Wastewater Treatment Plant Master Plan Vol. 2- 2000CITY OF PISMO BEACH
WASTEWATER COLLECTION SYSTEM MASTER PLAN
The City of Pismo Beach Wastewater Collection System Master Plan was prepared
under the direction of the following registered Civil Engineers:
Prepared by:
Robert S. Miller, P.E.
Senior Engineer
an Approved by:
Johrfy. Wallace, P.E.
Prin ipal Engineer
~Cv0'p,
S.
No.CD
57474
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TABLE OF CONTENTS
CHAPTER PAGE NUMBER
1 EXECUTIVE SUMMARY
1.1 Introduction 1-1
1.2 Purpose and Scope 1-1
1.3 Findings of Collection System Master Plan 1-1
1.4 Collection System Upgrade Recommendations 1-3
2 INTRODUCTION
2.1 Purpose 2-1
2.2 Scope of Study 2-1
3 LAND USE AND POPULATION
3.1 Land Use and Population 3-1
3.2 Growth Rate Analysis 3-1
4 WASTEWATER FLOWS
4.1 Existing Wastewater Flows 4-1
4.2 Peaking Factor Analysis 4-4
4.3 Future Wastewater Flows 4-5
5 INFILTRATION 1 INFLOW ANALYSIS
5.1
Historical Analysis
5-1
5.2
Flow Monitoring Program
5-1
5.3
Supplemental Testing
5-6
5.4
Analysis of Results
5-6
6 WATER COLLECTION SYSTEM ANALYSIS
6.1
Existing Collection Facilities
6-1
6.2
Collection System Modeling
6-1
6.3
Gravity System Analysis and Deficiencies
6-6
6.4
Lift Station Analysis and Deficiencies
6-11
6.5
Odor and Corrosion Control
6-23
7 WATER COLLECTION SYSTEM OPERATIONS
7.1
Collection System Maintenance
7-1
7.2
Staffing Levets
7-1
8 RECOMMENDATIONS AND CAPITAL IMPROVEMENTS
8.1
Recommendations
8-1
8.2
Capital Improvement Program
8-1
LIST OF TABLES
TABLE NUMBER AND NAME PAGE. NUMBER
1-1
Summary of Design Flows
1-1
1-2
Priority 1 Capital Improvements
1-3
1-3
Priority 2 Capital Improvements
1-4
1-4
Priority 3 Capital Improvements
1-4
3-1
Existing and Future Land Use and Population
3 2
3-2
Summary of Proposed Sphere of Influence Modifications
3-2
4-1
Existing Average Annual Flows by Land Use
4-1
4-2
Summary of Existing Flows by Tributary Area
4-3
4-3
Summary of Peaking Factor Analysis
4-4
4-4
Future Wastewater Flows
4-5
4-5
Summary of Future Flows by Tributary Area
4-6
5-1
1998/99 Flow Comparison
5-2
5-2
Estimated Cost of III Elimination
5-6
5-3
Capital Cost Benefits of III Reduction
5-7
6-1
Sewer Collection System Inventory
6-1
6-2
Existing Lift Station Summary
6-2
6-3
Cost Benefit Summary - Proposed Force Main Realignment
6-9
6-4
Additional Gravity Collection System Deficiencies
6-11
6-5
Addie Street Lift Station Summary
6-13
6-6
Five Cities Lift Station Summary
6-14
6-7
Pismo Oaks Lift Station Summary
6-15
6-8
Freeway Foothills lift Station Summary
6-16
6-9
Vista Del Mar Lift Station Summary
6-18
6-10
Spyglass Lift Station Summary
6-19
6-11
PG&E Lift Station Summary
6-20
6-12
Saint Andrews Lift Station Summary
6-21
6-13
Sunset Palisades Lift Station Summary
6-22
7-1
Estimated Collection System Maintenance Requirements
7-1
8-1 Priority 1 Capital Improvements
8-2 Priority 2 Capital Improvements
8-3 Priority 3 Capital Improvements
8-1
8-2
8-3
11
LIST OF FIGURES
FIGURE NUMBER AND NAME PAGE NUMBER
3-1
Residential Growth Rates
3-3
4-1
Summary of Lift Station Collection Areas
4-2
5-1
Flow Meter Results - Pismo Heights 1 Downtown
5-4
5-2
Flow Meter Results - Pismo Heights
5-5
6-1
Existing Facilities - Shell Beach
6-3
6-2
Existing Facilities - South Pismo Beach
64
6-3
Existing Facilities - Downtown Area
6-5
6-4
Capital Improvements Plan
6-7
6-5
Capital Improvements Plan
6-8
8-1
Implementation Schedule: Priority 1 Capital Improvements
84
TECHNICAL APPENDICES
Appendix A: Gravity Computer Model Results - Separate Volume
Appendix B: Pressure Computer Model Results - Separate Volume
Appendix C: Budget Cost Estimates
Appendix D: Flow Monitoring Results - Separate Volume
ui
Wastewater Collection System Master Plan - Chapter 1
EXECUTIVE SUMMARY
1.1 INTRODUCTION
The Pismo Beach Wastewater Collection System consists of gravity sewers, nine lift stations,
and force mains which convey raw wastewater to the WWTP. Due to the entry of extraneous
storm water into the collection system and the lack of adequate capacity, overflows have
occurred at several lift stations during periods of intense rainfall. The majority of the overflows
have occurred at the Addie Street lift station, which conveys approximately two-thirds of the
total City wastewater flow. In addition, recent flow records indicate that the existing 12"
interceptor sewer which conveys wastewater from the Shell Beach area flows nearly full under
existing peak summer conditions. In summary, additional capacity, reliability, and redundancy
is recommended for the wastewater collection system.
1.2 PURPOSE AND SCOPE
The purpose of the Wastewater Collection System Master Plan is to furnish a comprehensive
program of prioritized capital improvements which will address existing deficiencies and
provide adequate collection system capacity and redundancy consistent with the ultimate
needs of the City. An executive summary of the findings and recommendations is presented
below.
1.3 FINDINGS OF COLLECTION SYSTEM MASTER PLAN
Design Flows and Wastewater Characteristics
Table 1-1 presents a summary of the design wastewater flows.
Table 1-1
Summary of Design Flows
Design Year
1998
2016 (Build -out)
Population, persons
8,528
14,438
Hotel Rooms
1,831
3,119
Commercial, sq. ft.
953,600
1,602,000
RV Park, spaces
811
821
Flow, mgd
Average Annual (AAF)
1.2
2.0
Peak Day Dry Weather (PDF)
1.76
3.0
Average Day Maximum
1.26
2.4
Month Dry Weather Flow
Peak Hour Wet Weather
3.14
6.0
1-1
Infiltration 1 Inflow Analysis
During periods of intense rainfall, wastewater flows at the WWTP have periodically tripled due
to the entry of extraneous storm water into the system. Collection system overflows have also
resulted from the high storm -related peak flows. During the period of January through March,
1999, the City maintained a system of flow meters with the intent of isolating the infiltration /
inflow (1/1) problem to smaller sub -areas of the system. Rainfall during the monitoring period
was light by historical standards. The largest storm occurred on March 15, when
approximately 1.2" of rain was recorded at the WWTP. System -wide I/1 was small during this
event, and flow remained at average levels at the WWTP.
Even with the light rainfall, the metering program was successful in identifying a major
contributor to the 1/1 problem - the Pismo Heights. During the period analyzed, the Pismo
Heights contributed more than 80% of the total estimated 1/1 reaching the WWTP. In addition,
it is anticipated that subsequent attempts to eliminate 1/1 from the Pismo Heights will be cost
effective when compared with the capital expense of upgrading the downstream facilities to
adequately convey extraneous storm flows.
Gravity Collection System
A hydraulic computer model was prepared for the gravity collection system to analyze system
performance under existing and future conditions. Based on the results of this analysis.,
several existing and future gravity system deficiencies were noted. The existing interceptor
which conveys wastewater more than 2 miles from the Shell Beach area to the Addie Street lift
station is undersized for both existing and future peak flows. It is recommended that the City
bypass the interceptor with a 12" force main from Shell Beach to the WWTP. Future flow
deficiencies were also noted upstream of the Pismo Oaks and Vista Del Mar lift stations.
Replacement of gravity sewers is recommended for these locations.
Sewer Lift Stations
A separate computer model was developed to analyze the nine lift stations and associated
force mains. Each station was analyzed for deficiencies, and improvements of varying priority
were recommended for all nine stations. The Addie Street lift station has been in operation for
44 years, and replacement of the station is warranted due to capacity, redundancy, odor, and
age -related deficiencies. Due to its critical role in the collection system and historical overflow
problems, the Addie Street lift station replacement project was given a higher priority than the
other lift station improvements. For the remaining eight lift stations, various upgrades to
existing infrastructure are recommended. In accordance with the Facilities Element of the City
General Plan, all lift stations should ultimately have stand by power. In addition, connection
facilities to accommodate a trailer -mounted pump station, such as the unit recently purchased
by the City, should be added to each lift station. The Sunset Palisades lift station is the only
exception to this recommendation, where discharge pressures exceed the capacity of the
trailer -mounted unit.
