reliability.

Infrequent breakdown.

Equipment generally
available 95%-99% of the
time. Parts are generally
available with short lead
time; parts typically in
stock.
529
City of West Sacramento | Pump Station Condition Assessment BLACK & VEATCH | Appendix B B-2
Structural Mechanical Electrical Instrumentation and Controls Concrete, Steel, Masonry Piping, Valves, Pumps
VFDs, Motors, Switchgear, MCCs, Transformers,
Generators, Transfer Switches
Indicators, Transmitters, Control Panels, Valve Controls, Leak Detection.

Condition
Grade
Useful Life
Consumed
Level of
Maintenance
Currently
Required
Improvements
Implementation
Timeframe Physical Performance Physical Performance Physical Performance Physical Performance 3 – Moderate
Deterioration
21 - 50% Normal
Preventative /
Predictive
Maintenance /
Major
Corrective
Maintenance
- CONCRETE/MASONRY
ASSETS: Structural cracks up
to 1/16 in. Corrosion cracks
from 1/32 in. up to 1/4 in.
wide. Chemical
deterioration: Random
cracks up to 1/16 in.; “Soft”
concrete and rounding or
erosion of corners up to 3
in. deep. Some Exposed
Rebar, No Structural
Damage
STEEL/METALS ASSETS:

Moderate defects.

Moderate surface erosion
or corrosion. Some physical
deformation or impact
damage. Minor movement.

Designed to support
existing loads. Meets
strength design, does not
meet service load design.

Excessive deflection,
permanent fatigue.

Functionally sound plant
and components, moderate
wear or surface corrosion.

Moderate oil or gland
leakage evident, evidence
of historic leakage.

Evidence of internal wear
(sound, smell, temperature,
etc.) Roughness when
starting / stopping.

Piping: Moderate corrosion
observed
Maximum capacity for
average and peak demand
conditions, no margin for
increase. Greater than
normal operator
involvement during average
demand conditions. Greater
than normal operator
involvement during peak
demand conditions.

Average reliability.

Occasional breakdowns.

Equipment available
generally available >85% of
the time. Parts are
generally available with a
long lead time; parts not
typically in stock.

Deteriorating surface wear,
some interior corrosion.

Major components with 5-
10 years of remaining
service. Minor components
with <3 years of remaining
service, with intermittent
failures. Low risk safety
hazard.

Maximum capacity for
average and peak demand
conditions, no margin for
increase. Greater than
normal operator
involvement during average
and peak demand
conditions. Average
reliability. Occasional
breakdowns. Equipment
available generally available
>85% of the time. Parts are
generally available with a
long lead time; parts not
typically in stock.

Average physical wear and
tear based on asset age.

Normal calibration
schedule, normal frequency
of adjustment required.

No ability to
update/upgrade current
equipment. Greater than
normal operator
involvement to maintain
and calibrate equipment.

Greater than normal
operator involvement
during peak demand
conditions. Average
reliability. Occasional
breakdowns. Equipment
available generally available
>85% of the time. Parts are
generally available with a
long lead time; parts not
typically in stock.
4 – Significant
Deterioration
50% - 75% Rehabilitate, if
Possible
> 10 years CONCRETE/MASONRY
ASSETS: Structural cracks
1/4 in. to 1/2 in. or
complete breakage. Loss of
bearing and displacement
at connections. Complete
loss of concrete cover due
to corrosion of reinforcing
steel with over 30 percent
of diameter loss for any
main reinforcing bar.

Exposed Rebar, Members
Bent, Buckling, Leaning
STEEL/METALS ASSETS:

Derelict, or structural
failure beyond repair.

Safety hazard.

Overloaded for current
loads, may impact other
processes. Begun to fail.

Failing service, beyond
repair. Safety hazard.

Piping: Significant corrosion
observed
Overloaded for average and
peak demand conditions,
may impact other
processes. Excessive
operator involvement
during normal conditions.

Excessive operator
involvement during peak
conditions. Very poor
reliability. Continuous
recurrent breakdown
(weekly). Equipment out of
service for more than 70%
of time. Parts are generally
no longer available.

Technology is obsolete.

Moving parts show excess
wear. Failing service,
beyond repair. Evidence of
arcing.

Overloaded for average and
peak demand conditions,
may impact other
processes. Excessive
operator involvement
during normal conditions.

Excessive operator
involvement during peak
conditions. Very poor
reliability. Continuous
recurrent breakdown
(weekly). Equipment out of
service for more than 70%
of time. Parts are generally
no longer available.

Technology is obsolete.

Significant cosmetic wear or
evidence of impact.

Unreliable performance
after maintenance or
calibration.

Overloaded for current
conditions, may impact
other processes Excessive
operator involvement to
maintain operation. Highly
unreliable. Continuous
recurrent breakdown
(weekly). Equipment out of
service for more than 70%
of time. Parts are generally
no longer available.

Technology is obsolete.
5 – Virtually
Unserviceable
/ Failure
Concern
>75% Consider
Replacement
Within 2-10 years Failed. Safety risk.

Immediate action needed.

Unsafe operation, fails to
meet code; unable to return
to service after breakdown
Failed. Safety risk.

Immediate action needed.

Piping: Severe Corrosion;
Immediate
repair/replacement needed
(loss of wall thickness
>75%)
Dysfunctional for
demand conditions and
impacting other processes.

Excessive operator
involvement. Unable to
return to service after
breakdown.

Failed. Safety risk.

Immediate action needed.

Condition is beyond
acceptable level.

Dysfunctional for demand
conditions and impacting
other processes. Excessive
operator involvement.

Unable to return to service
after breakdown.

Failed. Safety risk.

Immediate action needed.

Dysfunctional for demand
conditions and impacting
other processes. Highly
unreliable. Excessive
operator involvement.

Unable to return to service
after breakdown.
530
City of West Sacramento | 2023 Sanitary Sewer Master Plan Update BLACK & VEATCH | CIP Project Sheets D-1
Appendix D. CIP Project Sheets
531
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 900.00
Construction Contingency (30%) 270.00
Construction Subtotal 1,170.00
Eng/CM/Legal/Admin (30%) 351.00
Project Total 1,521.00
Rehab_1
Washington District Underground Utility
Infrastructure Infill and Upgrade
Project Description
Reason for Improvement
CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.

Improvement Description
Replace 5,000 feet of 8-inch and 12-inch gravity main with 8-inch and 12-inch gravity main in the vicinity of C St.
532
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 1,292.31
Construction Contingency (30%) 387.69
Construction Subtotal 1,680.00
Eng/CM/Legal/Admin (30%) 504.00
Project Total 2,184.00
Rehab_2
Largo Pump Station Tributary Area I&I
Reduction
Project Description
Reason for Improvement
Reduce high I&I levels into Largo Pump Station and retain capacity to support future development of Yarbrough Master Plan area.

Improvement Description

10.5 miles of basin-wide chemical grouting (on a 6-8 year schedule) to seal the system aginst I&I.
533
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 4,056.15
Construction Contingency (30%) 1,216.85
Construction Subtotal 5,273.00
Eng/CM/Legal/Admin (30%) 1,582.00
Project Total 6,855.00
Rehab_3
Bryte Pump Station Monitoring Site 4 I&I
Reduction
Project Description
Reason for Improvement
Reduce very high I&I levels into Bryte Pump Station from Monitoring Area 4. CCTV records also indicate poor structural condition in this area.

Improvement Description
Rehabilitation and/or repair of 3.8 miles of existing gravity mains and manholes in high I&I area of Bryte Pump Station tributary area along Michigan Boulevard. 534
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 189.23
Construction Contingency (30%) 56.77
Construction Subtotal 246.00
Eng/CM/Legal/Admin (30%) 74.00
Project Total 320.00
Rehab_4
Replacement of 6-inch Gravity Main on
Hobson Street
Project Description
Reason for Improvement
CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.

Improvement Description
Replace 1,400 feet of 6-inch diameter gravity main with 8-inch diameter gravity main in the vicinity of Hobson Street.
535
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 4,983.08
Construction Contingency (30%) 1,494.92
Construction Subtotal 6,478.00
Eng/CM/Legal/Admin (30%) 1,943.00
Project Total 8,421.00
Westmore Oaks Sewer Rehabilitation Rehab_5
Project Description
Reason for Improvement
CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.

Improvement Description
Rehabilitate/replace 5-miles of high priority gravity main. 536
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 630.00
Construction Contingency (30%) 189.00
Construction Subtotal 819.00
Eng/CM/Legal/Admin (30%) 246.00
Project Total 1,065.00
Backyard Mains Backyard_1
Project Description
Reason for Improvement
The City has identified backyard mains as a maintenance challenge.

Improvement Description
Relocate 3,500 feet of 8-inch diameter gravity main to the public right of way near 8th Street and James Street.
537
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 3,276.92
Construction Contingency (30%) 983.08
Construction Subtotal 4,260.00
Eng/CM/Legal/Admin (30%) 1,278.00
Project Total 5,538.00
Stillwater Road Trunk Sewer Upsize GM_1
Project Description
Reason for Improvement
Gravity Main capacity increase required under Existing Conditions.

Improvement Description
Upsize 7,940 of gravity main along Stillwater Road and upstream of Northport Pump Station.
538
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 2,443.08
Construction Contingency (30%) 732.92
Construction Subtotal 3,176.00
Eng/CM/Legal/Admin (30%) 953.00
Project Total 4,129.00
Bryte Influent Sewer Upsize GM_2
Project Description
Reason for Improvement
Gravity Main capacity increase required under Existing Conditions.

Improvement Description
Upsize 3,620 of gravity main upstream of Bryte Pump Station. 539
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 1,793.85
Construction Contingency (30%) 538.15
Construction Subtotal 2,332.00
Eng/CM/Legal/Admin (30%) 700.00
Project Total 3,032.00
Stone & Park Trunk Sewer Upsize GM_3
Project Description
Reason for Improvement
Gravity Main capacity increase required under Existing Conditions.

Improvement Description
Upsize 4,810 of gravity main along Stone Blvd and Park Blvd upstream of South Pump Station.
540
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 2,865.38
Construction Contingency (30%) 859.62
Construction Subtotal 3,725.00
Eng/CM/Legal/Admin (30%) 1,118.00
Project Total 4,843.00
Linden Road Trunk Sewer Upsize GM_4
Project Description
Reason for Improvement
Gravity Main capacity increase required under Existing Conditions.

Improvement Description
Upsize 5,030 of gravity main along Linden Road upstream of Southport Pump Station. 541
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 670.00
Construction Contingency (30%) 201.00
Construction Subtotal 871.00
Eng/CM/Legal/Admin (30%) 261.00
Project Total 1,132.00
Davis FM Installation FM_1
Project Description
Reason for Improvement
Force Main required to connect new Davis Pump Station.

Improvement Description
Construct 3,960 of force main along Davis Road from the new Davis Pump Station to the LNWI Connection #1.
542
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 919.23
Construction Contingency (30%) 275.77
Construction Subtotal 1,195.00
Eng/CM/Legal/Admin (30%) 359.00
Project Total 1,554.00
Davis Trunk Sewer Installation GM_5
Project Description
Reason for Improvement
Gravity Main required to connect new Davis Pump Station.

Improvement Description
Construct 5,110 feet of gravity main in Rural Core areas. 543
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 4,630.77
Construction Contingency (30%) 1,389.23
Construction Subtotal 6,020.00
Eng/CM/Legal/Admin (30%) 1,806.00
Project Total 7,826.00
South Pump Station Upgrades PS_C1
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
South Pump Station: Replace pumps with less Total Dynamic Head and increase capacity to 4,505 gpm for existing and future conditions. Less capacity needed depending on extent of R&R projects.
544
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 7,411.54
Construction Contingency (30%) 2,223.46
Construction Subtotal 9,635.00
Eng/CM/Legal/Admin (30%) 2,890.00
Project Total 12,525.00
Bryte Pump Station Upgrades PS_C2
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
Bryte Pump Station: Replace pump with less Total Dynamic Head and increase capacity to 9,000 gpm for existing conditions. Less capacity needed depending on extend of R&R projects. This assumes that the I&I reduction project is completed and the PWWF has been reduced by that project.
545
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 9,201.54
Construction Contingency (30%) 2,760.46
Construction Subtotal 11,962.00
Eng/CM/Legal/Admin (30%) 3,589.00
Project Total 15,551.00
Southport Pump Station Upgrades PS_C3
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
Southport Pump Station: Replace pump with less Total Dynamic Head and increase capacity to 12,530 gpm for existing and future conditions. Less capacity needed depending on extent of R&R projects.
546
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 1,543.85
Construction Contingency (30%) 463.15
Construction Subtotal 2,007.00
Eng/CM/Legal/Admin (30%) 602.00
Project Total 2,609.00
Northport Pump Station Upgrades PS_C4
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
Northport Pump Station: Replace pumps with less Total Dynamic Head and increase capacity to 4,690 gpm for existing conditions.
547
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 2,978.46
Construction Contingency (30%) 893.54
Construction Subtotal 3,872.00
Eng/CM/Legal/Admin (30%) 469.00
Project Total 4,341.00
Largo Pump Station Upgrades PS_C5
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
Largo Pump Station: Replace pumps with less Total Dynamic Head and increase capacity to 2,170 gpm for future conditions. Less capacity needed depending on extent of R&R projects.
548
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 2,128.46
Construction Contingency (30%) 638.54
Construction Subtotal 2,767.00
Eng/CM/Legal/Admin (30%) 830.00
Project Total 3,597.00
Davis Pump Station Construction PS_N1
Project Description
Reason for Improvement
New pump station to serve Rural Core neighborhood.

Improvement Description
Davis Pump Station: Construct new pump station along Davis Road near Jefferson Boulevard with 760 gpm capacity.
549
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 900.00
Construction Contingency (30%) 270.00
Construction Subtotal 1,170.00
Eng/CM/Legal/Admin (30%) 351.00
Project Total 1,521.00
Rehab_1
Washington District Underground Utility
Infrastructure Infill and Upgrade
Project Description
Reason for Improvement
CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.

Improvement Description
Replace 5,000 feet of 8-inch and 12-inch gravity main with 8-inch and 12-inch gravity main in the vicinity of C St.
550
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 1,292.31
Construction Contingency (30%) 387.69
Construction Subtotal 1,680.00
Eng/CM/Legal/Admin (30%) 504.00
Project Total 2,184.00
Rehab_2
Largo Pump Station Tributary Area I&I
Reduction
Project Description
Reason for Improvement
Reduce high I&I levels into Largo Pump Station and retain capacity to support future development of Yarbrough Master Plan area.

Improvement Description

10.5 miles of basin-wide chemical grouting (on a 6-8 year schedule) to seal the system aginst I&I.
551
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 4,056.15
Construction Contingency (30%) 1,216.85
Construction Subtotal 5,273.00
Eng/CM/Legal/Admin (30%) 1,582.00
Project Total 6,855.00
Rehab_3
Bryte Pump Station Monitoring Site 4 I&I
Reduction
Project Description
Reason for Improvement
Reduce very high I&I levels into Bryte Pump Station from Monitoring Area 4. CCTV records also indicate poor structural condition in this area.

Improvement Description
Rehabilitation and/or repair of 3.8 miles of existing gravity mains and manholes in high I&I area of Bryte Pump Station tributary area along Michigan Boulevard. 552
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 189.23
Construction Contingency (30%) 56.77
Construction Subtotal 246.00
Eng/CM/Legal/Admin (30%) 74.00
Project Total 320.00
Rehab_4
Replacement of 6-inch Gravity Main on
Hobson Street
Project Description
Reason for Improvement
CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.

Improvement Description
Replace 1,400 feet of 6-inch diameter gravity main with 8-inch diameter gravity main in the vicinity of Hobson Street.
553
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 4,983.08
Construction Contingency (30%) 1,494.92
Construction Subtotal 6,478.00
Eng/CM/Legal/Admin (30%) 1,943.00
Project Total 8,421.00
Westmore Oaks Sewer Rehabilitation Rehab_5
Project Description
Reason for Improvement
CCTV Inspection determined that the structural condition of the gravity mains requires rehabilitation or repair to meet level of service requirements.

Improvement Description
Rehabilitate/replace 5-miles of high priority gravity main. 554
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 630.00
Construction Contingency (30%) 189.00
Construction Subtotal 819.00
Eng/CM/Legal/Admin (30%) 246.00
Project Total 1,065.00
Backyard Mains Backyard_1
Project Description
Reason for Improvement
The City has identified backyard mains as a maintenance challenge.