1-2
1.4 COLLECTION SYSTEM UPGRADE RECOMMENDATIONS
The Collection System Master Plan consists of staged capital improvements to correct existing
deficiencies and provide for the ultimate City needs. The following tables summarize a three
stage capital improvement program which reflects the relative importance and recommended
timing of the projects. Priority 1 improvements should be constructed within the next 5 years.
Priority 2 improvements should be completed in the next 5 to 10 years, and Priority 3
improvements should be implemented in 10 to 15 years. The total cost of the recommended
collection system improvements is $2,861,000.
Table 1-2
Priority 1 Capital Improvements
Budget Cost
No.
Project Name
Description
Estimate
1-1
Shell Beach force main
Bypass the existing interceptor with a
See Note 1
relocation
new 12" force main to the Addie
Below
Street L.S. force main.
1-2
Pismo Heights 111
Reduce Ill in the Pismo Heights area
$50,000
Elimination
by contacting residents and repairing
leaks.
1-3
Addie Street lift station
Construct a new submersible lift
$800,000
replacement
station facility at Addie Street
1-4
Pismo Oaks lift station
Upgrade the Pismo Oaks L.S. to
$300,000
upgrade
correct structural, capacity, and
operational problems
1-5
Interceptor manhole
Coat interceptor manholes with a
$140,000
rehabilitation
sulfide -resistant product
1-6
Five Cities lift station
Upgrade the Five Cities L.S. with new
$310,000
upgrade
pumps and stand by power. Replace
the existing 6" force main with an 8".
1-7
Park/Cypress gravity
Combine the three existing lines into a
$355,000
sewer improvements
common 18" sewer with additional
depth. Divert flows as summarized in
Chapter 6.
TOTAL OF PRIORfTY 1 IMPROVEMENTS (CCI = 7000)
$1,955,000
Notes: 1. As a result of the draft Master Plan report published in June, 1999, the Shell
Beach force main relocation project was funded for the 99/00 fiscal year in the
amount of $1,120,000 and therefore does not appear in the table.
1-3
Table 1-3
Priority 2 Capital Improvements
Budget Cost
No.
Project Name
Description
Estimate
2-1
Vista Del Mar lift station
Upgrade the Vista Del Mar L.S. to
$166,000
upgrade
correct capacity & operational issues
2-2
Freeway Foothills lift
Upgrade the Foothill Freeway lift
$80,000
station upgrade
station to correct operational problems
and add stand by power.
2-3
St. Andrews lift station
Add stand by power and upgrade
$50,000
stand by generator &
electrical system
electrical upgrades
TOTAL OF PRIORITY 2 IMPROVEMENTS (CCI = 7000)
$296,000
Table 1-4
Priority 3 Capital Improvements
Budget Cost
No.
Project Name
Description
Estimate
3-1
Sewer sag repair adjacent
Correct existing sag with new 8"
$62,000
to Pismo Pier
sewer.
3-2
Spyglass lift station
Upgrade the Spyglass lift station to
$110,000
upgrade
add stand by power and correct
operational deficiencies
3-3
PG&E lift station stand by
Add stand by power
$24,000
generator
3-4
Sunset Palisades lift
Add stand by power
See Note 1
station stand by generator
Below
3-5
Vista Del Mar gravity
Replace existing 8" sewer with a 10"
$114,000
system upgrade
sewer to prevent system surcharging
3-6
Pismo Oaks gravity
Replace the existing 10" sewer with a
$300,000
system upgrade
12" -sewer to meet future capacity
requirements
TOTAL OF PRIORITY 3 IMPROVEMENTS (CCI = 7000)
$610 000
TOTAL OF ALL IMPROVEMENTS (PRIORITY 1, 2 & 3)
$21861,000
Note: 1. As a result of the draft Master Plan report published in June, 1999, a dedicated
mobile generator was funded for the 99100 fiscal year and therefore a cost for
this item does not appear in the table.
1-4
Wastewater Collection System Master Plan - Chapter 2
INTRODUCTION
2.1 PURPOSE
The City of Pismo Beach supplies its customers with wastewater collection, treatment, and
disposal services. The current City population of approximately 8,500 is expected to increase
to 13,000 at build -out of the existing City limits. An additional 1,438 persons is anticipated due
to potential modifications in the City Sphere of Influence for a total population of 14,438. As
the City corrects current capacity and age -related problems with the system infrastructure, it is
the City's intent to construct wastewater system improvements consistent with the ultimate
needs of the system. In order to facilitate this goal, the City has elected to prepare a
comprehensive Wastewater Master Plan.
2.2 SCOPE OF STUDY
The City contracted with Carollo Engineers P.C. (Carollo) and John L. Wallace & Associates
(JLWA) to prepare a comprehensive Wastewater Master Plan that would evaluate the existing
wastewater collection and treatment system and recommend a program of improvements in
order to provide for a well -planned and comprehensive program. JLWA is preparing the
collection system portion of the report. The scope of the collection study includes the
following:
Review the Land Use Element of the City General Plan and coordinate with City
planning staff to determine potential annexations within a 20-year planning horizon.
2. Estimate the current and projected average and peak wastewater flows for the
treatment system and for individual elements within the collection system.
3. Under a separate JLWA contract with the City, conduct an Infiltration/inflow analysis to
determine the sources of storm water intrusion into the system. This analysis includes
field testing such as flow monitoring and physical inspections performed during the
period of January, 1999 through April, 1999,
4. Prepare an economic analysis comparing the estimated cost of removing the
infiltration/inflow to the expense of conveying and treating the additional flow.
5. Prepare a comprehensive computer model of the collection system, including both the
gravity and pressure systems. Analyze the collection system in terms of existing and
future deficiencies.
8. Using the City-fumished system information, prepare computer -generated mapping of
the collection system for the study and atlas.
7. After analyzing each sewer lift station and force main, recommend improvements to be
performed within the 20 year planning horizon.
8. Recommend improvements to the gravity collection system to be performed within the
20 year planning horizon.
2-1
9. Analyze the sources of odor and corrosion within the collection system and recommend
methods of mitigation.
10. Review the adequacy of current and future operator staffing levels.
11. Estimate the budget cost of each recommended improvement to the collection system.
12. Prepare a prioritized capital improvement program for implementation of the
recommended system modifications.
2-2
W Wastewater Collection _S sy tem Master „Plan - Chapter 3
LAND USE AND POPULATION
3.1 LAND USE AND POPULATION
The City of Pismo Beach is located in the Southern portion of San Luis Obispo County and
stretches along the Pacific shoreline some seven miles. The City currently serves an
estimated population of 8,528 persons. The dominant economic activity in Pismo Beach is
tourism, and as a result the population of the City can more than double during summer
holidays. The Land Use zones within the City are established by the Land Use Element (LUE)
of the General Plan & Local Coastal Planning, which was last updated in 1992. The General
Plan predicts a build -out population for the City of 13,000 persons and establishes a maximum
allowable growth rate of 3% per year. This ultimate population includes the annexation of
areas within the Sphere of Influence, or probable future City limits.
In addition to our review of the General Plan, JLWA coordinated with City planning staff to
determine the following:
Pending or proposed changes to the Sphere of Influence.
Status of proposed annexations within the existing Sphere of Influence [ref. 2].
Growth patterns and residential development occurring after the 1992 General Plan
Update.
When the proposed changes to the Sphere of Influence are included within the future
population estimate, the build -out population increases to 14,438 persons. Table 3-1 below
summarizes the existing and future land use patterns within the City by development type.
More detailed zoning designations are available for each type of land use. However, the
general categories identified in the table are useful for the estimation of future wastewater
flows.
3.2 GROWTH RATE ANALYSIS
The Growth Management Element of the General Plan stipulates a maximum growth rate of
3% for the City. Since the preparation of the General Plan in 1992, growth has been at a
slower rate, with an average value of 1 %. However, given the current economic conditions in
the area, higher growth rates are expected to persist in the near future. As an example, more
building permits were issued in 1998 than in any year since 1991. It will be assumed for the
purposes of the master plan that the growth rate will approach 3%, and therefore the City will
be completely built -out by the year 2013 within the existing Sphere of Influence. If the
proposed modifications to the Sphere of Influence are included, the City will be completely
built -out by the year 2016. Figure 3-1 summarizes residential development within the City in
terms of growth rate.
3-1
Table 3-1
Existing and Future Land Use
and Population
Future Uses
Development Description
Existing Uses (1998)
(within current Sphere)
Residential Dwelling Units
5,446 units
6,896 units
Residential Population (Used
8,528 persons
13,000 persons
for flow estimates)
Commercial
953,600 square feet
1,602,000 square feet
Hotel Rooms
1,831 rooms
3,039 rooms
RV Parks
811 spaces
821 spaces
Proposed Sphere of Influence Modifications
Residential Dwelling Units
--
575 units
Residential Population
--
1,438 persons
Hotel Rooms
--
80 rooms
Table 3-2 provides additional detail concerning proposed modifications to the City Sphere of
Influence (SOI). For the purposes of this report, design wastewater flows for the WWTP and
the collection system include the proposed SOI modifications. The additional wastewater
capacity required to accommodated the proposed SOI modifications is not expected to
increase capital improvement costs by more than 5%. Even if the SOI amendments do not
occur, the additional capacity will allow for fluctuations in water demand, tourism, and
commercial :use and will provide the City with increased flexibility at a low incremental cost.
Table 3-2
Summary of Proposed Sphere of Influence Modifications
Project Name
Dwelling
Hotel 1
Comments
Units
Motel Units
Los Robles Del Mar
298
0
This dwelling unit projection is
included in the build -out population
of 13,000 due to its dwelling unit
allocation specified in the GP/LCP
Cottonwood area
600
0
The Preserve
75
80
-
The Ranch
153
460 RV's
The applicant is proposing an
independent wastewater treatment
and collection system, therefore
this project is not included in the
flow estimates.
3-2
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Wastewater Collection System Master Plan - Chapter 4
ATER FLOWS
4.1 EXISTING WASTEWATER FLOWS
Historical wastewater flows were examined throughout the City collection and treatment
system by utilizing the following sources of data:
Wastewater Treatment Facility (WTF) flow records
Lift station flow data
Flow meter data associated with the infiltrationAnflow study
Table 4-1 summarizes the estimated wastewater generation characteristics of various existing
development types within the City. The flow factors employed in Table 4-1 were derived from
a variety of sources including the Facilities Element of the General Plan, corresponding data
from similar communities, and water use information.
Table 4-1
Existing Average Annual Flows by Land Use
Source of Flow
Quantity
Flow Factor
(galldaylunit)
Total Average
Annual Flow
(gal/day)
Residential
8,528 Persons
95
810,160
Hotel Rooms
1,831 rooms
100
183,100
Commercial
953,600 sf
0.10
95,360
RV Park
811
50
40,550
Public Facility
NIA
20,000
20,000
Infiltration/Inflow
NIA
35,000
35,000
1998 AVERAGE ANNUAL FLOW
1,184,170
-1.2 mgd
In addition to City-wide flows, tributary flows to each wastewater lift station and sub -area within
the City are also critical to the system. analysis.. Figures 4-1 displays the tributary areas for
each lift station, and Table 4-2 summarizes the existing land use characteristics and
wastewater flows by sub -area. A discussion of system peaking factors is included below.
Each sewer lift station is described and analyzed in additional detail in Chapter 6.
4-1
M
SiJNSET PALSSADES� /
LLFr STATION
❑LIFT STATION /
EI INILNDREWS J /
STATION
®* VISTA DEL MAR J
LLFI' STATrON�
1" = 20OU
0 500 1000 2000�.1"'�
k
FOOTHILL. FREEWAY El
IF F STATION
PR fc Olcearl
*NOTE:
THE ADDLE STREET LIFE STATION CURRENTLY
RECEIVES ALL SHELL BEACH FLOW. IN THE
John L. Wallace & Associates _ FUTURE, ONLY THE FREEWAY FOOTHILLS AREA
WILL CONTRIBUTE TO ADDIE STREET FROM
SHELL BEACH.
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9 FIVE CITI S_
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CITY OF
PISMO BEACH
Wastewater Master Plan
Figure 4-1
City of Pismo Beach
Summary of Exists Lift Station
Collection Areas
THE HEIGHTS_ _ _
COLLECTION AREA
wN, PG&E
i
PLSMO OAKS F7
-`IVP STATION L
4.2 PEAKING FACTOR ANALYSIS
In order to appropriately design wastewater treatment and collection facilities, peak flow
conditions must be quantified. The "peak" conditions of interest for facility design are
summarized below:
Average Annual Flow (AAF) is obtained by dividing the total flow conveyed by the City
system in one year by 365 days. Other peak conditions are derived by multiplying the
AAF by a peaking factor (PF). The flow factors in Table 4-1 reflect average annual
usage.
Peak Day Dry Weather Flow (PDF) is the maximum flow occurring in one day during
the dry season. In the City of Pismo Beach, this condition normally occurs during the
Fourth of July weekend.
Peak Hour Wet Weather Flow (PHWWF) is the maximum flow rate that occurs in a
single hour during wet weather. Infiltration and inflow contributes a substantial amount
to this flow rate at the City of Pismo Beach.
Average Day Maximum Month Dry and Wet Weather Flows reflect the maximum flow
rate during the peak months of summer and winter, respectively.
Table 4-3 summarizes the historical and projected peaking factors for the entire City. The
variations in residential wastewater flow become more pronounced as smaller areas are
examined. For example, the Sunset Palisades lift station currently serves an estimated
population of 769 persons. Given the small contributing population, the City-wide peaking
factor for Peak Hour Wet Weather Flow (3.0) would not be appropriate for design. Based on
meter data at the City and studies of similar sewer collection systems, a peaking factor of 4.0
plus an allowance for infiltration/inflow would be appropriate. Tables 4-2 and 4-5 use this
method to calculate PHWWF for the design of individual lift stations.
Table 4-3
Summary of Peaking Factor Analysis
1998
Historical
Design
Peak Flow Condition
Flows
Peaking Factor
Peaking Factor
(mgd)
(City -Wide)
(City -Wide)
Average Annual Flow (AAF)
1.2
--
--
Peak Day Dry Weather Flow (PDF)
1.76
1.49
1.5
Peak Hour Wet Weather Flow
3.14
2.67
3.0
(PHWWF)
Average Day Maximum Month Dry
1.26
1.07
1.2
Weather Flow
Average Day Maximum Month Wet
1.59
1.35
1.35
Weather Flow
4-4
4.3 FUTURE WASTEWATER FLOWS
Table 4-4 summarizes the future wastewater flows for the entire City at build -out using the
peaking factors and land use analysis previously described. Table 4-5 summarizes build -out
wastewater flows for individual sub -areas and lift stations.
Table 4-4
Future Wastewater Flows
Flow Condition
City Wide
Peaking
Factors
Build -out
Wastewater Flows
(mgd)
Average Annual Flow (AAF)
--
2.0
Peak Day Dry Weather Flow (PDF)
1.5
3.0
Peak Hour Wet Weather Flow (PHWW)
3.0
6.0'
Average Day Maximum Month Dry Weather Flow
1.2
2.4
Average Day Maximum Month Wet Weather Flow
1.35
2.7
Notes: 1. The future estimate of 6.0 mgd includes 2.0 mgd of stom7 water inflow.
4-5
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Wastewater Collection
INFILTRATI
5.1 HISTORICAL ANALYSIS
Master Plan - Chapter 5
LOW ANAL
The City of Pismo Beach wastewater system historically experiences high peak flows during
periods of wet weather as a result of infiltration and inflow (1/1). For the purposes of this report,
these terms are defined as follows:
Inffltration is the water entering a sewer system and service connections from the
ground, through such means as, but not limited to, defective pipes, pipe joints,
connections, or manhole walls. Infiltration does not include inflow.
Inflow is the water discharged into a sewer system and service connections from such
sources as, but not limited to, roof leaders, cellar, yard and area drains, foundation
drains, cooling water discharges, drains from springs and swampy areas, manhole
covers, cross connections from storm sewers, catch basins, storm water, surface
runoff, or drainage. Inflow does not include infiltration.
Infiltration is typically constant over a period of days, weeks, or even months. Inflow varies
rapidly with rainfall conditions, with flows rising and falling within minutes or hours of a severe
storm event.
Driven by El Nino conditions prevalent in the Pacific Ocean, total rainfall during the early
months of 1998 exceeded average levels by a factor of two in many areas of San Luis Obispo
County. The City of Pismo Beach wastewater treatment facility experienced record flows
during the period, with a February peak of 2.6 mgd and an elevated February average of 1.59
mgd. According to operations staff, flows rose within minutes of intense rainfall, leading staff
to the conclusion that inflow was the primary problem. A number of spills resulted from the
high flows, primarily centered around Addie Street. As a result of this condition, the City
contracted with JLWA to prepare an Ill study for the system. This chapter highlights the results
of the flow monitoring program and supplemental testing. In addition, the cost effectiveness of
eliminating known sources of Ill is examined.
5.2 FLOW MONITORING PROGRAM
As part of the 1/1 study, flows were monitored at 11 locations throughout the City from the
period of January, 1999 through March, 1999. Data was collected from two primary sources
as follows:
Lift Station data:. An automatic.control system.at each of the nine lift stations in the City
continuously calculates station flow at less than 10 minute intervals. This program
provided continuous data at nine sites.