Improvement Description
Relocate 3,500 feet of 8-inch diameter gravity main to the public right of way near 8th Street and James Street.
555
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 3,276.92
Construction Contingency (30%) 983.08
Construction Subtotal 4,260.00
Eng/CM/Legal/Admin (30%) 1,278.00
Project Total 5,538.00
Stillwater Road Trunk Sewer Upsize GM_1
Project Description
Reason for Improvement
Gravity Main capacity increase required under Existing Conditions.

Improvement Description
Upsize 7,940 of gravity main along Stillwater Road and upstream of Northport Pump Station.
556
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 2,443.08
Construction Contingency (30%) 732.92
Construction Subtotal 3,176.00
Eng/CM/Legal/Admin (30%) 953.00
Project Total 4,129.00
Bryte Influent Sewer Upsize GM_2
Project Description
Reason for Improvement
Gravity Main capacity increase required under Existing Conditions.

Improvement Description
Upsize 3,620 of gravity main upstream of Bryte Pump Station. 557
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 1,793.85
Construction Contingency (30%) 538.15
Construction Subtotal 2,332.00
Eng/CM/Legal/Admin (30%) 700.00
Project Total 3,032.00
Stone & Park Trunk Sewer Upsize GM_3
Project Description
Reason for Improvement
Gravity Main capacity increase required under Existing Conditions.

Improvement Description
Upsize 4,810 of gravity main along Stone Blvd and Park Blvd upstream of South Pump Station.
558
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 2,865.38
Construction Contingency (30%) 859.62
Construction Subtotal 3,725.00
Eng/CM/Legal/Admin (30%) 1,118.00
Project Total 4,843.00
Linden Road Trunk Sewer Upsize GM_4
Project Description
Reason for Improvement
Gravity Main capacity increase required under Existing Conditions.

Improvement Description
Upsize 5,030 of gravity main along Linden Road upstream of Southport Pump Station. 559
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 670.00
Construction Contingency (30%) 201.00
Construction Subtotal 871.00
Eng/CM/Legal/Admin (30%) 261.00
Project Total 1,132.00
Davis FM Installation FM_1
Project Description
Reason for Improvement
Force Main required to connect new Davis Pump Station.

Improvement Description
Construct 3,960 of force main along Davis Road from the new Davis Pump Station to the LNWI Connection #1.
560
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 919.23
Construction Contingency (30%) 275.77
Construction Subtotal 1,195.00
Eng/CM/Legal/Admin (30%) 359.00
Project Total 1,554.00
Davis Trunk Sewer Installation GM_5
Project Description
Reason for Improvement
Gravity Main required to connect new Davis Pump Station.

Improvement Description
Construct 5,110 feet of gravity main in Rural Core areas. 561
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 4,630.77
Construction Contingency (30%) 1,389.23
Construction Subtotal 6,020.00
Eng/CM/Legal/Admin (30%) 1,806.00
Project Total 7,826.00
South Pump Station Upgrades PS_C1
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
South Pump Station: Replace pumps with less Total Dynamic Head and increase capacity to 4,505 gpm for existing and future conditions. Less capacity needed depending on extent of R&R projects.
562
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 7,411.54
Construction Contingency (30%) 2,223.46
Construction Subtotal 9,635.00
Eng/CM/Legal/Admin (30%) 2,890.00
Project Total 12,525.00
Bryte Pump Station Upgrades PS_C2
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
Bryte Pump Station: Replace pump with less Total Dynamic Head and increase capacity to 9,000 gpm for existing conditions. Less capacity needed depending on extend of R&R projects. This assumes that the I&I reduction project is completed and the PWWF has been reduced by that project.
563
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 9,201.54
Construction Contingency (30%) 2,760.46
Construction Subtotal 11,962.00
Eng/CM/Legal/Admin (30%) 3,589.00
Project Total 15,551.00
Southport Pump Station Upgrades PS_C3
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
Southport Pump Station: Replace pump with less Total Dynamic Head and increase capacity to 12,530 gpm for existing and future conditions. Less capacity needed depending on extent of R&R projects.
564
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 1,543.85
Construction Contingency (30%) 463.15
Construction Subtotal 2,007.00
Eng/CM/Legal/Admin (30%) 602.00
Project Total 2,609.00
Northport Pump Station Upgrades PS_C4
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
Northport Pump Station: Replace pumps with less Total Dynamic Head and increase capacity to 4,690 gpm for existing conditions.
565
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 2,978.46
Construction Contingency (30%) 893.54
Construction Subtotal 3,872.00
Eng/CM/Legal/Admin (30%) 469.00
Project Total 4,341.00
Largo Pump Station Upgrades PS_C5
Project Description
Reason for Improvement
Pump station requires capacity upgrade.

Improvement Description
Largo Pump Station: Replace pumps with less Total Dynamic Head and increase capacity to 2,170 gpm for future conditions. Less capacity needed depending on extent of R&R projects.
566
2024 Water Master Plan Update
Capital Improvement Plan Project Sheet
Project Element Estimated Cost ($1,000)
Base Construction 2,128.46
Construction Contingency (30%) 638.54
Construction Subtotal 2,767.00
Eng/CM/Legal/Admin (30%) 830.00
Project Total 3,597.00
Davis Pump Station Construction PS_N1
Project Description
Reason for Improvement
New pump station to serve Rural Core neighborhood.

Improvement Description
Davis Pump Station: Construct new pump station along Davis Road near Jefferson Boulevard with 760 gpm capacity.
567

CITY COUNCIL AGENDA REPORT
MEETING DATE: January 15, 2025 ITEM #6
SUBJECT:

CONSIDERATION OF RESOLUTION 25-11 APPROVING THE 2024 WATER MASTER PLAN UPDATE AND RESOLUTION 25-12 AMENDING THE CAPITAL IMPROVEMENT PROGRAM (CIP) AND AMENDMENT 3 WITH ZANJERO FOR ENGINEERING SERVICES FOR THE CITY OF WEST SACRAMENTO WATER MASTER PLAN UPDATE (CIP 21037) INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:

Amber Wallace, Senior Civil Engineer
Capital Projects Department
[ ] Commission [ X ] Staff
[ ] Other
ATTACHMENT X ] Yes [ ] No [ ] Information [ ] Direction [X ] Action

OBJECTIVE
The objective of this report and presentation is to provide the City Council with sufficient information to adopt Resolution 25-11 approving the 2024 Water Master Plan Update, adopt Resolution 25-12 amending the Capital Improvement Program (CIP), and approve amendment 3 to the contract with Zanjero for the Water Master Plan Update (CIP 21037).

RECOMMENDED ACTION
Staff respectfully recommends that the City Council:
1) Find that the 2024 Water Master Plan Update is within the scope of the previously certified Environmental Impact Report (EIR) prepared for the General Plan 2035, and no new or substantially more adverse impacts would occur through implementation of the proposed project. As a result, no new environmental document or analysis is required consistent with State of California Environmental Quality Act (CEQA) Guidelines Sections 15162 and 15168(c)(2)\;
2) Adopt Resolution 25-11, approving the 2024 Water Master Plan Update; and 3) Adopt Resolution 25-12, amending the Capital Improvement Program; and 4) Delegate authority to the City Manager or his designee to execute Zanjero contract Amendment 3 for $45,000; and
5) Authorize the City Manager, or his designee, to execute non-substantive changes or modifications to the contract, with approval from the City Attorney; and
6) Authorize the City Manager or his designee to execute amendments to extend the term of the contract.

BACKGROUND
The City of West Sacramento (City) previously updated its Water Master Plan in 2017 (the 2015 Master Plan).

The plan 2015 Master Plan was approved by City Council in November 2017.

Since its incorporation in 1987, the City of West Sacramento (City) has provided water service to its customers through the City’s Public Works Department. Through historic droughts, periods of rapid population growth, and regulatory changes, the City prides itself on maintaining reliable high quality water service. Today, the City serves treated surface water from the Sacramento River watershed to a diverse and growing population of approximately 55,000 residents, and a variety of industrial and commercial customers.

This Water Master Plan (“Master Plan”) is the crucial document that guides the City’s water system capital program to serve the existing and future needs for the City’s customers. Key goals of the Master Plan include maintaining reliable water service, improving water service in currently underserved neighborhoods of the City, replacing aging infrastructure, preparing for new economic development, improving reliability and resiliency, managing infrastructure improvements in a cost effective and responsible manner, and facilitating interdepartmental coordination within the City.

ANALYSIS
The City identified robust inter-departmental collaboration as a key element in developing the Master Plan. By incorporating input from City staff in areas such as land use planning, economic development, infrastructure conditions, and long-term water supply strategy, the updated Master Plan can more effectively address the development and resilience needs of the City.
568
Water Master Plan Update
January 15, 2025

Page 2 ends

This Master Plan update is designed to be consistent with the City’s other key planning documents, most notably the adopted General Plan. With these considerations in mind, the Master Plan can holistically address the City’s water supply needs. While the City has a large number of developable parcels capable of accommodating thousands of new residents and millions of square feet of non-residential uses, there remains uncertainty about how quickly the City will grow in the future. Therefore, the Master Plan must be flexible to adequately prepare the City for a range of possible growth rates. To achieve this, the updated Master Plan process incorporates a “Triggering Approach”, which will allow infrastructure improvements to be implemented flexibly as growth occurs.

This methodology enables the City to prepare for ultimate buildout, as envisioned by the adopted General Plan, and the projected water system infrastructure requirements.

The Master Plan presents recommended improvements for existing infrastructure and new infrastructure to support development. Existing infrastructure improvements involve the orderly and proactive replacement and refurbishment of the City’s water assets to ensure reliable operations. These improvements will be programed into the CIP and used to secure the necessary funding through the rate study, grants, loans, and other mechanisms. The projects will be prioritized and implemented on an ongoing basis.

The development-based projects are those that are “triggered” to serve new developments. The Master Plan identifies these expansion needs to ensure the orderly growth of the system but does not specify when the improvements should be implemented. Each specific improvement will be triggered by the respective development’s water demands. The City will address each project as it is requested and will work with the developer to identify funding responsibilities and requirements.

The amendment will cover the closeout and finalization of the 2024 Water Master Plan Update, as well as implementation support. Implementation support includes assistance with the upcoming water rate study and staff training as needed.

Environmental Considerations
The 2024 Water Master Plan Update is within the scope of the Environmental Impact Report (EIR) prepared for the West Sacramento 2016 General Plan Update, and no new or substantially more adverse impacts would result from the implementation of the Master Plan. As a result, no new environmental document is required, consistent with State CEQA Guidelines Section 15168 (c)(2). Projects under the Master Plan will be evaluated at the project-level, pursuant to CEQA requirements, as they are authorized. If necessary, subsequent/tiered environmental analysis of each project will be conducted prior to implementation.

Commission Recommendation
Staff reviewed the Water Master Plan with the Environment and Utilities Commission on December 10, 2024.

Strategic Plan Integration
Not applicable.

Alternatives
The City Council may do the following:

1. Approve the Water Master Plan Update and the related Resolution and Amendments.

2. Delay the approval of the items listed in this Agenda Report.

3. Deny approval of the items listed in this Agenda Report.

Staff recommend Alternative 1. The Water Master Plan Update supports the City’s water purveyor responsibilities.

Coordination and Review
The 2024 Water Master Plan Update is being coordinated with the Public Works, Fire, Community Development, Economic Development & Housing, Capital Projects and Finance departments.

Budget/Cost Impact
The 2024 Water Master Plan Update is funded under CIP 21037 with an approved budget of $801,246. Staff originally estimated $100,000 for staff time. Currently, staff time costs total $100,000, and the indirect cost allocation (ICAP) charges total $110,000. Therefore, staff is requesting an additional $175,000 in appropriations to cover $45,000 for contract amendment 3 and $130,000 for staff time/ICAP to cover the already incurred costs, close out the project, and provide training. The additional funds are proposed to transfer from the completed State Streets Water Rehabilitation project which has sufficient remaining water funds available. 569
Water Master Plan Update
January 15, 2025

Page 3 ends

Table 1 – CIP 21037 Water Master Plan Update
Appropriations Amount
FY 21/22 Water Impact Fee (Fund 507) $500,000.00
FY 22/23 Water Impact Fee (Fund 507) $174,733.00
FY 23/24 Water Impact Fee (Fund 507) $126,513.00
Total Appropriations $801,246.00
Additional Costs
Staff Time $130,000.00
Zanjero Amendment 3 $45,000.00
Total $175,000.00

ATTACHMENTS

1. Resolution 25-11

2. Resolution 25-12A

3. CPE22-235 Zanjero Amendment 3

4. 2024 Water Master Plan Update dated October 3, 2024
570
Attachment 1
RESOLUTION 25-11

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO

APPROVING THE WATER MASTER PLAN UPDATE
WHEREAS, the City is responsible for updating the Water Master Plans which include establishing a capital improvement program which updates aging infrastructure and plan for growth; and
WHEREAS, the last Water Master Plan was updated in 2017; and

WHEREAS, the Water Master Plan will provide a guideline in determining sewer rates; and
WHEREAS, the City’s Water Master Plan Update was reviewed with the EU Commission on December 9, 2024; and
WHEREAS, the City Council has considered all information related to this matter, as presented at the public meetings of the City Council identified herein, including any supporting reports by City staff, and any other information provided during public meetings.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of West Sacramento as follows:

1. The City Council hereby approves the 2024 Water Master Plan Update, prepared by Zanjero Inc.;

2. The City Council hereby authorizes the City Manager, or his designee to take actions necessary to implement the 2024 Water Master Plan Update;

3. The City Council hereby authorizes the City Manager, or his designee to make minor changes to the 2024 Water Master Plan Update that in substantial conformance with the approved plan;

4. The City Council hereby finds that the facts set forth in the recitals to this Resolution are true and correct and establish the factual basis for the City Council’s adoption of this Resolution

5. This Resolution shall take effect immediately upon its adoption.

PASSED AND ADOPTED by the West Sacramento City Council this 15th day of January 2025, by the following vote:

AYES:

NOES:

ABSENT:

Martha Guerrero, Mayor
ATTEST:

Jennifer Cusmir, City Clerk
571
Attachment 2
RESOLUTION 25-12

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF WEST SACRAMENTO

APPROVING THE AMENDMENT TO THE CAPITAL IMPROVEMENT PROGRAM (CIP) FOR THE 2024/2025 FISCAL YEAR TO ADD $175,000 TO THE WATER MASTER PLAN UPDATE (CIP# 21037)
WHEREAS, the City Council approved the Water Master Plan Update project in 2021/22 with an initial appropriation of $500,000 in Water Impact Fee Funds; and WHEREAS, the City Council approved additional funding of $174,733 in FY 2022/23 and $126,513 in FY 2023/24, bringing the total project budget to $801,246; and WHEREAS, the City’s Water Master Plan Update took more work than anticipated due to lack of historical data, creating an updated land use memo which took more time and effort for City Staff; and
WHEREAS, additional funding of $175,000 is needed for staff time and contract costs and CIP 21021 (State Streets Water Rehab) has been completed and has sufficient remaining funding available to transfer to this project; and
WHEREAS, the City’s Water Master Plan Update is ready to finalize including rate study support, staff training; and
WHEREAS, the City Council has considered all information related to this matter, as presented at the public meetings of the City Council identified herein, including any supporting reports by City staff, and any other information provided during public meetings.

NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of West Sacramento as follows:

1. The City Council hereby approves amendment to the Capital Improvement Program (CIP) for the 2024-25 fiscal year as listed below.

SOURCES
$175,000 507-9621-4990/21037-4990 Transfer in from 21021 $175,000 507-9621-5530/21021-5800 State Streets Water Rehab $175,000 TOTAL SOURCES
USES
$175,000 507-9621-5950/21021-5950 Transfer out to 21037 $175,000 507-9621-5530/21037-5800 Water Master Plan Update $175,000 TOTAL USES
*Note: Interfund transfers not included in total to avoid duplication of total cost.

2. The City Council hereby finds that the facts set forth in the recitals to this Resolution are true and correct and establish the factual basis for the City Council’s adoption of this Resolution.