Portable flow meters: Two portable area -velocity flow meters were utilized in tandem to
"track" flows upstream in the gravity areas of the City. These meters were configured
to record flow at 10 minute intervals.
5-1
In comparison to the first months of 1998, inflow -related flows to the treatment plant during the
1999 metering period were small to negligible. Table 5-1 illustrates this key observation for the
months of January and February:
Table 5-1
1998/99 Flow Comparison
Flow Condition
WWTF Flows in mgd
Jan. 199
Feb. `99
Jan. `98
Feb. `98
Average Monthly Flow
1.00
1.03
1.11
1.50
Maximum Daily Flow
1.21
1.24 11
1.50
2.62
Peak Hourly Flow
--
2.51 11
2.79
3.14
In 1998, rainfall totals in excess of 1" in 24 hours were commonplace, and totals in excess of
2" in 24 hours occurred. In the first months of 1999, only one rainfall event exceeded 1" in 24
hours. This event occurred on Monday, March 15, 1999, when a total of 1.17" was recorded at
the WWTF. In addition, flows at the WWTF during this rainfall event remained near average
levels, with a total flow for the day of 1.01 mgd. Given the minimal rainfall totals and the
negligible inflow levels at the WWTF, the results of the flow metering program could have been
inconclusive.
Fortunately, one portable flow meter recorded an obvious flow spike during a short rainfall
event on January 31, 1999. The meter was installed on the existing 8" line at the intersection
of Cypress and Stimson streets. This line serves the easterly half of the downtown area and
the Pismo Heights. Approximately 0.60' of rainfall fail during the off-peak hours of 2:00 to 4:00
AM, when domestic flows are consistently at minimum levels. Figure 5-1 shows the meter
results for Sunday, January 31 superimposed on the previous day with an obvious spike in
flow. With the exception of Addie Street, all other sites showed negligible inflow.
After analyzing the data for January 31, the Pismo Heights area was suspected as the most
likely source of the inflow. The Pismo Heights collection system contains approximately
20,000 feet of 6" sewer pipe, with the majority of the system installed prior to the 1950's. This
steep hillside community provided a likely source of illegal storm drain connections for the
following reasons:
When the system was installed, sewer system standards regarding the connection of
roof leaders, foundation drains, and other inflow sources were either not as stringent or
were non existent.
The underground storm system is very minimal, leaving residents with fewer options to
convey storm flows from area drains and roof leaders in a non -erosive manner.
Individual backflow prevention devices and sump pumps are common due to the
steepness of the terrain, making the system difficult to smoke test effectively.
5-2
The portable flow meters were moved upstream to isolate only the Pismo Heights area, and
visual manhole inspections were conducted during subsequent storms. Field observations
revealed that the flow spike recorded on January 31 did originate from the Heights. Figure 5-2
displays a flow record of Monday, March 15, 1999 superimposed over a more typical Monday
(March 8, 1999). The meter was measuring flows from the Pismo Heights only. Other
metering sites in the City showed only small to negligible changes in response to the rainfall. It
is estimated that 150,000 gallons of excess storm water entered the system from the Pismo
Heights area, which represents over 80% of the total estimated inflow for March 15.
Field observations of the Pismo Heights system during rainfall revealed flooded manhole
covers, areas of probable inflow entry, and .surcharged.conditions. One manhole just
upstream of Jutkins Middle School was surcharged an estimated 2 feet over the top of the 6"
sewer pipe. Given these results, supplemental testing was scheduled for the Pismo Heights
area.
Inflow in Other Areas of the City
Based on the metering program, it can be concluded that the Pismo Heights system
contributes a high proportion of the inflow into the system. However, it is likely that other
areas of the City such as Shell Beach and the Pismo Marsh (Five Cities Lift Station tributary
area) contribute inflow in exceptionally wet years and during larger storms, even though these
areas exhibited minimal inflow in 1999. Therefore, it is recommended that flow monitoring
efforts continue in subsequent years to confirm the adequacy of other areas in the City. This
recommendation is consistent with regulatory requirements, in that an on -going program of Ill
monitoring is also required in the draft update of the City NPDES Discharge Permit.
Infiltration
Infiltration of groundwater remained at low levels during the metering period. The major
contributor of infiltration appears to be Shell Beach, where deep gravity collection systems are
subject to high groundwater levels. Manhole inspections by City staff in February/March of
1998 revealed a number of leaks, some of them substantial. However, based on meter data
from the Shell beach area, 1999 infiltration was less than 40 gal/min (57,600 gal/day) for Shell
Beach. This calculates to an average rate of approximately 550 gpd / in -mile of sewer pipe,
which is within acceptable limits. In contrast, the inflow recorded from the Pismo Heights
calculates to nearly 10,000 gpd I in -mile of sewer line. Given the low to moderate levels of
infiltration from the Shell Beach area, it is not cost effective at this time to eliminate infiltration
sources. This recommendation should be carefully revisited during wet years, where 1/1 from
the Shell Beach area could be more substantial.
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5.3 SUPPLEMENTAL TESTING
Smoke testing is one of the industry standard methods for locating sources of storm water
inflow within a collection system. Smoke is introduced into a sewer manhole and forced into
the system by a blower mechanism. The smoke is discharged to the atmosphere through all
available vent points including residential sewer vents and manhole covers, but also through
illegal connections such as connected area drains or roof downspouts. The Pismo Heights
system was smoke tested on April 12, 1999. Smoke testing was difficult due to the presence
of backflow devices, sump pumps, and older laterals with possible sags; all of which do not
allow the passage of smoke. Approximately one third of the residences did not exhibit any
discharge of smoke from the sewer vents. If these residences have illegal connections, smoke
testing will not reveal them. In spite of the difficulties, smoke testing is still a critical first step
and did yield some results, including a number of connected area drains.
With the problem narrowed to the Pismo Heights, it is recommended that the City employ
further investigation methods as follows:
Contact individual home owners and conduct subsequent on -site inspections. Once
staff has access to a residence, die testing and/or flood testing can be employed to
verify the presence of storm water connections.
Conduct a video camera investigation of the Pismo Heights.
5.4 ANALYSIS OF RESULTS
Based on the metering program and supplemental testing, a 50% reduction in storm water
inflow from the Pismo Heights appears possible. The costs associated with this reduction are
summarized in Table 5-2:
Table 5-2
Estimated Cost of I/l Elimination
Method of Elimination
Estimated Budget Cost
Video inspection and survey of individual residences
$25,000
Enforcement and tracking of inflow elimination
$5,000
Supplemental flow monitoring to confirm inflow reduction
$7,000
Repair/sealing of manhole frames and covers subject to flooding
$5,000
Miscellaneous leak repairs
$8,000
TOTAL ESTIMATED COST
$50,000
5-6
The cost benefits associated with a 50% reduction in storm water inflow are substantial. In
addition to the energy and chemical costs associated with the conveyance of storm water.
Table 5-3 describes the anticipated capital cost benefits associated with the proposed
reduction.
Table 5-3
Capital Cost Benefits of Ill Reduction
Description of Capital Cost Savings
Estimated Savings
Reduced pump, wet well, and electrical system size at Addie
Street
$12,000
Reduced gravity system improvements in the downtown area
$50,000
Elimination of gravity system upgrades in the Heights to avoid
surcharged flow conditions
$30,000
TOTAL ESTIMATED COST
$92,000
In summary, it is recommended that the City expediently transition from the exploratory mode
of the Ill study to remedial efforts. It is believed that the current sewer ordinance contains
adequate language to enforce the removal of inflow connections. Though Ill elimination is
expected to be cost effective for the City, the cost and inconvenience to residents in the Pismo
Heights could also be considered as a factor. The estimated cost savings indicated in Table
5-3 are less than 5% of the cost of the proposed downstream collection system improvements.
If initial remedial efforts appear to impact residents of the Pismo Heights to an unacceptable
level, the City has the flexibility to pump and treat the Ill -related flows by providing additional
capacity in downstream facilities.
5-7
Collection
WASTEWATER COL
6.1 EXISTING COLLECTION FACILITIES
,n Master Plan - Chapter 6
N SYSTEM ANALYSIS
The Pismo Beach wastewater collection system consists of approximately 35 miles of gravity
sewer pipe and 9 wastewater lift stations. Table 6-1 provides an inventory of the current
system pipeline infrastructure, and Figures 6-1, 6-2, and 6-3 display the existing system. Table
6-2 summarizes the characteristics of the 9 existing wastewater lift stations.
Table 6-1
Sewer Collection System Inventory
Pipe Diameter
Approximate Length of
Gravity Sewers
Approximate Length of
Force Mains
(feet)
(miles)
(feet)
(miles)
6
60,500
11.5
3,800.
0.7
8
95,300
18.0
7,800
1.5
10
11,200
2.1
6,800
1.3
12
10,600
2.0
2,600
0.5
15
3,600
1 0.7
--
--
16
--
--
2,600
0.5
Approx. No. of
Sewer Manholes
450
--
6.2 COLLECTION SYSTEM MODELING
In order to evaluate the performance of the existing and future collection systems, two
hydraulic models were developed for the analysis. One model was developed for the gravity
collection system using the Hydra 6 program. This powerful program is widely used in the
wastewater industry because of its ability to analyze the system as a hydraulic unit. The
following design criteria were applied to the existing and future collection systems:
Gravity pipes should flow no more than 70% full under build out conditions.
A minimum pipeline velocity of 2.0 feet per second should be maintained.
A maximum pipeline velocity of 10.0 feet per second should not be exceeded.
Existing and future system deficiencies are noted in Section 3.0 below. Selected computer
model results are included in Technical Appendix B (separate volume). A second computer
model was developed for the lift stations and force mains. This model and the related design
criteria are described in Section 5.0.
6-1
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Figure 6-3
Existing Facilities
Downtown Area
Sanitary Sewer Line Size
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— — — — FORCE MAIN
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6.3 GRAVITY SYSTEM ANALYSIS AND DEFICIENCIES
Based on the computer model developed for the gravity system, a number of system
deficiencies were noted. This section describes system deficiencies, identifies improvement
strategies and alternatives, and provides a budget cost estimate to complete the
improvements. In Chapter 8, the recommended improvements will be summarized in a
prioritized capital improvement program.
Shell Beach Interceptor Line
A dedicated gravity main was constructed from the Shell Beach area to the Addie Street lift
station in 1973. The Shell Beach Interceptor varies in diameter from 12" in flat sections to 8" in
steeper reaches, The full flow capacity of much of the interceptor is approximately 900 gpm.
However, when all upstream lift stations are pumping, the line must convey a peak flow of
1,300 gpm. Given the minimal flow currently reaching the Freeway Foothills Station,
concurrent pumping under current conditions is unlikely. However, metered data on the
interceptor shows that flows often reach 700 gpm during the morning peak hour. In addition,
as development continues tributary to Freeway Foothills, the line is expected to surcharge
under peak conditions.
Two alternatives were considered for addressing the capacity issues in the interceptor as
follows:
Gravity Alternative No. 1: Replace the existing 12" gravity interceptor from its origin in
Shell Beach to the Addie Street lift station. An 18" gravity line will be required at an
estimated cost of $100 per foot.
Force Main Alternative No. 2: Construct a new 12" force main to divert flows from the
Sunset Palisades, Vista Del Mar, Spyglass, and private lift stations directly to the
WWTF. A preliminary alignment for the proposed force main is shown in Figures 6-4
and 6-5. The unit cost for the new pipe is estimated at $50 per foot, and the total
length of 15,000 feet (2.84 miles) is slightly less than Alternative No. 1. In addition to
these direct cost savings, Table 6-3 summarizes the additional cost benefits that will be
realized with the force main alternative.
Capital. Improvement Priorities
Are Listed By Text Color
Priority 1: RED
Priority 2: GREEN
Priority 3: BWE
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Table 6-4
Additional Gravity Collection System Deficiencies
Project Location
System Deficiency
Proposed Correction
Ocean frontage adjacent to
Sag in 8" sewer line. Approx.
Replace existing sag with 8"
Pismo Beach pier
length = 650'
pipeline - maintain adequate
fall.
Ocean Blvd. upstream of
Capacity of existing 8" line is
Replace existing pipe with a
Vista Del Mar lift station
inadequate for build -out
minimum 10" sewer line.
conditions. Length = 1,100 ft.
6.4 LIFT STATION ANALYSIS AND DEFICIENCIES
A second computer model was developed for the lift stations and force mains in the City
collection system. As shown in Figure 6-1, City lift stations often pump into common force
mains with other stations. As a result, the pressure conditions at each station change
depending on the number of pumps operating in a given moment. New public and private
stations have been added in the Shell Beach area without the benefit of such a computer
model. The resulting increased pressure at the Sunset Palisades lift station has contributed to
frequent pump failures. An upgrade of this station is under construction, and therefore all
information pertaining to the Sunset Palisades L.S. assumes the upgrades have been
completed. As part of the Master Plan, each lift station was analyzed and deficiencies were
noted. Design criteria that apply to the lift stations and force mains are summarized below:
• Force main velocities should be greater that 2.0 feet per second to maintain self
cleaning properties but less than 5.0 feet per second to minimize energy losses.
• Force mains should have adequate capacity to convey peak flows with all City lift
stations operating concurrently.
• Lift stations should be able to convey peak flows with the largest pump out of service.
Station "capacity" is therefore calculated with the largest pump out of service.
• Lift station wet wells should be sized to limit the number of pump starts per hour to
acceptable limits as defined by the pump manufacturer.
• Lift stations should have a means of conveying peak flows during a power outage.
This will typically be a stand by generator. In assembling the following cost estimates, it
is assumed that the generator will include sound attenuation equipment and will be
installed above ground. The additional cost to install a lift station generator below
ground to minimize noise and visual impacts is estimated at $200,000. Alternatively,
the City could initially purchase a mobile generator for any given lift station, with the
intent of permanently installing the unit either above or below ground after the issue of
noise and visual impacts is addressed.
• The City owns a portable stand by pumping station that can be used to bypass a lift
station in an emergency. In the future, this pump can be used at all stations with the
exception of the Sunset Palisades L.S., where the discharge pressure is too high.
Each station should have an emergency connection available for a bypass operation.
Each lift station and related force main is analyzed in the following section.
6-11
ADDIE STREET LIFT STATION
� After completion of the proposed force main realignment project, the Addie Street lift station
will serve the Pismo Heights, the Motel District, the Downtown Commercial Core, and the
Freeway Foothills planning areas. The station currently serves the entire Shell Beach area as
well. The Addie Street L.S. is both the oldest and the largest pump station in the City. In
addition, it has been one of the main sources of spills and other capacity -related problems.
The current peak hour flow to the station is estimated at approximately 3,300 gpm. The station
rl and the gravity collection system upstream are inadequate to handle this peak condition. The
critical element of pump redundancy is also lacking. Even during the dry season, the station
periodically requires the use of all three pumps. If one pump fails during such a condition, the
wet well would surcharge the shallow upstream gravity system as quickly as five minutes after
station alarms indicate a high water condition.
Portions of the electrical system at the Addie Street L.S., including the stand by generator,
date back to the original installation in 1953. The equipment is beyond its useful service life
and warrants replacement. According to operations staff, some older components are no
longer supported by manufacturers. If these systems fail, the components will have to be
T completely replaced, resulting in unacceptable downtime in a station without redundancy.
UJ
The influent entering the existing wet well first passes through two channel -type wastewater
1 grinders. The resulting turbulence contributes to the release of dissolved hydrogen sulfide and
causes an on -going odor issue at the station. Operations staff have used various odor
inhibiting chemicals with some success, but the problem has persisted. It is recommended that
the proposed station eliminate the use of grinders and utilize non -clog pumping technology
similar to other City stations. Appropriate solids handling equipment should then be
incorporated into the proposed headworks at the WWTP.
In the first quarter of 1999, the City completed two projects to decrease the peals flows at
Addie Street and add emergency redundancy as follows:
1) The City constructed an emergency bypass connection for use with the trailer
mounted stand by pump. The pump can discharge up to 2,000 gpm (2.9 mgd).
2) Historically, wastewater discharged from the Five Cities lift station flowed to
Addie Street with a peak flow of 600 gpm. This force main has been rerouted
R directly to the WWTP, thereby providing a 20% reduction in peak flow.
These projects were constructed as effective temporary measures, but they do not mitigate the
need for permanent improvements at the Addie Street lift station.
Improvement Alternatives
,_1 Improvement alternatives can be described in two basic categories: 1) construct improvements
to the existing station or 2) construct a new lift station. Adequate improvements to the existing
lift station are not expected to be feasible or cost effective for the following reasons:
6-12
• The wet well for the station needs to be expanded and lowered in elevation to
accommodate gravity system improvements upstream and allow for adequate
emergency response time. A difficult interim bypass would be necessary, and effective
reuse of portions of the existing concrete structure would be costly.
• The station mechanical and electrical systems would require complete replacement,
furthering the duration of a costly bypass system. There are few elements in the
existing station that would be re -used in an upgraded system.
• The cost to clean, prepare, and rehabilitate corroded elements of the station would be
excessive when compared to corrosion control measures for a new structure.