3. This Resolution shall take effect immediately upon its adoption.

PASSED AND ADOPTED by the West Sacramento City Council this 15th day of January 2025, by the following vote:
572
Resolution 25-12

Page 2 ends

AYES:

NOES:

ABSENT:

Martha Guerrero, Mayor
ATTEST:

Jennifer Cusmir, City Clerk
573
Zanjero Inc.

CPE22-235 Water Master Plan Update
Expires 08/17/2025
AMENDMENT NO. 3
to the

CONTRACT FOR SERVICES
between the

CITY OF WEST SACRAMENTO
And
Zanjero Inc.

Dated August 17, 2023
This Amendment No. 3 to the Contract for Services between the City of West Sacramento and Zanjero Inc. dated August 17, 2023, is made and entered into this on January 15, 2025.

Except as expressly amended herein, the August 17, 2023 Contract for Services is in full force and effect.

RECITALS
Zanjero Inc. is providing engineering services to the Water Master Plan Update and is Requesting funds to complete additional work requested by the City.

WHEREAS, Additional effort is needed to finalize the project including rate study support, and staff training; and
WHEREAS, the City and Consultant desire to amend said contract.

NOW, THEREFORE, IT IS MUTUALLY AGREED by parties hereto to amend said agreement as follows:

I. SCOPE OF SERVICES:

The scope of services as set forth in the Contract for Services dated August 17, 2023, shall be revised to reflect the additional scope as outlined in Attachment 1.

II. COMPENSATION:

The compensation as set forth in the Contract for Services dated August 17, 2023, shall be revised and increased by $45,000.

IN WITNESS WHEREOF the parties hereto have executed this Agreement as the date herein set forth.

CITY OF WEST SACRAMENTO
By:

Amanda Berlin, Assistant City Manager
Zanjero, Inc.

By:

Gwyn-Mohr Tully, J.D., Principal

APPROVED AS TO FORM
By:

Jeffrey Mitchell, City Attorney
ATTEST:

By: ________________________________________________________ Jennifer Cusmir, City Clerk 574 December 9, 2024
Amber Wallace
Senior Civil Engineer
1110 W. Capitol Ave, 1st Floor
West Sacramento, CA. 95691
Subject: Water Master Plan Amendment 3
Dear Ms. Wallace,
Zanjero, Inc. is near completion of developing the City’s Water Master Plan under contract dated August 17, 2022 (Contract). The contract scope of work (listed in Contract Exhibit A) provides the tasks and efforts to complete the master plan. The scope of work was developed and proposed in Zanjero’s proposal based on the scope of work that was requested in the City’s Request for Proposals.

As the project nears completion, we and the City have identified additional tasks and efforts to enhance the master plan deliverable, as well as provide continuing support to prioritize near term CIP implementation and funding strategies. The following lists the additional tasks and budgets requested in the amendment.

Scope of Work
Amendment 3 Task 1 – Master Plan Finalization. Zanjero will address additional comments to the draft documents, attend and participate in additional document reviews and meetings, and update the master plan documents accordingly in discussion with City staff. This also includes adding additional recommendations to the master plan as discussed with the City to include non-capital based efforts such as operational and maintenance programs, regulatory reporting programs, infrastructure security programs, inter-departmental planning document coordination, and others. Task budget is $15,000 and assumes minimal changes are required from the Admin Draft presented to the City Council. Zanjero will charge per the time and materials requirements per the Contract for these efforts. Zanjero will notify the City of budget status on a monthly effort. Additional scope and budget will be required to make significant changes to the planning process, results, or documents.

Amendment 3 Task 2 – CIP Implementation Support. Zanjero will work with City staff to assist in the near-term CIP implementation priorities and support. We will help develop the project list and priorities for the near-term CIP scheduling, including considerations with the Sewer Master Plan priorities and other projects contemplated by the City. This also include providing support and assistance during the upcoming rate study project. As actual efforts and schedule 575
will depend on other City efforts, this task assumes an upper budget of $30,000. Zanjero will charge per the time and materials requirements per the Contract for these efforts. Zanjero will notify the City of budget status on a monthly effort.

Amendment 3 is requesting an additional $45,000 for a total new project budget of $720,281.

We look forward to our continued work with the City’s team on this Water Master Plan project and are available to discuss any questions or other considerations you may have regarding this proposed amendment.

Sincerely,
Jim Crowley, P.E.

Principal, Zanjero Inc.
701 University Ave, Ste 205
Sacramento, CA 95825
[email protected]
(916) 204-6011
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Acknowledgements
City of West Sacramento Project Team
Amber Wallace - Project Manager
David Tilley
Mark Collier
Ariana Adame
William Roberts
Traci Michel
Andrea Ouse
Chris Kania
Robert Santos
David Wong
Bryan Jonson
Kevin Jones
Candido Ramirez
Daniel Berumen
Timothy Spinelli
James Gray
Mark Polhemus
Cierra Scriven
Brian Coward
Joseph Voral
Gary Predoehl
Katie Yancey
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Table of Contents
Executive Summary
Chapter 1 - Introduction
Chapter 2 - Planning Area Characteristics
Chapter 3 - Water Demand Projections
Chapter 4 - Water Supply
Chapter 5 - Water System Hydraulic Analysis
Chapter 6 - Condition Assessment and Reliability
Chapter 7 - Capital Improvement Program
List of Appendices
Appendix A - Land Use Technical Memorandum
Appendix B - Demand Analysis Technical Memorandum
Appendix C - Hydraulic Model Technical Memorandum
Appendix D - Condition Assessment Technical Memorandum
Appendix E - Project Sheets
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List of Tables
Table 2-1 Historic Growth Rates
Table 2-2 Summary of Growth Projections
Table 3-1 Number of Active Customer Account by Type
Table 3-2 Customer Category Demand Factors
Table 3-3 Historic Water Loss
Table 3-4 Near Term Scenario Projected Water Demand
Table 3-5 General Plan 2035 Scenario Water Demand
Table 3-6 Buildout Scenario Projected Water Demand
Table 5-1 City of West Sacramento Water System Modeling Operational Parameters Table 5-2 Growth Scenario Projected Demands
Table 5-3 Existing System Recommended Projects
Table 5-4 Near-Term Recommended Projects
Table 5-5 GP 2035 Recommended Projects
Table 5-6 Ultimate Buildout Recommended Projects
Table 5-7 Recommended Projects Per Growth Scenario
Table 6-1 Asset Description and Replacement Recommendations Table 7-1 Full Recommendations - Conveyance & Operations Table 7-2 Full Recommendations - Service Distribution
Table 7-3 Full Recommendations - System Deficiency
Table 7-4 Full Recommendations - Condition Assessment
Table 7-5 Full Recommendations - Reliability & Redundancy Table 7-6 Full Recommendations by Growth Scenario
Table 7-7 Recommended Five Year CIP
List of Figures
Figure 2-1 Areas of Analysis and Sub-Analysis
Figure 2-2 Developed Parcels by Land Use
Figure 2-3 Developable Parcels by Land Use
Figure 2-4 Summary of Residential Growth Projections
Figure 2-5 Summary of Non-Residential Growth Projections Figure 3-1 Recent Total Historic Water Demand
Figure 3-2 Current and Projected Water Demand (2022 - Ultimate Buildout) Figure 5-1 West Sacramento Water System Schematic
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Figure 5-2 Existing Water System
Figure 5-3 Existing Water System Recommended Improvements Figure 5-4 Existing Water System & System at Ultimate Buildout Figure 5-5 Existing Water System & Near Term Development Figure 5-6 Near-Term Water System & GP2035 Development
Figure 5-7 GP2035 Water System & Ultimate Buildout Development Figure 5-8 Existing Water System & Future System Improvements 582
Executive Summary ES-1

EXECUTIVE SUMMARY
Since its incorporation in 1987, the City of West Sacramento (City) has provided water service to its customers through the City’s Public Works Department. Through historic droughts, periods of rapid population growth, and regulatory changes, the City has prided itself on maintaining reliable high quality water service. Today, the City serves treated surface water from the Sacramento River watershed to a diverse and growing population of approximately 55,000 residents and a variety of industrial and commercial customers.

This Water Master Plan (“Master Plan”) is the crucial document that guides the City’s water system capital program to serve the existing and future needs for the City’s customers. Key goals of the Master Plan include maintaining reliable water service, improving water service in currently underserved neighborhoods of the City, replacing aging infrastructure, preparing for new economic development, improving reliability and resiliency, managing infrastructure improvements in a cost effective and responsible manner, and facilitating inter-departmental coordination within the City.

1.1 Master Plan Approach
The City identified a robust inter-departmental collaboration as a key element in developing the Plan. By incorporating City staff input in subject areas such as land use planning, economic development, infrastructure facility conditions, and longterm water supply strategy, the updated Master Plan document can better address the development and resilience needs of the City.

This Master Plan update is designed to be consistent with the City’s other key planning documents, most notably the City’s adopted General Plan. With these considerations ES
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in mind, it is possible for this Master Plan to holistically address the water supply needs of the City.

While the City has a large number of developable parcels capable of accommodating thousands of new residents and millions of square feet of nonresidential uses, there remains uncertainty about how quickly the City will grow in the future. The
Master Plan must therefore be flexible in order to
adequately prepare the City for a range of possible
growth rates. To achieve this, the updated Master
Plan process incorporates a “Triggering Approach”
which will allow infrastructure improvements to be
implemented flexibly as growth occurs. This
methodology allows the City to prepare for
ultimate buildout as envisioned by the adopted
General Plan and the projected water system
infrastructure requirements.

1.2 Land Use and Development Areas
The Master Plan process began with an extensive review of the land use planning and development documents and data, including the existing General Plan and Housing Element. Working together with each respective City department, the process developed an understanding of near-term and longer-term development plans and characteristics. As expected, the majority of new growth is projected for the south portion of the City. However, there are also infill and redevelopment projects on the riverfront areas and the industrial areas. Current (2023) developed parcels and expected areas of development/redevelopment are shown in Figure ES-1. The Planning process utilized three future scenarios:

1. Near-Term – likely new development based on existing permitting and planning process,

2. General Plan 2035 (GP 2035) – buildout identified in the General Plan as 2035, but utilized in this process as a waypoint of development, not a date in time, and

3. Ultimate buildout (UBO) – full buildout of the General Plan land use assignments.
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1.3 Existing and Ultimate Buildout Water System
The developed land use information is used to calculate future probable water demands and subsequent infrastructure requirements. Projected water demands for each of the future scenarios is presented in Figure ES-2. Note these demand projections reflect the City’s existing land use planning. The City’s unique location between agriculture, industry, and municipal landscapes elevate its profile in attracting unique developments or customers not yet identified that may increase projected demands.

Figure ES-2 - Water Demand Projections
Projected water demands are loaded into the hydraulic model to determine system infrastructure needs and sizing. The Master Plan approach projected the required fully expanded water system at UBO. The City will use this build-out system projection to support orderly expansion of the system as development triggers occur. Figure ES3 presents the existing system and the UBO system requirements as currently projected.
-
5,000
10,000
15,000
20,000
25,000
Current (2022) Near Term GP 2035 Buildout
Demand AFY
Total System Demand, Acre Feet per Year (AFY)
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1.4 5-Year Capital Improvement Plan
A 5-year CIP is developed based on the current understanding of the existing water system needs and probable near-term growth. As stated earlier, the growth-based projections rely on the triggering event of a development occurring. Eventually, the system will be expanded per the UBO recommendations, but the order of expansion is still development-dependent. The team worked closely with each respective City department to identify the near-term system needs based on the existing system condition and in-progress developments to identify capital projects and efforts for the next five years. The 5-Year CIP can be easily modified over time with updated land use projections, water demands, and supply sources with the included GISbased demand projection and hydraulic modeling tools. The 5-Year CIP also addresses the City’s supply reliability and security needs by investigating backup supply options and needs.

The 5-Year CIP is divided into two main parts; Non-Development and Development based Projects as presented in Table ES-1. Non-Development projects address the existing system needs and reliability and redundancy enhancements. Development based projects address the expansion of the system to serve new developments.

This recommended CIP should be incorporated into the City’s existing CIP and financial planning process to identify logical scheduling and prioritization of these projects over the next five years.

1.5 Using the Master Plan and Supporting Tools
This Master Plan is intended to function as a dynamic process. The Master Plan process consists of demand analysis, demand projection, system evaluation, and CIP tools that will allow the City to efficiently track progress and update CIP needs on an ongoing basis. The approach is well suited for the development-based growth projected in the City’s planning documents. The City will be able to adjust and modify its CIP needs in line with actual versus planned development. Zanjero has provided the City with this Master Plan document and its exhibits, as well as the Water Demand Projection Tool and the hydraulic model. Taken together, these resources will allow the City to manage its water system planning accurately and adaptively. These resources can be continually updated and thereby streamline future planning efforts.

It is anticipated that this dynamic approach will allow the City to effectively use upto-date information between comprehensive updates to the Master Plan and enjoy cost savings in all future updates to the Master Plan.
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Table ES-1 - Recommended Five Year CIP
Project ID Description Triggering Event/Notes Estimated Costs, $1,000
Non-Development Based Projects
T-2
PSIP - City CIP 1241 (PSIP Pump Station Rehab
Complete Assessment/Preliminary Design), Backup
Generator, and Tank & BPS Replacement
Existing condition of the PSIP tank and BPS in need of
replacement $10,140
CA-1 Bridge District Tank - Backup Generator Condition assessment recommendations. $195 CA-2 Bridgeway Lakes Tank - Recoating, Site Security and Chemical Tanks Bracing Condition assessment recommendations. $1,034 CA-3 Carlin Tank - Site Security and Chemical Tanks Bracing Condition assessment recommendations. $205 CA-4 Central Tank - Recoating (City CIP 1236), Altitude Valve, Enclosure, CP System and Site Security Condition assessment recommendations. $3,016 CA-5 Northeast Tank - Altitude Valve, City CIP (Northeast Tank Rehab/Recoating), Enclosure, and Site Security Condition assessment recommendations. $247 CA-6 Oak Street Tank - Enclosure and Site Security Condition assessment recommendations. $247 CA-8 IBPS - Site Security (Video Camera System) Condition assessment recommendations. $33 CA-9 GKWTP - Actuators Replacement & City CIPS 1238 /
20224/ 22034 / 22036 / 22046/ 22061/ 22063 Condition assessment recommendations. $28,820 FF-1
through
FF-25
Model-identified fire flow improvements City to prioritize in coordination with RR-1 Annual Pipeline Replacement Program.

Included in
RR-1
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Table ES-1 - Recommended Five Year CIP, continued
Project ID Description Triggering Event/Notes Estimated Costs, $1,000
RR-1 Annual Pipeline Replacement Program.

City to replace pipelines on an annual basis as prioritized by operational, maintenance, and engineering inputs.

Fire flow projects can be included in this prioritization process.
$44,550
($8.91M/yr)
RR-2 Emergency Supply Connection with City of Sacramento Study only, full capital cost to be determined based on recommended project. $500
RR-3 Groundwater Backup Supply Study only, full capital cost to be determined based on recommended project. $300
RR-4 North to South System Redundancy Study only, full capital cost to be determined to be determined based on recommended project. $200
Non-Development Based Projects Subtotal: $89,487
+ RR 2-4 TBD
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Table ES-1 - Recommended Five Year CIP, continued
Project ID Description Triggering Event/Notes Estimated Costs, $1,000
Development-Based Projects
T-1 Installation of a 2.1 MG tank near the Liberty
Development.

System storage deficit of 1.93 MG in the Southport Area needed for the Liberty Specific Plan. $8,873
TM-1 Approximately 5,700 LF of 20” main on Jefferson Blvd from Davis Rd to Southport Pkwy
Southport Expansion (Yarbrough and River Park
Developments). $8,654
TM-2 Approximately 5,100 LF of 16” main on Bevan Rd from Jefferson Blvd to Village Pkwy Southport Expansion (River Park Development). $6,206 TM-3 Approximately 6,100 LF of 16” main on Village Pkwy from the Clarksburg Branch Line Trail to Davis Rd Southport Expansion (River Park Development). $6,705 TM-4 Approximately 5,300 LF of 16” main on Village Pkwy from Linden Rd to the future Liberty Dr. Southport Expansion (Liberty Development Phase 1). $6,461 TM-5 Approximately 2,300 LF of 16” main on Village Pkwy from the future Liberty Dr1 to Bevan Rd. Southport Expansion (River Park Development). $2,884 DM-1 Approximately 5,700 LF of 20” main on Jefferson Blvd from Davis Rd to Southport Pkwy
Connecting homes currently supplied by private wells
into the distribution system. $700
Development-Based Projects Subtotal: $40,483
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Introduction 1-1

INTRODUCTION
Since its incorporation in 1987, the City of West Sacramento (City) has provided water service to its customers through the City’s Public Works Department. Through historic droughts, periods of rapid population growth, and regulatory changes, the City has prided itself on maintaining reliable high quality water service. Today, the City serves treated surface water from the Sacramento River watershed to a diverse and growing population of approximately 55,000 residents and a variety of industrial and commercial customers.

This Water Master Plan (“Master Plan”) is the crucial document which will guide the City’s management of its water system to serve the existing and future needs for the City’s customers. Key goals of the Master Plan include maintaining reliable water service, improving water service in currently underserved neighborhoods of the City, replacing aging infrastructure, preparing for new economic development, improving reliability and resiliency, managing infrastructure improvements in a cost effective and responsible manner, and facilitating interdepartmental coordination within the City.

1.1 Master Plan Approach
The City’s last comprehensive update to its Water Master Plan was completed in 2015.

While the previous Master Plan guided many needed improvements to the City’s system, it was a challenge to balance competing infrastructure priorities in the context of uncertainty around the scope and timing of future development. For the current comprehensive Master Plan update, the City identified much more robust inter-departmental collaboration and buy-in as a key way to improve the usefulness Chapter 1
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of the Plan. By incorporating City staff input in subject areas such as land use planning, economic development, infrastructure facility conditions, and long-term water supply strategy, the updated Master Plan document can better address the development and resilience needs of the City.

This Master Plan update is designed to be consistent with the City’s other key planning documents, most notably the City’s adopted General Plan. With these considerations in mind, it is possible for this Master Plan to holistically address the water supply needs of the City.

While the City has a large number of developable parcels capable of accommodating thousands of new residents and millions of square feet of nonresidential uses, there remains uncertainty about how quickly the City will grow in the future. The Master Plan must therefore be flexible in order to adequately prepare the City for a range of possible growth rates. To achieve this, the updated Master Plan process incorporates a “Triggering Approach” which will allow infrastructure improvements to be implemented flexibly as growth occurs. This methodology allows the City to prepare for ultimate buildout as envisioned by the adopted General Plan and the projected water system infrastructure requirements.

1.2 City Setting and Planning Context
The area that is now the City of West Sacramento
was originally developed as the unincorporated
community of East Yolo, with water service provided
by the East Yolo Community Services District (CSD).

East Yolo CSD was primarily supplied by
groundwater wells. The City incorporated in 1987
and began operating the Bryte Bend Water
Treatment Plant (WTP) the following year, allowing
West Sacramento residents to receive surface
water for the first time. Since the 1980s, the City has gradually transitioned from being supplied entirely
by groundwater to being supplied mostly by surface
water rights originating from the Sacramento River.

While the vast majority of the water supply comes from
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may supply raw water into its delivery system as well as a few raw water irrigation wells used at parks and for some of the community aesthetic residential lakes.

As the City has grown, its needs have expanded beyond the capabilities of its water system as originally designed. Today, the City lacks redundancy in case of failure in multiple key aspects of its water system. The City’s most important water rights and entitlements contain regulatory restrictions that sometimes limit the water supply legally available to the City. The Bryte Bend WTP is the City’s only operational water treatment plant. The City is effectively an island when it comes to water service, with no interties connecting the City to neighboring water systems in the case of an emergency or outage. Given the City’s reliance on surface water from the Sacramento River watershed, the City is also vulnerable to future regulatory changes including those related to Bay-Delta water quality. Considering these challenges, it is critical for the Master Plan to prepare the City to be more resilient in future while also preparing the City for economically beneficial growth.

1.3 Process Approach and Supporting Tools
This Master Plan is intended to function as a dynamic process, and not just a static document. The Master Plan process consists of demand analysis, demand projection, system evaluation, and CIP tools that will allow the City to efficiently track progress and update CIP needs on an ongoing basis. The approach is well suited for the development-based growth projected in the City’s planning documents. The City will be able to adjust and modify its CIP needs in line with actual versus planned economic-based development. Zanjero has provided the City with this Master Plan document and its exhibits, as well as the Water Demand Projection Tool. Taken together, these resources will allow the City to manage its water system planning accurately and adaptively. These resources can be continually updated and thereby streamline future planning efforts. It is anticipated that this dynamic approach will allow the City to effectively use up-to-date information between comprehensive updates to the Master Plan and enjoy cost savings in all future updates to the Master Plan.
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Planning Area Characteristics 2-1

PLANNING AREA

CHARACTERISTICS
This chapter provides a description of the City’s water service area and capacity for growth, including demographics. A more detailed description of the methodology and findings of this analysis is provided in the Land Use Technical Memorandum, included as Appendix A of this Plan. The projections described in the Chapter have been provided to the City in GIS format for use in implementation of the Master Plan.

2.1 Current Water Service Area
The City of West Sacramento is located in Yolo County, California, immediately west of the City of Sacramento across the Sacramento River. The City encompasses approximately 22 square miles, with its historic core located in the northern portion of the City, near Tower Bridge. The southern portion of the City (known as Southport) was originally rural and agricultural in nature but experienced a residential construction boom beginning in the early 2000s. Since 2000, significant redevelopment has also occurred along the City’s riverfront in the Washington and Bridge District neighborhoods.

Currently, the City’s land use can be characterized as primarily residential and industrial, with commercial development concentrated along major thoroughfares.

Most land available for new development is located in Southport or the riverfront. The existing water system does not yet extend to all of Southport. There is a contrast between land uses north and south of the Port, with northern areas of the City tending to consist of older construction with some recent infill. The greatest concentration of future infill in the northern portion of the City will be along the riverfront, within the areas covered by the Bridge District and Washington Specific Plans. According to CalEnviroScreen, much of the northern portion of the City is economically Chapter 2
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disadvantaged.1 Southport, by contrast, contains rural residential areas and many newly constructed neighborhoods, none of which are economically disadvantaged.2 A significant portion of the currently rural areas in Southport are expected to be developed under Specific Plans into mixed-use communities that will be primarily residential. Future land use changes will affect the expansion of the water system and the need to replace or improve infrastructure within the City’s existing developed footprint.

Within the City, there are a number of major geographic features which divide various neighborhoods from one another and affect the connectivity of water infrastructure, including the Deep-Water Ship Channel, various railroad corridors, Highway US 50, and Interstate 80. From a water planning perspective, the Union Pacific Railroad and the Deep-Water Ship Channel are most significant. The Union Pacific Railroad represents the northern boundary for the place of use for the City’s North Delta Water Agency (NDWA) contract, which is among the City’s most reliable supplies of water.

City customers north of the Union Pacific Railroad cannot be served with NDWA water.

The Deep-Water Ship Channel also represents an important division within the City because the existing water system has only two crossing points. To refine the land use analysis presented in this Master Plan, the City was also divided into three “districts” by the Union Pacific Railroad and the Deep-Water Ship Channel, as shown in Figure 2-1.

2.2 Population Trends
The recent historic growth of the City was examined to lend context to the consideration of future growth. Using data from the CA Department of Finance (DOF) and US Census Bureau, decadal growth rates from 2000 to 2020 were calculated (Table 2.1). The data show that while the City experienced rapid growth (above four percent annually) from 2000 to 2010, that growth has slowed since 2010 (approximately one percent). As of the 2020 census, the City had a population of 53,915 occupying 19,550 housing units.
1 https://oehha.ca.gov/calenviroscreen/sb535 2 https://oehha.ca.gov/calenviroscreen/sb535 596
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Figure 2-1 - Areas of Analysis and Sub-Analysis
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Table 2-1 - Historic Growth Rates
Metric 20001 20102 20203
Population 31,615 48,744 53,915
Annual Growth rate 4.4% 1.0%
Housing Units 12,133 18,681 20,245
Annual Growth rate 4.4% 0.8%
Occupied Housing Units 11,404 17,421 19,550
Annual Growth rate 4.3% 1.2%
Vacancy Rate 6.0% 6.7% 3.4%
Household Size 2.75 2.78 2.74
Data sources: 1. CA Dept of Finance; 2. CA Dept of Finance; 3. US Census

2.3 Existing Development Analysis
To evaluate current land use and water use patterns, an existing development analysis was conducted based on water meter data and aerial imagery. The existing development analysis is of fundamental importance to water resource planning, both for accurately assessing current water demand trends and predicting future changes in demand, such as those caused by infill and new “greenfield” development. The City includes many parcels where development or re-development is expected within the planning horizon of its Master Plan, so accurately anticipating land use changes will allow the City to provide infrastructure that is appropriate for planned development.

Zanjero performed the existing development analysis based on water meter data from 2021 and aerial imagery to determine what parcels in the City were built and occupied, built but not occupied, or yet to be developed. Using both the history of water service and aerial imagery, the development condition of the City at a parcel level was estimated. Maps depicting the developed and developable parcels in the City with their respective land uses are presented in Figures 2-2 and 2-3.

In order to support the water demand analysis described in the next chapter, it was also necessary to estimate the number and location of existing dwelling units in the City, to form a baseline from which future growth scenarios could be projected. The number of existing dwelling units on the “Developed Parcels” shown in Figure 2-3 was estimated using water meter data, aerial imagery, Yolo County Tax Assessor Records, and publicly available property information. In total as of 2022, the City is estimated to have 14,027 single family homes and 6,199 multifamily dwelling units, for a total of 20,226 housing units across all land use types throughout the City. 598
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Figure 2-2 - Developed Parcels by Land Use
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Figure 2-3 - Developable Parcels by Land Use
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2.4 Future Growth Projections
It is assumed that the vast majority of new
development will occur on currently vacant parcels.
3 The Master Plan’s assumptions about the type and
pace of development have been guided by the City’s
General Plan Housing Element. While the Master Plan
does not attempt to forecast the location of new
development with parcel-level precision, these
projections are of sufficient accuracy to guide the
development of the Master Plan and CIP.

To reflect the various development levels the City may
experience, development scenarios were created and
modeled. The first scenario is a Current Conditions
Scenario, reflective of the level of development the
City had as of 2022. The Current Conditions serve as a baseline from which future development can be projected.

The next Scenario is Ultimate Build Out (UBO), defined as when the City achieves the planned land use for all its parcels. The UBO horizon does not have a date assigned to it but is critical to consider when designing CIP phasing and capacity.

The next two development scenarios are intended to represent interim “waypoints” between current conditions and UBO, reflecting likely growth over the planning period of the Master Plan. These scenarios are called Near-Term and General Plan 2035.

The Near-Term Scenario was created based on a list of development projects provided by City Staff that are expected to be constructed within the next few years.

These developments include projects currently under construction, approved by the City, under review by the City’s Planning Division, or Specific Plan developments in progress. It is assumed these projects will be constructed soonest and will therefore be most likely to add new water demand to the City in the near term.

The second waypoint development scenario is General Plan 2035, which is designed to exhibit consistency with the City’s adopted General Plan growth rate, especially the 3 The major exception to this assumption is the Pioneer Bluff neighborhood, which is currently dominated by industrial uses but is designated for redevelopment into Waterfront Mixed Uses similar to those currently being developed in the nearby Bridge District. The redevelopment of Pioneer Bluff is expected to occur sometime after 2035 and is included in the Water Master Plan’s Ultimate Buildout Scenario.
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recently updated Housing Element (2021). The foundational growth assumptions of the General Plan Housing Element (GPHE) were incorporated into this scenario and a representative set of parcels was identified that could accommodate this growth, including Major Planning Projects from the City website and master planned communities in Southport. The growth projections used in the Master Plan are summarized in Table 2.2, and Figures 2-4 and 2-5.

Table 2-2 - Summary of Growth Projections
Customer Category Existing Total in
Near-Term
Total in GP
2035
Total at
Buildout
Residential Dwelling Units
Single-Family
North 3,129 3,576 3,710 3,960
Central 2,952 3,356 4,198 7,309
South 7,946 9,228 11,345 15,775
Multi-Family 6,199 8,178 12,427 24,246
Non-Residential Acres
Commercial 545 555 668 677
Mixed-Use 339 414 514 725
Industrial 1,949 1,949 2,170 2,151
Public 760 760 775 983
Irrigation Connections
Landscape 185 192 214 246
Note: DU projections include assumed number of existing DUs on wells connecting. See Appendix B Demand Analysis Technical Memorandum for more information.
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Figure 2-4 - Summary of Residential Growth Projections
Figure 2-5 - Summary of Non-Residential Growth Projections -
2,500
5,000
7,500
10,000
12,500
15,000
17,500
20,000
22,500
25,000
27,500
Existing Total in Near Term Total in 2035 Total at Buildout Dwelling Units
Growth in Residential Dwelling Units
SFR North SFR Central SFR South MFR
-
250
500
750
1,000
1,250
1,500
1,750
2,000
2,250
2,500
Existing Total in Near Term Total in 2035 Total at Buildout Non-Residential Acres
Growth in Non-Residential Acres
Commercial Mixed-Use Industrial Public
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Water Demand Projections 3-1

WATER DEMAND

PROJECTIONS
This chapter presents analysis of the City’s past, current, and future water consumption trends and incorporates the land use analysis and growth assumptions. A more detailed description of the methodology and findings of the water demand analysis is provided in the Demand Analysis Technical Memorandum, included as Appendix B of this Plan.

3.1 Historic Trends
As of 2023, the City currently serves water to approximately 15,900 service connections, including a variety of residential and non-residential customers. Active customer accounts are grouped into the major categories and summarized in Table 3-1 for years 2015 through 2022. Specific category accounts over this time frame are affected by the City’s efforts to fully meter and update its customer category assignments, but the overall connection count has increased 2.5 percent over the last seven years.

Table 3-1 – Number of Active Customer Account by Type
Customer Class 2015 2016 2017 2018 2019 2020 2021 2022
Single-Family Residential 12,653 12,777 12,887 13,107 13,471 13,571 13,740 13,847 Multi-Family Residential 905 437 324 - - - - -
Commercial/Institutional 1,252 1,253 1,359 1,258 1,268 1,276 1,270 1,277 Industrial - - - - - - - -
Landscape Irrigation 318 325 329 336 344 355 368 380
Total 15,128 14,792 14,899 14,701 15,083 15,202 15,378 15,504 Annual total water demand (including system losses) over this time frame is shown on Figure 3-1. The City’s total water use has averaged approximately 11,180 acre-feet per year.

Demand has remained fairly stable in recent years but fluctuates slightly due to annual variability in climatic conditions, drought-related water use restrictions, and other factors.

Chapter 3
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Figure 3-1 – Recent Total Historic Water Demand (2015-2022) Since the last Water Master Plan update, the City has significantly increased the percentage of its customers receiving metered water service (as opposed to unmetered service), which allows a more accurate examination of water demand trends by customer type and location. For the first time in its history, the City can analyze water use at the parcel level for the majority of its customers.

The City uses the Springbrook Cloud Financial Platform (Springbrook) to collect water meter readings and bill customers. The water use of accounts that do not receive a bill, such as City-owned irrigation meters at parks and on street medians, are also tracked. Zanjero analyzed the Springbrook water use data for all water accounts served by the City from years 2017 through 2022 as the basis for developing the unit demand factors for the various water customer types.

Water account data is categorized into residential, non-residential, and irrigation categories per the General Plan land use associated with the account’s APN. As noted in Chapter 2, not all parcels in the City are currently used for their General Plan land use, so existing land use may differ from planned land use. To account for this variation, the existing dwelling unit analysis described in the Land Use Memo was incorporated into the demand analysis as well. Zanjero identified all residential and non-residential parcels in the City and estimated the number of dwelling units on each parcel. Single family residential parcels were differentiated from multi-family residential parcels. Using the procedure described in the above sections, customer water use records were categorized into the following classes:

Single-Family Residential, Multi-Family Residential, Commercial, Mixed-Use (non-residential), Industrial, Public & Institutional, and Landscape Irrigation. 605
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Current customer water use was analyzed using the customer categories described above, for years 2017-2022. Unit demands represent the average water use of that connection type; actual water use of any specific account may be more or less. The annual demand factors are presented in units of acre-feet/dwelling unit for the residential accounts, in acrefeet/acre for the non-residential accounts, and in acre-feet/connection for the landscape irrigation category. Unit water demand analysis results are presented in Table 3-2. Because housing characteristics vary across the different areas of the City, the analysis of SingleFamily Residential water use was split by geographic district as shown in Table 3-2. Water use is relatively similar between the north and central districts of the City but is approximately 17 percent higher per dwelling unit in the South district. Because of this difference, unique Single-Family Residential demand factors were developed for the different districts of the City. This analysis uses the six-year average unit demand factors to project future demands as described below.