For these reasons, a new lift station constructed adjacent to the existing facility is
recommended. A new pump station utilizing submersible pumps is recommended as the most
cost effective and functional solution for the City. The following table summarizes the features
of the new station:
Table 6-5
Addie Street Lift Station Summary
Station Component
Existing Lift Station
Proposed Lift Station
Pump design and
Three 1,020 dry pit non -clog
Three 1,500 gpm submersible
capacity
pumps - 15 HP motors
pumps to redundantly meet
future peak of 2,800 gpm
Wet well capacity
Inadequate response time,
The wet well should allow no
excessive turbulence, and
more than 10 starts per hour
odors.
with a normal operating
volume of 4,500 gallons.
Turbulence should be
minimized.
Stand by power
Stand by generator beyond its
Add new permanent stand by
useful service life
generator system.
Emergency bypass
Bypass Available
Maintain bypass capability
Corrosion and odor
Hydrogen sulfide release
Coat and protect all new
produces odor and corrosion
concrete. Consider using an
engineered odor control
system.
Other components
Construct an attractive new pump building with yard fencing and
landscape screening. All sound -producing equipment should
include silencing features in order to meet General Plan
requirements for noise generation.
Estimated budget cost of
$800,O00
proposed improvements
(see cost breakdown in Tech. App. C)
6-13
I
f FIVE CITIES LIFT STATION
The Five Cities lift station serves the Pismo Creek and Pismo Marsh planning areas.
Operations staff have reported existing capacity problems with the station under peak
conditions - an assessment supported by the peak flow calculations. The basic station
functions acceptably under normal operating conditions, but lacks adequate peak capacity and
stand-by power. The existing 6" force main that connects the Five Cities Lift Station to the 16"
force main from Addie Street is undersized for peak flows and has experienced some age -
related problems. The force main should be replaced with an 8" pipeline. The proposed
improvements to the station are summarized in Table 6-6 below.
Table 6-6
Five Cities Lift Station Summary
Station Component
Existing Lift Station
Proposed Lift Station
Pump design and
Two 400 gpm self -priming
Increase capacity to 625 gpm
capacity
pumps - 25 HP motors
with new 30 HP motors and
force main upgrade. The
existing pumps are adequate.
Wet well capacity
At 10 starts/hour, the existing
Due to space constraints, a
wet well will only support a
larger wet well may not be
pump flow rate of 280 gpm.
feasible. Add VFD's to the
system.
Stand by power
Existing manual transfer switch
Add permanent stand by
system
generator.
Emergency bypass
None available
Add bypass capability
Corrosion and odor
No problems reported
Not applicable
Other components
Existing structure will not
Construct new pump house
house generator and is
for system.
deteriorating.
Existing 6" force main is
Construct new 8" force main
undersized for build -out.
(2,300 feet)
Estimated budget cost of
Station Improvements = $175,000
proposed improvements
Force Main Upgrade = $135,000
Altematives to the
Not applicable
proposed improvements
6-14
I' P/SM0 OAKS LIFT STATION
The Pismo Oaks lift station serves the Oak Paris Heights planning zone and is tributary to the
l� Los Robles Del Mar Specific Plan area. With a capacity of 550 gpm, the existing submersible
pumps at the Pismo Oaks L.S. adequately convey the existing peak hourly flow of 330 gpm. In
T addition, it appears that the station was originally sized to serve the build out of the Oak Park
Heights planning area, which is expected to generate a future peak flow of approximately 570
gpm. However, once the Los Robles Del Mar project is completed, an additional 200 gpm will
flow to the station for a total peak flow of 770 gpm (see Pg. 6-10). In addition to capacity
issues, portions of the existing station infrastructure are inadequate and/or corroded. Table
6-7 below summarizes the station deficiencies and recommended improvements.
Table 6-7
Pismo Oaks Lift Station Summary
Station Component
Existing Lift Station
Proposed Lift Station
Pump design and
Two 550 gpm submersible
Two 770 gpm submersible
capacity
pumps - 20 HP motors
pumps - 30 HP motors.
Wet well capacity
Requires 825 gallons for 10
Future pumps require 1,155
starts per hour. Existing wet
gallons for 10 starts per hour.
well provides 529 gallons.
Add VFD drives to avoid wet
well replacement.
Stand by power
Manual transfer switch and
Add Permanent stand by
receptacle for connection to
power.
mobile generator.
Emergency bypass
No connection available.
Add connection for mobile
pump. The wet well must be
flooded to 2't above the
existing high water alarm.
Corrosion and Odor
The unprotected wet well is
Coat the existing wet well with
severely corroded.
an H2S resistant material.
Eliminate vertical fall in higher
influent pipes.
Other components
Station needs slide rails, misc.
Incorporate improvements into
control components, and new
station upgrade.
valving.
Estimated budget cost of
$300,000
proposed Improvements
Alternatives to the
If the Los Robles Del Mar project is required to connect
proposed improvements
downstream of the station, the estimated cost would be reduced
by $60,000. The City could also purchase a mobile generator
as a separate project, reducing the cost by approx. $35,000.
6-15
r�
FREEWAY FOOTHILLS LIFT STATION
The Freeway Foothills lift station serves the areas within the Mattie Road annexation zone. It
appears that the station was designed for build out of the area, given that the calculated peak
flow of 272 gpm is closely matched to the station capacity of 275 gpm. This submersible
station functions acceptably but lacks stand-by power. An adjacent commercial development
is currently in progress that will reduce the available equipment and access area of the station
to minimum levels. It is recommended that the City maintain a minimum equipment area of 20'
x 20' with adequate access for the City's pumping/cleaning vehicle and stand by pump.
The proposed improvements to the station are summarized in Table 6-8 below.
Table 6-8
Freeway Foothills Lift Station Summary
Station Component
Existing Lift Station
Proposed Lift Station
Pump design and
Two 275 gpm submersible
No change - pumps adequate
capacity
pumps - 20 HP motors
for build out
Wet well capacity
The level set points in the wet
No change
well can be modified slightly to
achieve the required volume of
413 gallons for 10 starts/hour
Stand by power
None - no receptacle or
Add manual transfer system
manual transfer switch
immediately and purchase
mobile generator. Station
generator permanently in the
future.
Emergency bypass
None available
Add bypass capability
Corrosion and odor
Existing slide rails and related
Replace with stainless steel.
hardware are galvanized steel
and are corroded
Other components
Not applicable
Not applicable
Estimated budget cost of
Stand by power system (incl. mobile generator) = $65,000
proposed improvements
Remainder of proposed items = $15,000
Alternatives to the
Not applicable
proposed improvements
6-16
J VISTA DEL MAR LIFT STATION
The Vista Del Mar lift station serves the Shell Beach planning area. The station was upgraded
in 1995 in a project that included a new dry pit system and stand by generator. The service
zone is approximately 90% built out, and the estimated average daily flow to the station is
211,800 gal/day (147 gpm). The current station capacity is 385 gpm, which will accommodate
a peaking factor of approximately 2.6. A more typical peak hour factor for communities the
size of Shell Beach is 4.0, and a station capacity of approximately 680 gpm is required to
accommodate this peaking factor. The previous Wastewater System Master Plan (PRC
Toups, 1982) recommended a capacity of 770 gpm for the station.
After the upgraded station was placed into service, the new Essco pumps began to exhibit
cavitation problems. Cavitation results when the pressure at the inlet of a pump drops below
the vapor pressure of the liquid and can damage the pump. The problem was mitigated by
injecting air into the pump system, but this system uses small diameter piping that frequently
clogs. In addition, operations staff have reported that the pumps routinely air lock. Two
f factors could be contributing to the cavitation problem as follows:
The existing 4" suction lines exceed recommended velocities at design flow. The
suction losses created by such high velocities can lead to cavitation.
Based on the manufacturer's information, the Essco pumps have a `flat" pump curve,
j which means that small changes in pressure result in large changes in flow. For this
reason, when other lift stations in the system are off, the Vista Del Mar pumps could be
discharging significantly more than the design flow. This condition would further
increase the velocity in the small suction pipes.
It should be noted that City operations staff have not expressed capacity -related problems at
the station. It is conceivable that water use patterns in the Shell Beach area reflect a lower
peaking factor. At the bottom of Table 6-9, an alternative project is identified that would allow
the City to correct station deficiencies without replacing the existing pumps. Operations staff
1 could then closely monitor station operation under peak conditions to ensure the station does
not activate both pumps to keep up with incoming flows.
6-17
Table 6-9
Vista Del Mar Lift Station Summary
Station Component
Existing Lift Station
Proposed Lift Station
Pump design and
Two 385 gpm non -clog pumps
Two 680 gpm non -clog pumps
capacity
60 HP motors
75 HP motors
Wet well capacity
Requires 578 gallons for 10
Proposed pumps require
starts per hour. Existing wet
1,020 gallons of storage. Plan
well provides 141 gallons.
area of new wet well = ±90 fe
Stand by power
Existing generator on site
Utilize higher efficiency
pumps and soft start controls
to maintain generator use.