Table 3-2 – Customer Category Demand Factors
Customer Category 2017 2018 2019 2020 2021 2022 Six Year Average Residential
Single-Family (AF/DU)
North 0.32 0.32 0.28 0.33 0.30 0.25 0.30
Central 0.31 0.34 0.28 0.33 0.30 0.25 0.30
South 0.35 0.37 0.33 0.39 0.36 0.31 0.35
Multi-Family (AF/DU) 0.13 0.13 0.16 0.19 0.19 0.16 0.16 Non-Residential
Commercial (AF/acre) 1.97 1.98 1.76 1.71 1.84 1.86 1.85 Mixed-Use (AF/acre) 4.52 4.49 4.31 4.88 4.51 4.04 4.46
Industrial (AF/acre) 1.08 1.07 0.95 1.28 1.07 1.12 1.09 Public (AF/acre) 0.86 1.07 0.79 1.46 0.80 0.87 0.97
Landscape Irrigation (AF/acct) 2.10 3.45 2.96 4.05 3.54 3.58 3.28 Distribution system water losses (also known as “real losses”) are the physical water losses from the City’s water distribution system up to the point of delivery to the customer’s system (e.g. up to the residential water meter). Because the City is still in the process of deploying water meters to all its customers, the City’s water loss has historically been estimated according to the American Water Works Association (AWWA) methodology. Table 3-3 presents the estimated Distribution System Losses from 2017 – 2022. The average loss of 14 percent is high, but the City believes a new production meter and full customer metering will be completed in the next few years and will provide more accurate data resulting in a lower water loss factor. It is assumed the future water loss factor is eight percent based on enhanced data collection and the new UWUO standards as discussed below. 606
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Table 3-3 – Historic Water Loss
2016 2017 2018 2019 2020 2021 2022

15.0% 15.9% 10.2% 14.0% 13.8% N/A 15.7%
Average = 14.1%
The State has established executive orders, legislation, and regulatory rulemakings1 which collectively establish a framework for urban retail suppliers like the City to use to calculate their urban water use objectives (UWUO). A UWUO is akin to a water use goal which combines standard-based “water budgets” for indoor use, outdoor use, and system water loss, as well as any appropriate variances for unique local conditions. Water suppliers are required to ensure their actual water use is less than their UWUO. The State Water Resources Control Board is expected to finalize the rulemaking framework for UWUOs by mid-2024. The major components of the UWUO are:

1. Indoor Residential Use

2. Outdoor Residential Use

3. Outdoor CII Use with Dedicated Irrigation Meters

4. Water Loss

5. Bonus Incentives for Potable Reuse
UWUOs are an evolving regulatory issue the City will continue to track. In addition, other variables may also affect unit water demands, such as Accessory Dwelling Units (ADU).

Looking forward, the City will review its demand projections within the context of all regulations and actual demands and consider adjustments to unit water demands and corresponding impacts as necessary. This planning effort includes the delivery of a GISbased demand projection tool that allows the City to update unit water demand factors, and other variables, as new information is obtained to better characterize water use per customer.

3.2 Projected Water Demands
The future customer water use projections incorporate the expected land use changes documented in Chapter 2. By applying the demand factors developed above to the number of customers expected in future, it is possible to project the City’s future water use.

Projections are provided for the following scenarios: Near-Term, General Plan 2035, and 1 Executive Order B-37-16, Senate Bill 606, Assembly Bill 1668, CWC §10609.38. 607
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Ultimate Buildout. Demand projections are parcel based and assume full water usage from each parcel per the unit demand factors.

3.2.1 Near-Term Projected Water Demand
The Near-Term water demand projection provides a waypoint appropriate for determining what infrastructure development is needed soonest in the City’s progression towards ultimate buildout. The Near-Term projected water demand was calculated by applying the City’s current demand factors to the total number of expected customers. Across all water customer types, customer demand is expected to total approximately 13,011 acre-feet per year. After accounting for eight percent water loss, the total projected demand in the NearTerm scenario is 14,143 acre-feet per year, as presented in Table 3-4.

Table 3-4 – Near-Term Scenario Projected Water Demand
Customer Category Total Customers
in Near-Term
Demand Factor,
AFY, AF/acre,
AF/conn.

Total Customer
Demand (AF)
Residential Dwelling Units
Single-Family
North 3,576 0.30 1,072
Central 3,356 0.30 1,006
South 9,228 0.35 3,250
Multi-Family 8,178 0.16 1,304
Non-Residential Acres
Commercial 555 1.85 1,029
Mixed-Use 414 4.46 1,847
Industrial 1,949 1.09 2,133
Public 760 0.97 741
Irrigation Connections
Landscape 192 3.28 629
Subtotal Demand 13,011
Distribution System Losses (8%) 1,131
Total System Demand 14,143

3.2.2 General Plan 2035 Projected Water Demand
The General Plan 2035 water demand projection provides an additional waypoint appropriate for infrastructure development in the City’s progression towards ultimate buildout. The General Plan 2035 projected water demand was calculated by applying the City’s current demand factors to the total number of expected customers. Across all water customer types, customer demand is expected to total approximately 15,710 acre-feet per year. As with the Near-Term water demand projections, a future water loss of eight percent 608
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was assumed, resulting in a total system demand of 17,076 acre-feet per year. Total projected water demands are presented in Table 3-5.

Table 3-5 – General Plan 2035 Scenario Projected Water Demand Customer Category
Total
Connections in
2035
Demand
Factor, AFY,
AF/acre,
AF/conn.

Total
Demand
(AFY)
Residential Dwelling Units
Single-Family
North 3,710 0.30 1,113
Central 4,198 0.30 1,258
South 11,345 0.35 3,996
Multi-Family 12,427 0.16 1,982
Non-Residential Acres
Commercial 668 1.85 1,237
Mixed-Use 514 4.46 2,293
Industrial 2,170 1.09 2,375
Public 775 0.97 755
Irrigation Connections
Landscape 214 3.28 702
Subtotal Demand 15,710
Distribution System Losses (8%) 1,366
Total System Demand 17,076

3.2.3 Ultimate Buildout Projected Water Demand
The same demand methodology was repeated for the buildout condition. Applying the City’s current demand factors to the new expected growth at buildout, it was possible to project the new demand that will be added to the system. Across all water customer types, total customer demand is expected to total approximately 21,405 acre-feet per year at buildout. After accounting for distribution system losses (assumed eight percent of total system demand), the total new system demand is estimated to be 23,267 acre-feet per year. As discussed above, this system loss value should be re-evaluated once the actual loss standard is finalized. These values are presented in Table 3-6. 609
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Table 3-6 – Buildout Scenario Projected Water Demand
Customer Category
Total
Customers at
Buildout
Demand Factor,
AFY, AF/acre,
AF/conn.

Total Customer
Demand (AF)
Residential Dwelling Units
Single-Family
North 3,960 0.30 1,187
Central 7,309 0.30 2,190
South 15,775 0.35 5,556
Multi-Family 24,246 0.16 3,867
Non-Residential Acres
Commercial 677 1.85 1,255
Mixed-Use 725 4.46 3,230
Industrial 2,151 1.09 2,354
Public 983 0.97 958
Irrigation Connections
Landscape 246 3.28 807
Customer Demand 21,405
Distribution System Losses (8%) 1,861
Total System Demand 23,267
Current water demand (2022) and projected water demands for each planning scenario are shown on Figure 3-2.

Figure 3-2 – Current and Projected Water Demand (2022 – Ultimate Buildout) -
5,000
10,000
15,000
20,000
25,000
Current (2022) Near Term GP 2035 Buildout
Demand AFY
Total System Demand
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3.2.4 Water Demand Projections and Modeling
Demand projections for each planning scenario are utilized in the hydraulic model to identify system performance and needed enhancements. A parcel-level database of the City was created for each of the planning scenarios. In addition to the many parcel-based attributes already maintained by the City, the database includes the planning scenario, assumed development (DUs, acreage, mixed), and unit demand factors. Modeling efforts then import the desired scenario demand file, calculate and convert demands to modeling parameters, and then run the system to determine operational parameters and any issues.

The projected scenarios are based on best-available information developed with the City planning, engineering, and development personnel. However, it is expected that over time some developments will modify their timing and building plans, affecting total and temporal water demand projections. This master plan effort is implementing a triggering approach, so improvement needs are tied to water demand needs, and not to specific dates. The GISbased demand files allow the City to identify actual water demands as they are developed and link those demands to specific infrastructure requirements. This approach provides the City a dynamic planning process to efficiently expand and improve its water system. The triggering approach and results, as well as the modeling efforts, are presented in Chapter 5.

3.2.5 Beyond General Plan Water Demand Considerations
The General Plan presents the projected land use as currently envisioned for the City.

However, the City maintains a unique economic development position in the Sacramento Region. The City’s close proximity to multi-modal transport facilities, location in the agricultural to urban transition, high concentration of industrial development and available industrial land, and other factors raise the City’s profile to entrepreneurs and investors looking to locate their projects and facilities. Additionally, the City’s water supply assets support its profile. As such, the protection and strengthening of the City’s water supply assets also supports the City’s ability to attract additional economic and community growth.

Though General Plan demands may be less than the total water supply volume on paper, supplies are subject to reductions from drought, regulations, quality, emergencies, and other actions. Therefore, the City maintains the need for all of its contracted supplies, efforts to secure additional supplies, and efforts to enhance supplies to maximize availability and reliability for its current and future customers.
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Water Supply 4-1

WATER SUPPLY
The City of West Sacramento has diverse surface water supplies which provide significant volumes of water that can be used to meet its customer’s demands.

However, the legal, geographic, and water quality details of each supply source vary and include limitations that may impact the monthly availability of each supply.

These limitations require the City to carefully manage its water supply portfolio to ensure sufficient water supplies during extended drought periods. This chapter briefly describes the key components within each water asset that impact the City’s water supply reliability. Additional information about the City’s long-term water supply planning and strategy are provided in the City’s UWMP.

4.1 Surface Water Supply Sources
The City’s three surface water supplies are: (1) a State Water Resources Control Board appropriative water right permit; (2) a Central Valley Project contract; and (3) a North Delta Water Agency contract. Each of these supplies are derived from the Sacramento River and treated at the Bryte Bend WTP. These supplies must be collectively managed in order to optimize delivery in different year types, reduce delivery costs, manage water quality issues, and handle emergency situations.

4.1.1 SWRCB Appropriative Water Right Permit 18150
The City holds State Water Resources Control Board (SWRCB) issued appropriative water right Permit 18150 (Permit 18150). Permit 18150 has a 1977 priority date and may be diverted from the Sacramento River from January 1 through June 30th and September 1 through December 31st each year with a maximum diversion rate of 62 cubic feet per second (cfs) and total volume not to exceed 18,350 acre-feet per year.

Permit 18150 has two important limitations. First, water may not be diverted in any year Chapter 4
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under the permit in July and August. In these two months, the City must use water supplies derived from its alternative water assets. Second, Permit 18150 is subject to “Term 91.” Term 91 is a special Permit condition that limits the diversion dates of some SWRCB-issued appropriative water rights based on river conditions. Specifically, the SWRCB declares Term 91 when it is determined that the State Water Project (SWP) and U.S. Bureau of Reclamation’s Central Valley Project (CVP) are required to release stored water in excess of low natural flow to meet Sacramento Valley in-basin uses plus export demands. In short, when Term 91 is activated, the City may not divert water under Permit 18150. The City’s use of Permit 18150 has ranged from approximately 4,400 – 8,500 acre-feet per year in the last five years.

4.1.2 Central Valley Project Contract Supplies
The City’s Water Infrastructure Improvements for the Nation Act (WIIN Act) amendment to its Central Valley Project Contract number 0-07020-W0187 (CVP Contract)1 was signed by Reclamation on May 26, 2020. The City’s amended CVP Contract combines two
sources of supply: (1) water
supplies derived from Permit
18150; and (2) water supplies
derived from storage in the
Central Valley Project. The
CVP Contract incorporates
Permit 18150 water as “Base
Supply” and supplies derived
from the Central Valley
Project as “Project Supply.”
The CVP Contract place of use includes nearly the entire City boundary (except a narrow sliver of rural land along the City’s southern boundary).

Article 3 of the CVP Contract limits the City’s Base Supply to 18,350 acre-feet per year and the Project Supply to 9,680 acre-feet per year, with the combined supply available under both the Base Supply and Project Supply limited to 23,600 acre-feet per year. The City uses CVP Project Supply in July and August of each year (the two months when Permit 18150 is dormant) as well as in all months where the SWRCB declares a Term 91 condition. The water supplies available under CVP Contract are 1 The Amended Contract number is 0-07020-W0187-P.
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subject to Reclamation’s Municipal and Industrial Shortage Policy (M&I Shortage Policy), and in extreme droughts may be further restricted to essential human health and safety needs (historically 55 gallons per capita per day).

4.1.3 North Delta Water Agency
In 1981, the North Delta Water Agency executed the "Contract Between the California Department of Water Resources for the Assurance of a Dependable Water Supply of Suitable Quality" (NDWA Contract) which assures that the State will maintain a dependable water supply of adequate quantity and quality for municipal, industrial, and agricultural purposes within the NDWA service area. A large portion of the City’s service area boundary lies within the NDWA service area. The NDWA service area corresponds to the Central and Southern Districts of the City, but excludes the North District of the City, as shown on Figure 2-1 in Chapter 2.

The City delivers the NDWA water supplies for uses within the City’s service area that are inside the NDWA boundary. NDWA water supplies are 100 percent reliable in all year types. The annual availability of NDWA supplies is equal to 7,995 acre-feet per year through 2025, after which time the supply will increase gradually up to 10,755 acre-feet per year in 2035. While NDWA supplies are among the City’s most reliable because they are not reduced by drought conditions, this supply cannot be served to customers in the North District of the City’s service area.

4.2 Groundwater Supplies
Prior to West Sacramento’s incorporation as a City, most water supplied by the East Yolo CSD was derived from groundwater. The City transitioned to mostly surface water supplies after construction of the Bryte Bend Water Treatment Plant in 1988 and now all potable water served in the City is derived from the surface water assets described above. A small quantity of groundwater is currently pumped to meet raw water demands for irrigation and landscaping water features such as ponds.

4.3 Recycled Water
The City does not currently utilize recycled water as sources of supply. The City’s treated wastewater is collected and conveyed out of the City’s service area though an interceptor pipeline under the Sacramento River to the regional wastewater treatment facility (SacSewer) near Elk Grove. Currently, the City does not possess infrastructure to treat its own wastewater or serve recycled water treated by SCRSD. 614
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However, development of recycled water as a new source of supply through a scalping plant could be investigated as a means to improve supply reliability.

4.4 Supply Reliability and Ongoing Efforts
The City’s water supplies are solely dependent on the single point of diversion at Bryte Bend WTP. This single source of supply diversion affects the supply reliability. Either an issue of water quality or infrastructure failure could render the supply unavailable for short or long periods of time. In addition, regulatory constraints and climate conditions can also restrict supply availability. The City recognizes these reliability issues and continues to investigate alternative and emergency backup supply options under parallel efforts to this master plan.

Recommended reliability projects that are incorporated into the Capital Infrastructure Program as part of this Master Plan include:
• City of Sacramento Emergency Intertie. This project will extend a pipeline underneath the Sacramento River near the City of Sacramento’s river intake and connect to the City of West Sacramento’s Northeast Tank site. The City of West Sacramento would be able to take City of Sacramento treated water supply during supply shortage emergencies. This connection will also enhance City of West Sacramento’s flexibility to use its water supplies to support transfers and exchanges as opportunities arise. This project is in preliminary planning stages with infrastructure requirements and supply contracting/policy requirements ongoing. The project is further detailed in the CIP section of this Master Plan.
• Groundwater Supplemental Supply. This project will rehabilitate existing City wells to provide emergency backup supply as needed. The City has identified Well Sites 12 and PSIP as potential locations and is conducting preliminary investigations of existing well conditions, water quality, and yield. The project is further detailed in the CIP section of this Master Plan.

Both of these efforts are in conceptual-level planning stages. These projects could require extensive schedules to negotiate, plan, and permit, as well as identify and obtain financing through grant or loan efforts. Therefore, the City chooses not to include these projects in the hydraulic modeling efforts for this Master Plan. As these 615
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projects are advanced through the conceptual and planning stages, and the City would like to include them, they will be analyzed within the updated hydraulic model to reflect existing conditions at the time of modeling. 616
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WATER SYSTEM

HYDRAULIC ANALYSIS
This chapter describes the existing water system and presents the City’s design and operational criteria utilized in the hydraulic model. The existing hydraulic model is updated and calibrated, and then the system is evaluated using the planning scenarios and projected demands developed in previous chapters. Modeling results and recommended improvements are presented. This chapter provides a summary of the process and findings, with the detailed analysis in the Hydraulic Model Technical Memorandum in Appendix C.

5.1 Existing Water System
The existing water system produces treated water at the northern end of the system and distributes water to the south. The system consists of two pressure zones that are maintained by storage tanks and booster pumping stations. The system includes a major separation between the north and south pressure zones by means of the shipping canal, as illustrated in Figure 5-1. The water system is presented in Figure 5-2.

The system strategy currently utilizes a fill and draw approach, using water from storage to meet peak demands in the morning and evening, and filling the storage tanks during off-peak times. Under this strategy, the water treatment plan generally produces a constant supply. The hydraulic analysis conducted for this master plan utilizes this operational strategy as well.

As identified in Figure 5-1, the system includes a constriction between the North and South Pressure Zones. There is one 36-inch main attached to the bridge, and one 36- inch main under the canal next to the bridge that connect the two systems. There is a third, smaller pipeline from the South to the North Zone in Pioneer Bluff, but it is not integral to the transmission capacities. This single point of connection creates a Chapter 5
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potential risk scenario should the infrastructure be damaged. This issue is further discussed in Chapter 6.

Note: The Rivers Tank is now online since this hydraulic analysis Figure 5-1 – West Sacramento Water System Schematic
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5.2 Analysis Approach
The City’s projected growth is heavily reliant on development. As development timing is often difficult to schedule and is impacted by many factors outside of the City’s control, the timing of system capital improvements cannot be determined until development projects proceed. To provide a flexible and realistic capital planning program, the hydraulic and system analysis is based on a triggering approach concept. The ultimate buildout system requirements are first determined to develop needs for a fully built out system. Then, the growth scenarios are applied to determine which new infrastructure requirements are triggered with each respective growth scenario. These projects will be identified, but not scheduled into the CIP until respective development is moving forward. This approach provides the City a realistic capital program for budgeting and staffing requirements that can be updated and modified as development pace varies.

The analysis starts with updating the existing model and identifying the City’s design and operational criteria for use in the analysis. The existing model from the previous Master Plan effort (2015) was obtained, converted to the current modeling software, and updated with infrastructure that had been installed since 2015. The model was then calibrated using existing system data (as of 2022) such as demands, pressure, flow, and equipment runtime strategies.

The City’s design and operational criteria are presented in Table 5-1. It should be noted that fire flow requirements are updated from time to time to reflect current fire code status. The fire flow values presented in Table 5-1 reflect the City’s parameters for the existing built system and customers and were utilized to identify existing system performance. In addition, fire flow analysis is conducted at maximum day demand, presenting an industry-standard conservative approach to fire flow analysis. New customers and projects are required to conform to the City’s current fire flow requirements, which may be different than listed below. 620
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Table 5-1 – City of West Sacramento Water System Modeling Operational Parameters Parameter Criteria Value
Supply System Supply 100% of MDD
Storage
Operational Storage 25% of MDD
Emergency Storage 50% of MDD
Fire Storage 4,000 gpm for four hours (i.e. 0.96 MG)
Total Storage Operational + Emergency + Fire Storage1
Service Pressure
Average Day Demand 40-70 psi
Peak Hour Demand 35 psi
MDD + Fire Flow 20 psi at connecting hydrant
Maximum pressure 80 psi
Distribution Mains Maximum Velocity 12-inch and smaller = 5 fps 16-inch and larger = 4 fps
Fire Flows
Single Family Residential 2,000 gpm for three hours at MDD Multi-Family Residential 3,000 gpm for three hours at MDD Commercial 4,000 gpm for four hours at MDD
Institutional 4,000 gpm for four hours at MDD
Industrial Bus Park 4,000 gpm for four hours at MDD
School 4,000 gpm for four hours at MDD
Pumping Stations Capacity MDD with largest unit out
Peaking Factors MDD/ADD 1.87
The growth scenarios from Chapter 3 and accompanying annual, average day, and maximum day demands are summarized in Table 5-2.

Table 5-2 – Growth Scenario Projected Demands
Scenario Annual Demand, AFY Average Day
Demand (ADD), mgd
Max Day Demand
(MDD), mgd
Near-Term (NT) 14,143 13.51 25.26
GP 2035 17,076 15.34 28.68
Ultimate Build Out (UBO) 23,267 20.85 38.98
The system is run under varying demand conditions at each growth scenario, resulting in a total of 22 modeling scenarios. System needs are identified, and proposed improvements are added to the modeling runs to confirm compliance with design and operational criteria. System improvements are separated into four main categories:

1. Conveyance and Operations – improvements necessary to expand the system to serve the entire service area. Project includes transmission mains (TM) and storage tanks (T).
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2. Service Distribution – improvements necessary to serve customers. Projects mostly include distribution main (DM) projects.

3. System Deficiency (SD)– improvements necessary to address underperforming design or operational criteria issues. Project examples include piping improvements, upsizing, and others.

4. Fire Flow (FF) – improvements necessary to meet the theoretical minimum fire flow requirements per the City’s fire flow analysis requirements identified in Table 5-1.

5.3 Existing System Analysis and Needs
The updated model was run at existing conditions (as of 2022) to identify current deficiencies and needs. A detailed description of the analysis and results is presented in the Hydraulic Model Technical Memorandum in Appendix C. Results indicate the system meets or exceeds the design and operational criteria for storage, velocity, and pressure. However, the theoretical maximum day demand fire flow analysis indicates areas of insufficient flow, mostly in the northern area and areas with smaller diameter pipe.

These fire flow deficiencies are based on theoretical model results that apply the fire flow standards to an event during maximum day demand, and do not represent all possible fire flow conditions, such as results at less than maximum day demand. The City can also use the results of this analysis as a guide for sizing pipeline improvements and identifying locations within the system that should be prioritized for replacing smaller diameter (and typically older) pipelines. Projects to resolve these deficiencies are provided in order to help the City to determine the scope and extent of potential future project locations.

The existing system needs are presented in Figure 5-3 and listed in Table 5-3 622
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Table 5-3 – Existing System Recommended Projects
Project
Type
Project
ID Size Quantity Location
Fire Flow FF 1 12" 2,830 LF Upsizing of existing 10” main on Riverside Pkwy from Embarcadero Dr to Embarcadero Dr.

FF 2 12" 1,580 LF Installation of a new 12” main on Sutter St from West Capitol Ave to tie in with existing main.

FF 3 10" 3,940 LF Upsize of existing 8” mains on Galveston St, Canal St, Houston St, and Duluth St.

FF 4 8" 2,380 LF Upsizing of existing 4” and 6” mains on Sacramento Ave, Oak St, and Elm St.

FF 5 10" 3,000 LF Upsizing of existing 6” and 8” mains on Glide Ave and Glide Ct.

FF 6 8" 4,470 LF Upsizing of existing 6” mains on Todhunter Ave, May St, Anna St, and Drew St.

FF 7 8" 1,200 LF Upsizing of existing 6” mains on Inglewood Dr and Julian Dr.

FF 8 10" 480 LF Upsizing of existing 8” main on E Street from West St to hydrant serving 820 E St.

FF 9 8" 740 Upsizing of existing 6” main on Oxford St from Poplar Ave to Mckinley Way.
12” 450 Upsizing existing 8” main on Poplar Ave from Michigan Blvd to Oxford St.

FF 10 8" 570 Upsizing of existing 6” main on Westacre Rd from Meadow Rd to hydrant located at 1101 Westacre Rd.

FF 11 8” 210 Replacement of existing 8” main from the intersection of Del Monte St and Harbor Blvd to the hydrant located at
1331 Harbor Blvd.
12” 1,100 Upsizing of existing 8” main on Harbor Blvd and Del Monte Street from Industrial Blvd to Shore St.

FF 12 8" 1,360 Upsizing of existing 4” main on Deerwood St from Deerwood Cir to Grand Vista Ave.

FF 13 8" 1,010 Upsizing of existing 6” mains on Touchstone Pl, Safflower Pl, and Bridge Pl, as well as installation of a new 8” main on Bridge Pl.

FF 14 10" 380 Upsizing of existing 8” main on Parkway Pl.

FF 15 10" 770 Upsizing of existing 8” main on Halyard Dr from Harbor Blvd to end of road.

FF 16 10" 1,330 Upsizing of existing 8” main on Port St.

FF 17 8" 1,280 Upsizing of existing 6” main on Pecan St and Holly St from Michigan Blvd to Walnut St.

FF 18 8" 430 Upsizing of existing 6” main on Dobros Dr.

FF 19 8" 840 Upsizing of existing 6” main on Simon Terrance. 624
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Table 5-3 – Existing System Recommended Projects, continued Project Type Project
ID Size Quantity Location
Fire Flow,
continued FF 20 8" 640
Upsizing of existing 6” main on Bowlen Dr between Anna
St and Charles St, and installation of a new 8” main on Lighthouse Drive to connect to existing 8” main on
Dorothy Adamo Ln.

FF 21 8" 1,390 Upsizing of existing 4” main on Cummins Way and Welland Way between 6th St and 8th St.

FF 22 8" 740 Upsizing of existing 6” hydrant run on E St and 2nd St intersection, installation of new 8” main on B St from 3rd St to 2nd St, and installation of new hydrant at the end of Waterfront Pl.

FF 23 8” 510 Upsizing of existing 6” main on Rockrose Rd from Poplar Rd to hydrant location at 1804 Rockrose Rd.

FF 23
FF 24
12” 670 Upsizing of existing 8” main servicing Meadowbrook Apartments from Westacre Rd.
10" 380 Upsizing of existing 8” main on Soule St from Drever St to hydrant located at 905 Soule St.

FF 25 8" 1,330 Upsizing of existing 6” dead end mains on Angle Ct, Sharon Ct, Mandarin Ct, and Crystal Ct.

Conveyance
and
Operations
None
Service
Distribution
None
System
Deficiency
None

5.4 UBO System
UBO demands and system expansion needs were modeled to identify the system infrastructure at full buildout. The UBO system needs are presented in Figure 5-4. As most future development is in the south side, most of the system projects are also located in the south, expanding the system and providing storage for the main development areas. This UBO system is used as the basis for triggering project needs as development occurs over the Near-Term, GP 2035, and UBO timeframes.

5.5 Near-Term System Analysis and Triggering Needs
The Near-Term analysis includes the demands of the expected Near-Term developments. Figure 5-5 presents the system improvements and the expected Near-Term developments. Table 5-4 presents each improvement, description, and the respective triggering event.
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Table 5-4 – Near-Term Recommended Projects
Project
Type
Project
ID Triggering Event Description
Fire Flow None, assuming previous projects
are completed.

Conveyance
and
Operations
T-1 System storage deficit of 1.93 MG
in the Southport Area.

Installation of a 2.1 MG tank near
the Liberty Development.

T-2 Existing condition of the PSIP tank
in need of replacement
Installation of a 1.6 MG tank at the
existing PSIP tank site.

TM-1 Southport Expansion (Yarbrough
and River Park Developments)
Roughly 5,700 LF of 20” main on
Jefferson Blvd from Davis Rd to
Southport Pkwy
TM-2 Southport Expansion (River Park
Development)
Roughly 5,100 LF of 16” main on
Bevan Rd from Jefferson Blvd to
Village Pkwy
TM-3 Southport Expansion (River Park
Development)
Roughly 6,100 LF of 16” main on
Village Pkwy from the Clarksburg
Branch Line Trail to Davis Rd
TM-4 Southport Expansion (Liberty
Development Phase 1)
Roughly 5,300 LF of 16” main on
Village Pkwy from Linden Rd to the
future Liberty Dr1.

TM-5 Southport Expansion (River Park
Development)
Roughly 2,300 LF of 16” main on
Village Pkwy from the future Liberty
Dr1 to Bevan Rd.

Service
Distribution
DM-1 Connecting homes currently
supplied by private wells into the
distribution system
Roughly 1,100 LF of 8” main on
French Ave from Harmon Rd to end
of French Ave. Additional 8”
connection between two parallel
existing 8” mains necessary for fire
flow
System
Deficiency
None

5.6 GP 2035 System Analysis and Triggering Needs
The GP 2035 analysis includes the demands of the expected GP 2035 developments.

Figure 5-6 presents the system improvements and the expected GP 2035 developments. Table 5-5 presents each improvement, description, and the respective triggering event.
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Table 5-5 – GP 2035 Recommended Projects
Project
Type
Project
ID Triggering Event Description
Fire Flow None, assuming previous projects
are completed.

Conveyance
and
Operations
T-3 System storage deficit of 1.63 MG in
the Southport Area.

Installation of a 2.1 MG tank at the
existing Southport Tank Site
TM-6 High pipeline velocities during
Bridgeway Lakes Tank filling and
emptying / Projected Southport
Expansion (Yarbrough Development)
Roughly 4,200 LF of 20” main on
Jefferson Blvd from Southport Pkwy
to the Bridgeway Lakes Tank site.

TM-7 Projected Southport Expansion
(Yarbrough Development)
Roughly 2,400 LF of 12”
transmission Main
TM-8 Connecting homes currently supplied
by private wells into the distribution
system / Projected Southport
Expansion (River Park Development)
Roughly 4,100 LF of 16” main on
Davis Road from Jefferson Rd to the
future Stonegate Dr1
.

TM-9 Projected Southport development
south of the Deep Water Shipping
channel (Stone lock Development)
Roughly 2,500 LF of 12” main
located on the future extension of
the existing Locks Dr. This main
would tie into an existing 12” main
segment on Marina Greens Dr.

Service
Distribution
DM-2 Connecting homes currently supplied
by private wells into the distribution
system / distribution system looping
Roughly 750 LF of 8” main on
Perkins Road
DM-3 Connecting homes currently supplied
by private wells into the distribution
system
Roughly 1,700 LF of 8” main and
6,400 LF of 12” main on Gregory
Ave and Partridge Ave between
Davis Rd and Bevan Rd
DM-4 Connecting homes currently supplied
by private wells into the distribution
system
Roughly 1,700 LF of 8” main on
Linden Rd from Village Pkwy to the
Linden Rd River Access, and on Aste
Ln
System
Deficiency
SD-1 High velocities at ADD and MDD
conditions during Inline BPS
operations.

Upsizing of roughly 80 LF of 30” and
24” main to 36” and 30” mains
respectively at the intersection of
Lake Washington Blvd and Jefferson
Blvd

5.7 UBO System Analysis and Triggering Needs
The UBO analysis includes the demands of the expected UBO developments. Figure 5- 7 presents the system improvements and the expected UBO developments. Table 5-6 presents each improvement, description, and the respective triggering event. 630
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Table 5-6 – UBO Recommended Projects
Project
Type
Project
ID Triggering Event Description
Fire Flow None, assuming previous projects are
completed.

Conveyance
and
Operations
T-4 Pioneer Bluff redevelopment and
creation of Pioneer Bluff Pressure Zone
in the North Area.

Installation of a 2.5 MG tank in the
Pioneer Bluff neighborhood.

T-5 System storage deficit of 3.23 MG in the
Southport Area.

Installation of a 3.3 MG tank at the
existing Bridgeway Lakes Tank Site.

TM-10 Providing an additional North and
Southport Area connection to supply
Southport during high demand periods.

Roughly 330 LF of 16” main and check
valve to connect North and Southport
areas at the South River Rd Bridge.

TM-11 Transport water to farms currently
supplied by private wells / serve future
growth in the southernmost corner of
the Southport Area
Roughly 10,400 LF of 12” diameter
main in the Southeast corner of the
Southport Area.