Emergency bypass
None available
Add bypass capability
Corrosion and odor
Existing wet well is coated
Coat proposed wet well
Other components
4" suction lines are undersized
Add 8" suction lines.
Estimated budget cost of
$166,000
proposed improvements
Altematives to the
Maintain existing pumps and closely monitor peak flows.
proposed improvements
Operations staff have not reported any capacity -related
problems, possible due to low per unit occupancy.
Construct new wet well (8`-diam) and replace 4" suction lines
with new 8" pipes. Alternative project cost = $64,000
G-18
j/ SPYGLASS LIFT STATION
The Spyglass lift station serves the Spyglass, St. Andrews, and Spindrift planning areas. The
station is approximately 26 years old but is currently sized adequately for build -out. The
station wet well is undersized, and the system does not have permanent stand by power. The
proposed improvements to the station are summarized in Table 6-10 below.
Table 6-10
Spyglass Lift Station Summary
Station Component
Existing Lift Station
Proposed Lift Station
Pump design and
Two 385 gpm dry pit non -clog
No capital improvement
capacity
pumps - 25 HP motors
proposed - replace pumps
and motors at end of service
life.
Wet well capacity
The existing wet well will allow
Purchase high quality motors
up to 15 starts per hour, which
that can intermittently perform
is unacceptable for most
at 12 to 15 starts per hour.
motors.
Maintain pump alternation.
Stand by power
Existing manual transfer switch
Add permanent stand by
system
generator system.
Emergency bypass
Available
--
Corrosion and odor
No problems reported
Not applicable
Other components
Existing electrical starters and
Move starters and other
other -critical components are
components to above -ground
in a deep dry well next to the
enclosure.
pumps.
Estimated budget cost of
Station Improvements = $110,000
proposed improvements
Alternatives to the
Eliminate the electrical upgrades described in "Other
proposed improvements
components" at a cost savings of $30,000.
6-19
PG&E LIFT STATION
The PG&E lift station serves a small area within the Pismo Heights and Industrial planning
zones. Due in part to small flows, the station functions adequately during peak conditions.
Operations staff periodically replace pumps and perform other maintenance functions on the
station. A small stand by power supply is recommended for the station, along with bypass
capabilities. The proposed improvements to the station are summarized in Table 6-11 below.
Table 6-11
PG&E Lift Station Summary
Station Component
Existing Lift Station
Proposed Lift Station
Pump design and
Two dry pit non clog pumps
No capital improvement
capacity
3 HP motors
proposed - replace pumps
and motors at end of service
life.
Wet well capacity
The existing wet well capacity
No improvements proposed
is inadequate for the pump
capacity, but pump cycling
problems are not anticipated
due to minor flows.
Stand by power
Existing manual transfer switch
Add permanent stand by
system
generator system.
Emergency bypass
None available
Add bypass capability
Corrosion and odor
No problems reported
Not applicable
Other components
Not applicable
Not applicable
Estimated budget cost of
Station Improvements = $24,000
proposed improvements
Alternatives to the
Not applicable
proposed improvements
6-20
c,l
SAINT ANDREWS LIFT STATION
The Saint Andrews lift station serves a small residential area in the Saint Andrews planning
zone. Similar to the PG&E L.S., the station handles minor flows. A small stand by power
supply is recommended for the station, along with the addition of bypass capabilities and
electrical upgrades. The proposed improvements to the station are summarized in Table 6-12
below.
Table 6-12
Saint Andrews Lift Station Summary
Station Component
Existing Lift Station
Proposed Lift Station
Pump design and
Two submersible pumps
No capital improvement
capacity
2 HP motors
proposed - replace pumps
and motors at end of service
life.
Wet well capacity
The existing wet well capacity
No improvements proposed
is inadequate for the pump
capacity, but pump cycling
problems are not anticipated
due to minor flows.
Stand by power
Existing manual transfer switch
Add permanent stand by
system
generator system.
Emergency bypass
None available
Add bypass capability
Corrosion and odor
No problems reported
Not applicable
Other components
The existing electrical panel is
Provide electrical system
at the end of its useful service
upgrades as necessary.
life.
Estimated budget cost of
Station Improvements = $50,000
proposed improvements
Alternatives to the
Not applicable
proposed improvements
6-21
SUNSET PALISADES LIFT STATION
The Sunset Palisades lift station serves residential neighborhoods within the Ontario Ridge,
Sunset Palisades, and South Palisades planning areas. As of June, 1999, the lift station is
being upgraded to address capacity and reliability problems. Though stand by power should
eventually be added to the station, the dual wet wells and gravity system provide a long
response time of approximately 4 hours before residents are impacted. The proposed
improvements to the station are summarized in Table 6-13 below.
Table 6-13
Sunset Palisades Lift Station Summary
Station Component
Existing Lift Station
Proposed Lift Station
Pump design and
Two dry pit non clog pumps
No improvements proposed
capacity
60 HP motors with VFD's
Wet well capacity
The VFD's minimize pump
No improvements proposed
cycling and use of wet well
volume
Stand by power
Existing manual transfer switch
Add permanent stand by
system
generator system.
Emergency bypass
Bypass available
No improvements proposed
Corrosion and odor
No problems reported
No improvements proposed
Other components
Not applicable
No improvements proposed
Estimated 'budget cost of
Stand by Power Improvements = $65,000
proposed improvements
Alternatives to the
Not applicable
proposed improvements
Consolidation of Sewer Lift Stations
The feasibility of combining localized lift stations into larger regional stations was examined as
part of the Master Plan. After an initial analysis, it was determined that the only location where
consolidation might be feasible is in the Shell Beach area. The Vista Del Mar fift station is
significantly lower in elevation than both the St. Andrews and Spyglass lift stations. However,
in order to eliminate St. Andrews and Spyglass, an excessively -deep gravity sewer (over 30'
deep) would be necessary. Since the costs associated with the proposed improvements at
Spyglass and St. Andrews are relatively small in relation to reconstructing the gravity sewer in
the area, it was determined that lift station consolidation was not feasible. The addition of
future lift stations associated with new development should be avoided where possible.
6-22
6.5 ODOR AND CORROSION CONTROL
In the absence of adequate oxygen, bacteria living in municipal wastewater begin to convert
sulfate, a common constituent in wastewater, into a dissolved compound know as hydrogen
sulfide (112S). This compound subsequently escapes the wastewater, particulary in areas of
high turbulence, and enters the air environment as a gas. Once the gas is present in a gravity
collection system, it can escape through man -hole covers, roof vents, and lift stations, causing
an offensive rotten -egg odor in areas of release. At higher concentrations, the gas can cause
eye irritation, respiratory problems, and even death. In addition to its odorous properties, the
�. gas can form sulfuric acid in the presence of air. This acid will corrode concrete and other
materials often found in wastewater collection systems.
Typically, oxygen levels in gravity wastewater systems remain adequately high to prevent the
formation of excessive hydrogen sulfide. However, the gas forms readily in the following
common components of a collection system:
Lift station wet wells where wastewater can be stored for more than 30 minutes during
low flows.
Long wastewater force mains where the absence of an air -water interface contributes
to anaerobic conditions.
Areas within a gravity collection system where solids have deposited due to inadequate
velocities or lack of cleaning.
�f The following section summarizes the system components that experience on -going H2S-
related problems.
Shell Beach Interceptor and Addie Street L.S.
Five public and two private lift stations discharge directly into the Shell Beach Interceptor from
a network of force mains. The most remote station is approximately 2 miles from the discharge
point. Hydrogen sulfide forms in the long force main and is discharged to the interceptor.
Field inspection of sewer manholes along the interceptor have revealed extensive corrosion in
the system. Fortunately, the interceptor remains isolated from the remainder of the downtown
µ' gravity system and discharges directly into the Addie Street wet well. Once the sulfide -laden
wastewater reaches Addie Street, turbulence at the existing sewage grinders contributes to the
release of hydrogen sulfide and causes odor problems.
The proposed Shell Beach force main relocation problem will substantially reduce hydrogen
sulfide levels in the interceptor and at Addie Street. However, due to the structural damage
that has already occurred in the existing manholes along the interceptor, each manhole should
be rehabilitated with a sulfide -resistant coating system. The budget cost to rehabilitate each of
the 40 manholes is estimated at $140,000.
6-23
Pismo Oaks Lift Station
Severe corrosion of the existing concrete wet well is evident at the Pismo Oaks lift station.
The gravity areas upstream of the station do not have a history of hydrogen sulfide corrosion.
However, when wastewater enters the station it drops several feet before reaching the normal
water level. This turbulence will cause dissolved H2S to escape. In addition, if the wet well sits
stagnant for a period of time, H2S that subsequently forms in the wet well could be release
when new influent cascades into the station. As addressed previously in Table 6-7, the vertical
drop should be eliminated when the station is rehabilitated.