Service
Distribution
DM-5 Connecting a large number of existing
homes currently supplied by private
wells into the distribution system
Roughly 2,300 LF of 12” main on Hart
Ave and Blacker Rd from Higgins Rd to
Jefferson Blvd and 2,400 LF of 8” main
on Allen Ave.

DM-6 Connecting homes/farms currently
supplied by private wells into the
distribution system / distribution system
looping
Roughly 3,100 LF of 12” main and
3,600 LF of 8” main on David Rd and
Seymore Ave.

DM-7 Connecting homes currently supplied by
private wells into the distribution
system
Roughly 6,600 LF of 8” main on French
Ave, Partridge Ave, Hillary Ave, and
Antioch Ave between Harmon Road
and Davis Rd.

DM-8 Connecting homes currently supplied by
private wells into the distribution
system
Roughly 2,600 LF of 8” main on
several dead-end side streets off of
Davis Rd.

DM-9 Connecting homes currently supplied by
private wells into the distribution
system
Roughly 3,700 LF of 8” main on
Sturgeon Ln from Village parkway to
Gregory Ave.

DM-10 Connecting homes currently supplied by
private wells into the distribution
system
Roughly 3,300 LF of 12” main on
Armfield Ave and Fisher Ave.

System
Deficiency
SD-2 High pipeline velocities during Pioneer
Bluff Tank fill cycle and inability to fill
tank during high demand periods.

Upsizing of roughly 1,100 LF of
existing 8” and 12” main to 20” main
on 15th St from Jefferson Blvd to
South River Rd.

SD-3 High pipeline velocities and decreased
pressure at ADD and MDD conditions in
Pioneer bluff after the creation of the
Pioneer Bluff pressure zone.

Upsizing of roughly 2,700 LF of
existing 12” main to 16”, and roughly
1,200 LF of existing 6” main to 12” in
the Pioneer Bluff neighborhood.
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5.8 Hydraulic Analysis Needs Summary
Figure 5-8 presents recommended improvements identified by each growth scenario. Table 5-7 presents the project by title by phase, along with the main developments for each phase. Note that not all projects are triggered by a specific development, but they are placed in a growth scenario timeframe due to overall demands and system performance represented by a specific growth scenario. When a specific development is proposed for construction, the City will run the hydraulic model to determine the exact infrastructure improvements required for the development. Fire flow projects are shown for comparison, but actual timing and needs for each respective project will be determined by the City in coordination with the pipeline renew and replacement program discussed in Chapter 6. 633
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Table 5-7 – Recommended Projects Per Growth Scenario
Project Type Existing to Near-Term Scenario Near-Term to GP 2035 Scenario GP 2035 to UBO Scenario Developer Projects Rivers Phase 2
Four 40 West
River Oaks Village 1&2
Liberty Phase 1
River Park
Yarbrough
Stone Lock
Newport Grove
Liberty
River Park
Yarbrough
Liberty
River Park
Yarbrough
Pioneer Bluff
Conveyance and Operations T-1 – 2.1 MG Liberty Tank
TM-1 – Install 8,900 LF of 24-inch
TM-2 – Install 5,100 LF of 20-inch
TM-3 – Install 6,100 LF of 16-inch
TM-4 – Install 5,300 LF of 16-inch
TM-5 – Install 2,300 LF of 16-inch
T-2 – 2.1 MG Southeast Tank
TM -6 – Install 3,400 LF of 16-inch
TM-7 – Install 4,100 LF of 16-inch
TM-8 – Install 2,500 LF of 12-inch
T-3 – 2.5 MG Pioneer Bluff Tank
T-4 – 3.3 MG Bridgeway Lakes Tank
2 TM-9 – Install 330 LF of 16-inch
TM-10 – Install 10,400 LF of 12-
inch
Service Distribution DM-1 – Install 1,100 LF of 8-inch DM-2 – Install 1,700 LF of 8-inch DM-3 – Install 750 LF of 8-inch
DM-4 – Install 1,700 LF of 8-inch
DM-5 – Install 2,000 LF of 12-inch
and 2,400 LF of 8-inch
DM-6 – Install 3,100 LF of 12-inch
and 3,550 LF of 8-inch
DM-7 – Install 6,500 LF of 8-inch
DM-8 – Install 2,600 LF of 8-inch
DM-9 – Install 3,700 LF of 8-inch
DM-10- Install 3,300 LF of 12-inch
System Deficiency None SD-1 – Lake Washington/Jefferson Intersection Improvements
SD-2 – Upsize 950 LF of 8-inch to
20-inch
SD-3 – Pioneer Bluff Pressure Zone,
upsize 2,700 LF from 12-inch to 16-
inch, and upsize 1,200 LF of 6-inch
to 12-inch
Fire Flow FF-1 through FF-25 None None
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Condition Assessment & Reliability 6-1

CONDITION ASSESSMENT

AND RELIABILITY
This Master Plan effort included a visual condition assessment and a system reliability assessment. A brief summary of the visual condition assessment efforts is provided with the recommended improvements listed. Refer to the Condition Assessment Technical Memorandum in Appendix D for the full detailed analysis, data collection, findings, and recommendations. The system reliability assessment findings and recommendations are presented below. Refer to the Hydraulic Model Technical Memorandum in Appendix C for detailed analysis, findings, and recommendations.

6.1 Condition Assessment Approach and Process
The condition assessment approach was developed to visually inspect the key assets critical to optimal and resilient operations of the City’s water system. The inspection strategy was therefore developed based on the updated hydraulic model and understanding of critical system components. A field plan was drafted to visit each of these critical components, then updated and revised upon City maintenance, operational, and engineering input, as well as review of existing asset data and information. Field visits and visual inspections were conducted over a three-day period with City maintenance and operational staff. Data, inspection notes, and maintenance histories were collected in field notes, which were then used to inform the analysis and recommendations presented below, and in detail in the Condition Assessment Technical Memorandum in Appendix D.

6.2 Assessment Results and Recommendations
Assessment analysis identified some common issues and themes that are incorporated into the recommendations. Many of the tank/pumping sites require structural enclosures, site security upgrades, recoating, on-site backup power, and Chapter 6
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altitude valve replacements. As expected, tank/pumping sites on the North side are older and exhibit higher needs for renewal and replacement. Many of the improvements identified at the GKWTP include already-scheduled maintenancebased projects to upgrade/replace valves and actuators.

The condition assessment of the GKWTP conducted for this project focused on readily available operations and maintenance data and information, as well as limited field investigation to determine the near-term capital needs for maintenance and equipment replacement issues. The treatment plant long term capacity was not investigated, but should be evaluated to determine requirements in the future. This analysis is best addressed by conducting a Facilities Master Plan for the treatment plant. This Facilities Plan will conduct an in-depth capacity analysis of each process in the WTP such as in-plant modeling, pump testing, filter testing, and other methods to determine capacity bottlenecks and needs. Recommendations from the Facilities Plan will then be matched to triggering events as development occurs.

Project recommendations are grouped into three categories. Highest Priority includes projects that should be completed in the next five years. Medium Priority are projects that should be completed in six to ten years. Asset Replacement and As-Needed projects are full asset replacement projects that can be coordinated with triggered development needs or future condition assessment results. Each category is a recommendation, but the City will update the priorities and scheduling as project needs arise, such as specific asset failures. Recommendations are summarized in Table 6-1.

6.3 Reliability and Recommendations
System reliability and redundancy includes both supply source and infrastructure considerations. Supply reliability issues are addressed in Chapter 4. Infrastructure reliability issues and respective recommendations are summarized below.

6.3.1 North to South System Risk
As presented in Chapter 5, the City’s distribution system includes a pinch point where the supply is delivered from the North system to the South system, crossing the shipping canal. This crossing consists of two parallel pipes, one 36-inch that crosses under the canal, and one 36-inch that is attached to the Industrial Boulevard bridge.

The hydraulic analysis conducted for this Master Plan indicates the system meets the operational criteria as is, with these existing connections between the North and South systems, and no additional connections were identified as necessary. However, 637
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the single point of crossing could be compromised through accident and/or damage to the two pipelines, or the system immediately near the two pipelines. A second crossing location away from Jefferson Boulevard would mitigate this risk. A potential location for a second crossing on the west side of the City has been identified in previous City planning efforts and discussions. It is recommended the second crossing location be further investigated with a feasibility study to identify design criteria, system impacts, conceptual project layout, and estimated costs. Based on results and City decision to move forward, a preliminary design report should then be conducted followed by full design, and construction as budget is made available for the project. This proposed study effort and project is included in the recommended CIP projects in Chapter 7.

The Inline Booster Pump Station (IBPS) is also part of the critical infrastructure connection between the North and South systems. The IBPS is used to boost and maintain the pressure for the South system. The hydraulic analysis assumed the largest IBPS pump offline. However, its critical function as the only pumping station to provide supply to the South system highlights an additional risk to the City. It is recommended the City include an analysis of redundancy options for the IBPS in coordination with the mitigation effects that would occur with a second crossing in the second crossing feasibility study.
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Table 6-1 - Asset Description and Replacement Recommendations Asset Description Highest Priority
2025-2030
Medium Priority
2030-2035
Asset Replacement and as Needed
for Development Capacity
2035+
Oak Street Tank 1.1 – Enclosure and Site Security 1.2 – Backup Generator 1.3 – Tank & BPS Replacement Northeast Tank 2.1 - Altitude Valve, City CIP (Northeast Tank Rehab/Recoating), Enclosure, and Site Security

2.2 – CP System, and
Backup Generator

2.3 –Tank & BPS Replacement
PSIP Tank

3.1 – City CIP 1241 (PSIP Pump Station Rehab
Complete Assessment/Preliminary Design),
Backup Generator, and Tank & BPS
Replacement
Central Tank 4.1 – Recoating (City CIP 1236), Altitude Valve, Enclosure, CP System and Site Security

4.2 – Backup Generator 4.3 – Tank & BPS Replacement
Carlin Tank 5.1 – Site Security and Chemical Tanks Bracing 5.2 – Recoating Bridgeway Lakes Tank 6.1 – Recoating, Site Security and Chemical Tanks Bracing
George Kristoff Water
Treatment Plant
(GKWTP)

7.1 – Actuators Replacement & City CIPS 1238
/ 20224/ 22034 / 22036 / 22046/ 22061/
22063

7.2 -Facilities Plan (shift
to Highest Priority status
as needed to meet
development pace)
Inline Pump Station
(IPS)

8.1 – Site Security (Video Camera System)
Bridge District Tank 9.1– Backup Generator
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6.3.2 Pipeline Replacement Program
The City maintains a distribution system consisting of approximately 201 miles of pipelines up to 54-inches in diameter and includes a variety of pipe materials. With a system of this size, and as time progresses, the distribution system can face a variety of issues, ranging from water quality issues to pipeline leaks and breaks. These yearly issues can be a financial burden to maintain, and as the cumulative usage of the system increases, these issues will become more and more common. Due to these issues, it is recommended that the City develop a comprehensive pipeline replacement program to combat the system’s deterioration.

The intent of this program is to provide a programmatic process to replace pipelines across the system with known issues, and to proactively address system issues before they fail and require a more costly repair.

Traditionally the intention of a pipe replacement program is to replace pipelines based on the year of installation and the typical material expected life. This process can be an effective way to determine a priority for pipeline replacement but may cause the unnecessary replacement of good condition pipe.

Older areas of the system with historically low flows or other issues can continue to be fully functional even after the estimated lifespan of the pipe based on material and age. The use of an asset management plan or system will better inform replacement needs and priorities as data is collected year over year.

Until that time, in-field operational and maintenance observations can provide information on replacement needs and priorities as the City embarks on this programmatic approach.

A pipeline replacement program will allocate a fixed amount of budget every year to replacement projects. The goal is to provide sufficient budget to complete 100 percent system replacement over 100 years, or one percent per year. As detailed in the Hydraulic Model Technical Memorandum in Appendix C, the system replacement value is estimated at $891 million (with cost estimating contingencies, see Chapter 7).

Therefore, $8.91 million per year is proposed to fund the pipeline replacement program. This value should be adjusted for inflation as the City updates its budgets and financial planning efforts.
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It is recommended the City identify and prioritize pipeline replacement projects during the budgeting process each year based on information and data from operations and maintenance issues. The project list created should also consider the fire flow projects identified in Chapter 5.
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Capital Improvement Program 7-1

CAPITAL IMPROVEMENT

PROGRAM
This chapter presents the recommended capital improvement projects based on results of the Master Plan process. The Master Plan process is based on the triggering approach, where system expansion and capacity projects are triggered by specific developments, instead of a fixed schedule. The system needs and configuration at ultimate buildout provide the overall framework, and then projects are implemented to fill in the framework as development occurs. The CIP also includes replacement, rehabilitation, and system redundancy/reliability projects to keep the existing system operating and performing to the City’s requirements.

The recommended full project list and five-year project list are presented below. The detailed cost analysis is presented in the respective Hydraulic Analysis Technical Memorandum or Condition Assessment Technical Memorandum presented in Appendices C and D, respectively. Project sheets identifying each project with pertinent information are included in Appendix E. The City should update the planning process in three to five years depending on the rate of development and system condition performance to fine tune the project priorities and the next five-year CIP recommendations.

Project sizing and other parameters are provided at a master planning level. The preliminary engineering phase for each project should conduct an in-depth analysis of the specific needs at the time of analysis and update the design parameters and estimated costs for each project as necessary.

Chapter 7
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7.1 CIP Cost Assumptions
Planning-level construction costs are presented in March 2024 dollars based on bids on other recent similar projects in Northern California, from standard cost estimating guides, and with consideration of the previous Master Plan unit cost data.

These costs can be considered consistent with an Association for the Advancement of Cost Engineering (AACE) Class 5 estimate. Typical accuracy ranges for Class 5 OPCC are -20% to - 50% on the low side, and +30% to +100% on the high side, depending on the technical complexity of the project, and appropriate contingency determinations. Ranges could exceed those shown in unusual circumstances. The expected accuracy range for the estimates is based on confidence and assessment of the quality and reliability of information used by the estimator. The range for this project is expected to be -30% to +50% low to high.

The following costs were added to base construction costs to determine the total capital cost of each project:
• Construction Contingency. A construction
contingency of 30 percent of the base
construction costs is used to develop the
construction cost estimate. This can account for
additional efforts needed for specific pipeline
constructability challenges, such as waterway
crossings, sheeting and shoring, groundwater
dewatering, contaminated soils, and supply
chain and market variability.
• Implementation Costs. An implementation cost
of 30 percent of the construction cost estimate
is used to account for professional services and
administrative activities, including design;
construction management and inspection; permitting, regulatory, and CEQA compliance; City administration; public outreach; and legal review.

The construction contingency and implementation costs are compounded, such that the total capital costs include mark-ups equal to 69 percent of the estimated base construction cost ([Base Construction Cost x 1.3 Construction Contingency] x 1.3 Implementation Contingency = 1.69).
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7.2 Full CIP Recommendations
The full project list to address existing condition assessment, system reliability/redundancy, and future system buildout is presented in Tables 7-1 through 7-6 for each project type, respectively. Estimated project costs are summarized in each table. See Section 7 of the Hydraulic Model Technical Memorandum in Appendix C for a detailed cost estimating analysis.

Table 7-1 – Full Recommendations – Conveyance and Operations Project ID Description Budget,
$1,000
T-1 Installation of a 2.1 MG tank near the Liberty Development. $8,873 T-2 Installation of a 1.6 MG tank at the existing PSIP tank site. $10,140 T-3 Installation of a 2.1 MG tank at the existing Southport Tank Site. $10,647 T-4 Installation of a 2.5 MG tank in the Pioneer Bluff neighborhood. $10,563 T-5 Installation of a 3.3 MG tank at the existing Bridgeway Lakes Tank Site. $13,943
TM-1 Approximately 5,700 LF of 20” main on Jefferson Blvd from Davis Rd to Southport Pkwy. $8,654
TM-2 Approximately 5,100 LF of 16” main on Bevan Rd from Jefferson Blvd to Village Pkwy. $6,206
TM-3 Approximately 6,100 LF of 16” main on Village Pkwy from the Clarksburg Branch Line Trail to Davis Rd. $6,705
TM-4 Approximately 5,300 LF of 16” main on Village Pkwy from Linden Rd to the future Liberty Dr. $6,461
TM-5 Approximately 2,300 LF of 16” main on Village Pkwy from the future Liberty Dr1 to Bevan Rd. $2,884
TM-6 Approximately 4,200 LF of 20” main on Jefferson Blvd from Southport Pkwy to the Bridgeway Lakes Tank site. $6,130 TM-7 Approximately 2,400 LF of 12” transmission Main $4,174 TM-8 Approximately 4,100 LF of 16” main on Davis Road from Jefferson Rd to the future Stonegate Dr. $5,001
TM-9
Approximately 2,500 LF of 12” main located on the future extension of the existing Locks Dr. This main would tie into an existing 12” main segment on Marina Greens Dr.
$2,455
TM-10 Approximately 330 LF of 16” main and check valve to connect North and Southport areas at the South River Rd Bridge. $414 TM-11 Approximately 10,400 LF of 12” diameter main in the Southeast corner of the Southport Area. $9,464
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Note the DM projects were mostly identified to serve existing parcels on private wells.

The City currently does not have a requirement for parcels to connect to its system.

Therefore, the DM projects are mostly customer-driven, similar to development projects, and won’t be needed until requested (triggered) by the landowners. The City will determine cost responsibilities for the DM projects as they are triggered.

Table 7-2 – Full Recommendations – Service Distribution Project ID Description Budget,
$1,000
DM-1
Approximately 1,100 LF of 8” main on French Ave from
Harmon Rd to end of French Ave. Additional 8” connection between two parallel existing 8” mains necessary for fire flow.
$700
DM-2 Approximately 1,760 LF of 8” main on Perkins Road. $1,071 DM-3
Approximately 1,700 LF of 8” main and 6,400 LF of 12” main on Gregory Ave and Partridge Ave between Davis Rd and
Bevan Rd.
$5,903
DM-4 Approximately 1,700 LF of 8” main on Linden Rd from Village Pkwy to the Linden Rd River Access, and on Aste Ln. $1,046 DM-5
Approximately 2,300 LF of 12” main on Hart Ave and Blacker Rd from Higgins Rd to Jefferson Blvd and 2,400 LF of 8” main on Allen Ave.
$3,526
DM-6 Approximately 3,100 LF of 12” main and 3,600 LF of 8” main on David Rd and Seymore Ave. $4,928
DM-7
Approximately 6,600 LF of 8” main on French Ave, Partridge Ave, Hillary Ave, and Antioch Ave between Harmon Road
and Davis Rd.
$3,687
DM-8 Approximately 2,600 LF of 8” main on several dead-end side streets off of Davis Rd. $1,606
DM-9 Approximately 3,700 LF of 8” main on Sturgeon Ln from Village parkway to Gregory Ave. $2,263
DM-10 Approximately 3,300 LF of 12” main on Armfield Ave and Fisher Ave. $3,030
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Table 7-3 – Full Recommendations – System Deficiency
Project ID Description Budget,
$1,000
SD-1
Upsizing of Approximately 80 LF of 30” and 24” main to 36” and 30” mains respectively at the intersection of Lake Washington Blvd and Jefferson Blvd.
$608
SD-2 Upsizing of Approximately 1,100 LF of existing 8” and 12” main to 20” main on 15th St from Jefferson Blvd to South River Rd. $1,947 SD-3
Upsizing of Approximately 2,700 LF of existing 12” main to 16”, and Approximately 1,200 LF of existing 6” main to 12” in the Pioneer Bluff neighborhood.
$4,502
Table 7-4 – Full Recommendations – Condition Assessment Project
ID Asset Description Budget, $1,000
CA-1A Bridge District
Tank Onsite Backup Generator $195
CA-2A
Bridgeway Lakes
Tank
Tank Interior Rehab/Recoating & Tank Floor/Concrete
Ringwall Caulking Rehab $956
CA-2B Chemical Tanks Sway Bracing $9
CA-2C Site Security (Fencing, Gate Operator Rehab, Video Camera System) $69
CA-3A
Carlin Tank
Chemical Tanks Sway Bracing & Containment Wall Hole
Plugging $10
CA-3B Site Security (Fencing, Electronic Secured/Mangate Access, Video Camera System) $195
CA-3C Tank Exterior Rehab/Recoating & Tank Floor/Concrete Ringwall Caulking Rehab $332
CA-4A
Central Tank
City CIP 1236 “Central Tank Rehabilitation/Recoating” $2,600 CA-4B Cathodic Protection System Assessment/Rehab $130
CA-4C Altitude Valve Replacement $65
CA-4D Structural Enclosure $39
CA-4E Site Security (Fencing, Electronic Secured/Mangate Access, Video Camera System) $182
CA-4F Onsite Backup Generator $195
CA-4G Central Tank & BPS Replacement* $11,323
CA-5A
Northeast Tank
Altitude Valve Replacement $111
CA-5B Structural Enclosure $39
CA-5C Site Security (Electronic Secured/Mangate Access, Video Camera System) $98
CA-5D City CIP “Northeast Tank Rehab/Recoating” $5,200
CA-5E Cathodic Protection System Assessment/Rehab $130
CA-5F Onsite Backup Generator $195
CA-5G Northeast Tank & BPS Replacement* $14,196
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Table 7-4 – Full Recommendations – Condition Assessment, continued Project
ID Asset Description Budget, $1,000
CA-6A
Oak St. Tank
Structural Enclosure $39
CA-6B Site Security (Fencing, Electronic Secured/Mangate Access, Video Camera System) $208
CA-6C Onsite Backup Generator $195
CA-6D Oak St. Tank & BPS Replacement* $13,520
CA-7A
PSIP Tank
City CIP 1241 “PSIP Pump Station Rehab Complete
Assessment/Preliminary Design” $650
CA-7B PSIP Tank & BPS Replacement* (accounted for
as T-2)
CA-7C Onsite Backup Generator $195
CA-8A Inline Booster
Pump Station Site Security (Video Camera System) $33
CA-9A
GKWTP
Actuators Replacement Project $200 / year
CA-9B City CIP 1238 “WTP Electrical Upgrade” $16,120
CA-9C City CIP 22024 “Citywide SCADA Upgrades Project” $7,930 CA-9D City CIP 22034 “PD-02 Process Drain Pump Station
Improvements” $390
CA-9E City CIP 22036 “LMB-02 Lab/Mechanical/Electrical
Assess” $1,040
CA-9F City CIP 22046 “FR-08 Backwash Equipment” $1,300
CA-9G City CIP 22061 “AF-38 Sand Pump Improvements” $650 CA-9H City CIP 22063 “AF-02 Tube Settler Replacements” $390 CA-9I East Clearwell Baffle Wall Holes Rehabilitation $33 CA-9J Facilities Plan $600
* – Costs include additional 30% contingency for design/legal/construction management/admin. 647
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Capital Improvement Program 7-7
Table 7-5 – Full Recommendations – Reliability and Redundancy Project ID Description Budget,
$1,000
RR-1 Annual pipeline replacement program. $8,910/year
RR-2 Emergency Supply Connection with City of Sacramento – Study and City negotiations only, full capital cost to be determined based on recommended project.
$500
RR-3 Groundwater Backup Supply – Study and planning efforts only, full capital cost to be determined based on recommended project. $300
RR-4 North to South System Redundancy - Study only, full capital cost to be determined based on recommended project.
$200
All projects are grouped by type and by growth scenario in Table 7-6. Supply reliability and condition assessment projects are not linked to growth scenarios but shown under a respective growth scenario based on recommended priorities as presented in Chapters 6. Fire Flow Improvement costs are included in the Pipeline Replacement Program $8.91M/year programmatic costs.

Table 7-6 – Full Recommendations by Growth Scenario
Project Type
Existing To
Near-Term,
($1,000)
Near-Term to
GP 2035,
($1,000)
GP 2035 to
UBO,
($1,000)
Total,
($1,000)
Conveyance and
Operations $49,922 $28,406 $34,382 $112,711
Service Distribution $ 700 $8,020 $19,040 $27,760
System Deficiencies $ - $608 $6,449 $7,057
Condition Assessment $33,641 $6,879 $39,039 $79,559
Total: $84,263 $43,913 $98,910 $227,087
Pipeline Replacement
Program $8,910/yr $8,910/yr $8,910/yr $8,910/yr
Reliability and
Redundancy $1,000 TBD TBD TBD
Note: Condition assessment and Reliability and Redundancy projects are not linked to growth scenarios but shown under respective growth scenario based on recommended priorities as presented in Chapter 6.

Fire Flow Improvements as identified in Chapter 5 are included in the Pipeline Replacement Program Costs.
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Capital Improvement Program 7-8

7.3 Five-Year CIP Recommendations
The recommended Five-Year CIP projects are listed in Table 7-7. Projects are split into Non-Development and Development types. Non-Development projects address renew, replacement, and reliability of the existing system, and Development project types are triggered by developments and new customer requests. Although total project costs are shown for the Development projects, at the time of implementation the City will analyze the financial requirements and determine the appropriate cost split between responsible parties to fund the project.

Each project recommended for the Five-Year CIP is based on the triggering assumptions as presented in the table. Should the respective triggering event not occur, the City can choose whether or not to modify the project schedule. Projects are listed per a five-year recommendation, and the City will evaluate its financial, resources, and other capacities in determining the year-by-year priorities. The Recommended Five-Year CIP includes some of the City’s existing CIP projects where they overlapped with this Master Plan’s recommendations. Other existing City CIP projects that are projected to roll over into the next fiscal year and beyond should be added by the City when building the CIP budget.
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Capital Improvement Program 7-9
Table 7-7 – Recommended Five Year CIP
Project ID Description Triggering Event/Notes Estimated Costs, $1,000
Non-Development Based Projects
T-2
PSIP - City CIP 1241 (PSIP Pump Station Rehab
Complete Assessment/Preliminary Design), Backup
Generator, and Tank & BPS Replacement
Existing condition of the PSIP tank and BPS in need of
replacement $10,140
CA-1 Bridge District Tank - Backup Generator Condition assessment recommendations. $195 CA-2 Bridgeway Lakes Tank - Recoating, Site Security and Chemical Tanks Bracing Condition assessment recommendations. $1,034 CA-3 Carlin Tank - Site Security and Chemical Tanks Bracing Condition assessment recommendations. $205 CA-4 Central Tank - Recoating (City CIP 1236), Altitude Valve, Enclosure, CP System and Site Security Condition assessment recommendations. $3,016 CA-5 Northeast Tank - Altitude Valve, City CIP (Northeast Tank Rehab/Recoating), Enclosure, and Site Security Condition assessment recommendations. $247 CA-6 Oak Street Tank - Enclosure and Site Security Condition assessment recommendations. $247 CA-8 IBPS - Site Security (Video Camera System) Condition assessment recommendations. $33 CA-9 GKWTP - Actuators Replacement & City CIPS 1238 /
20224/ 22034 / 22036 / 22046/ 22061/ 22063 Condition assessment recommendations. $28,820 FF-1
through
FF-25
Model-identified fire flow improvements City to prioritize in coordination with RR-1 Annual Pipeline Replacement Program.

Included in
RR-1
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Capital Improvement Program 7-10
Table 7-7 – Recommended Five Year CIP, continued
Project ID Description Triggering Event/Notes Estimated Costs, $1,000
RR-1 Annual Pipeline Replacement Program.

City to replace pipelines on an annual basis as prioritized by operational, maintenance, and engineering inputs.

Fire flow projects can be included in this prioritization process.
$44,550
($8.91M/yr)
RR-2 Emergency Supply Connection with City of Sacramento Study only, full capital cost to be determined based on recommended project. $500
RR-3 Groundwater Backup Supply Study only, full capital cost to be determined based on recommended project. $300
RR-4 North to South System Redundancy Study only, full capital cost to be determined to be determined based on recommended project. $200
Non-Development Based Projects Subtotal: $89,487
+ RR 2-4 TBD
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Capital Improvement Program 7-11
Table 7-7 – Recommended Five Year CIP, continued
Project ID Description Triggering Event/Notes Estimated Costs, $1,000
Development-Based Projects
T-1 Installation of a 2.1 MG tank near the Liberty
Development.

System storage deficit of 1.93 MG in the Southport Area needed for the Liberty Specific Plan. $8,873
TM-1 Approximately 5,700 LF of 20” main on Jefferson Blvd from Davis Rd to Southport Pkwy
Southport Expansion (Yarbrough and River Park
Developments). $8,654
TM-2 Approximately 5,100 LF of 16” main on Bevan Rd from Jefferson Blvd to Village Pkwy Southport Expansion (River Park Development). $6,206 TM-3 Approximately 6,100 LF of 16” main on Village Pkwy from the Clarksburg Branch Line Trail to Davis Rd Southport Expansion (River Park Development). $6,705 TM-4 Approximately 5,300 LF of 16” main on Village Pkwy from Linden Rd to the future Liberty Dr. Southport Expansion (Liberty Development Phase 1). $6,461 TM-5 Approximately 2,300 LF of 16” main on Village Pkwy from the future Liberty Dr1 to Bevan Rd. Southport Expansion (River Park Development). $2,884 DM-1 Approximately 5,700 LF of 20” main on Jefferson Blvd from Davis Rd to Southport Pkwy
Connecting homes currently supplied by private wells
into the distribution system. $700
Development-Based Projects Subtotal: $40,483
652

CITY COUNCIL AGENDA REPORT
MEETING DATE: January 15, 2025 ITEM #7
SUBJECT:

CONSIDERATION OF REJECTION OF ALL BIDS FOR THE B STREET TOWER PARKLET PROJECT (CIP 15056)
INITIATED OR REQUESTED BY: REPORT COORDINATED OR PREPARED BY:
[ ] Council [X] Staff
[ ] Other
Joanna Ortiz, Assistant Engineer
Christian Asuncion, Associate Engineer
Capital Project Department
ATTACHMENT [X] Yes [ ] No [ ] Information [ ] Direction [X] Action

OBJECTIVE
The objective of this report is to provide the City Council with sufficient information to reject all bids for 24-027- ITB for the B Street Tower Parklet Project (CIP 15056).

RECOMMENDED ACTION
Staff respectfully recommends that the City Council reject all bids for the B Street Tower Parklet Project (24-027- ITB).

BACKGROUND
On July 16, 2015, National Endowment of the Arts (NEA) announced that the Cities of West Sacramento and Sacramento, in collaboration with Crocker Art Museum, were awarded $125,000. The grant aims to achieve two primary goals: 1) develop a comprehensive joint plan, known as The Washington District Public Art Implementation Plan, for public art and arts experiences that create pedestrian-friendly pathways linking entertainment, employment and recreation with new residential development in the District; and 2) complete an art installation, titled the Etenesh Zeleke and Isabel S. Naranjo Public Docks.

On October 16, 2019, the City Council approved the Art Plan, and staff began working to implement art projects.

In February 2021, the Etenesh Zeleke Public Dock public art installation titled “River Crossing: I want to Communicate with You,” was completed.

The North Riverwalk Trail Extension Project was a grant funded initiative that included a second Art Plan public art installation, featuring a sculpture and light media artwork on the B Street Communications Tower. This installation serves as a beacon and wayfinding marker for the North Riverwalk Trail Extension Project. Following a thorough solicitation and evaluation process, the City Council approved a contract with Tamara Johnson Studio on March 16, 2022, for the acquisition and installation of public art on the tower and at its base.

Subsequently, as part of the FY 2023/24 biennial budget mid-term update, the City Council approved funding for the B Street Tower Parklet Project to include structural retrofit and lead remediation work needed to support the artwork, as well as design and construction of a parklet to improve access, support art viewing and offer respite for trail users. All design work for the project is now complete, the artwork is currently being fabricated, and the City is now ready to commence the structural retrofitting and lead remediation work.

ANALYSIS
Pursuant to the Public Contract Code, the project was publicly advertised for construction in the City of West Sacramento News Ledger, City of West Sacramento website, and an invitation to bid was released on 24-027- ITB on OpenGov, the City’s eProcurement with the following timeline:

Original Date Extended Date
Advertisement: 10/04/2024 N/A
Pre-Bid Meeting: 10/15/2024 N/A
Questions Due 10/18/2024 N/A
Post Responses to Questions: 10/23/2024 N/A
Bid Open: 10/30/2024 N/A
The project team released five (5) addenda in response to questions received during the bidding process. The three (3) bid proposals received and publicly opened on October 30, 2024, are as follows:
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B Street Tower Parklet Project
January 15, 2025

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