Methods of Hydrogen Sulfide Control
l A number of methods exist to control or limit the formation of hydrogen sulfide in a sewer
collection system. In general, these methods involve the injection of a chemical to inhibit the
formation of the gas from sulfate in the wastewater. Chemicals employed in the industry
include ferrous sulfate and other metal salts, hydrogen peroxide, nitrate, and base solutions.
Air injection has also been employed in long force mains to prevent the anaerobic conditions
that cause H2S formation. The City currently uses ferric chloride, an iron salt, to minimize H2S
formation. This chemical has proved effective in similar applications where injection rates were
optimized for the application. In order to minimize odor at the treatment plant, it is
recommended that the City maintain its existing H2S-limiting practices even after the Shell
t Beach force main system is relocated. In addition, the existing force mains should be flushed
periodically with a strong base to eliminate the biological slime layer that typically forms in
force mains.
«E
r
Wastewater Collection
WASTEWA
Master Plan - Chapter 7
LLECTION SYSTEM OPERATION
7.1 COLLECTION SYSTEM MAINTENANCE
The long term operations plan of the City Wastewater Department is to perform preventative
and pro -active system maintenance in order to prevent avoidable failures. It is also the intent
of operations staff to complete most small capital improvement projects with in-house staff.
However, due to the age and condition of City facilities, operations personnel are compelled to
focus on immediate system needs. The following table summarizes collection system
operations tasks, including an estimation of weekly man hours:
Table 7-1
Estimated Collection System Maintenance Requirements
Task Description
Current weekly man-
hours available
Recommend weekly
man hours
Sewer line cleaning and maintenance
32
60 to 80
Lift station checks and maintenance
16
20
Improvement protects
minimal
20
Pre-treatment compliance, Ill
monitoring, regulatory compliance
minimal
15
Public service response
10 (Varies)
10 (Varies)
TOTAL ESTIMATED WEEKLY MAN HOURS
120 to 145
The sewer cleaning man-hours referenced should accommodate the RWQCB requirements for
the cleaning of system "hot -spots," in addition to allowing the City to clean all gravity lines
every 2 years as required by the revised RWQCB discharge permit. The estimated man-hours
include an allowance for vacation time, sick time, and related benefits.
7.2 STAFFING LEVELS
Given the results of Table 7-1 above, it is recommended that the City maintain 3 to 4
wastewater collection system operators. This .recommendation should be coordinated with the
recommended treatment facility staff referenced in the treatment portion of the Master Plan.
7-1
Wastewater Collection System Master Plan - Chapter 8
REr.- 1� MENI ATIONS ANIP CAPITAL IMPRQVF;MEtK3'TS
` 8.1 RECOMMENDATIONS
The results of this study are presented in this chapter as the recommended Wastewater
�} Collection System Master Plan for the City of Pismo Beach. The Master Plan consists of
4Y staged improvements to correct existing deficiencies and provide for future system expansion.
Cost estimates were prepared for each project and used to develop a capital improvement
program. The previous chapters provide discussion which results in various recommendations.
The recommendations are shown in Figures 6-4 and 6-5 and are summarized below:
Due to capacity issues in the existing Shell Beach interceptor, construct a 12"
force main from Shell Beach to the Addie Street force main.
2. Replace the Addie Street lift station with a new facility that meets applicable
requirements for capacity and redundancy.
3. Provide improvements to other lift stations as summarized in Chapter 6.
4. Upgrade the downtown collection system upstream of Addie Street by
constructing a new 18" replacement interceptor and diverting selected flows to
the interceptor.
5. Provide other gravity system improvements as summarized in Chapter 6.
6. Eliminate infiltration/inflow in the Pismo Heights area by removing illegal storm
drain connections and sealing flood -prone manhole covers. If necessary,
individual residents should be contacted for on -site inspections.
7. Continue the existing ferric chloride injection practices to reduce the production
of hydrogen sulfide gas. Coat approximately 40 manholes on the existing
interceptor line with a hydrogen -sulfide resistant coating.
8. Maintain a collection system staff of a minimum of three persons in order to
provide for adequate cleaning practices, lift station checks, and other
preventative measures.
8.2 CAPITAL IMPROVEMENT PROGRAM
The following section summarizes a three -priority capital improvement program reflecting the
relative importance and timing of the projects. The three priorities are described as follows:
• Priority 1 improvements provide upgrades to currently inadequate facilities and should
be constructed in the next 5 years.
J
Priority 2 improvements correct less -critical existing deficiencies and provide for build
out of the City. Stage 2 projects should be completed in the next 5 to 10 years.
Priority 3 improvements generally reflect localized inadequacies of a non -critical nature
and should be completed in the next 10 to 15 years.
8-1
�! Budget cost estimates have been prepared for the proposed improvements. A preliminary cost
breakdown for each project is included in Technical Appendix C. All estimates are based on
1999 costs, with an Engineering News Record (ENR) Construction Cost Index (CCI) of 7000.
The projects listed in the following tables are arranged in order of descending priority. An
implementation schedule for the Priority 1 projects is shown in Figure 8-1.
Table 8-1
Priority 1 Capital Improvements
Budget Cost
No.
Project Name
Description
Estimate
1-1
Shell Beach force main
Bypass the existing interceptor with a
See Note 1
relocation
new 12" force main to the Addie
Below
Street L.S. force main.
1-2
Pismo Heights Ill
Reduce Ill in the Pismo Heights area
$50,000
Elimination
by contacting residents and repairing
leaks.
1-3
Addie Street lift station
Construct a new submersible lift
$800,000
replacement
station facility at Addie Street
1-4
Pismo Oaks lift station
Upgrade the Pismo Oaks L.S. to
$300,000
upgrade
correct structural, capacity, and
operational problems
1-5
Interceptor manhole
Coat interceptor manholes with a
$140,000
rehabilitation
sulfide -resistant product
1-6
Five Cities lift station
Upgrade the Five Cities L.S. with new
$310,000
upgrade
pumps and stand by power. Replace
the existing 6" force main with an 8".
1-7
Park/Cypress replacement
Combine the three existing lines into
$355,000
interceptor
one 18" replacement interceptor with
additional depth. Divert flows as
summarized in Chapter 6.
TOTAL OF PRIORITY 1 IMPROVEMENTS (CCI = 7000)
$1,955,000
Notes: 1. As a result of the draft Master Plan report published in June, 1999, the Shell
Beach force main relocation project was funded for the 99/00 fiscal year in the
amount of $1,120,000 and therefore does not appear in the table.
8-2
Table 8-2
Priority 2 Capital Improvements
Budget Cost
No.
Project Name
Description
Estimate
2-1
Vista Del Mar lift station
Upgrade the Vista Del Mar L.S. to
$166,000
upgrade
correct capacity & operational issues
2-2
Freeway Foothills lift
Upgrade the Foothill Freeway lift
$80,000
station upgrade
station to correct operational problems
and add stand by power.
2-3
St. Andrews lift station
Add stand by power and upgrade
$50,000
stand by generator &
electrical system
electrical upgrades
TOTAL OF PRIORITY 2 IMPROVEMENTS (CCI = 7000)
$296,000
Table 8-3
Priority 3 Capital Improvements
Budget Cost
No.
Project Name
Description
Estimate
3-1
Sewer sag repair adjacent
Correct existing sag with new 8"
$62,000
to Pismo Pier
sewer.
3-2
Spyglass lift station
Upgrade the Spyglass lift station to
$110,000
upgrade
add stand by power and correct
operational deficiencies
3-3
PG&E lift station stand by
Add stand by power
$24,000
generator
3-4
Sunset Palisades lift
Add stand by power
See Note 1
station stand by generator
Below
3-5
Vista Del Mar gravity
Replace existing 8" sewer with a 10"
$114,000
system upgrade
sewer to prevent system surcharging
3-6
Pismo Oaks gravity
Replace the existing 10" sewer with a
$300,000
system upgrade
12" sewer to meet future capacity
requirements
TOTAL OF PRIORITY 3 IMPROVEMENTS (CCI = 7000)
$610,000
TOTAL OF ALL IMPROVEMENTS (PRIORITY 1, 2 & 3)
$2,861,000
Note: 1. As a result of the draft Master Plan report published in June, 1999, a dedicated
mobile generator was funded for the 99100 fiscal year and therefore a cost for
this item does not appear in the table.
8-3
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TECHNICAL APPENDIX C
Budget Cost Estimates
Capital Improvements
Description
Priority 1
Shell Beach Force Main Relocation
Addie Street Lift Station Replacement
Pismo Oaks Lift Station Upgrade
Interceptor Manhole Rehabilitation
Five Cities Lift Station Upgrade
Park/Cypress Gravity Sewer Improvements
Priority 2
Vista Del Mar Lift Station and Force Main Upgrade
Freeway Foothills Lift Station Upgrade
St. Andrews Lift Station Stand By Power and Electrical Upgrade
Priority 3
Sewer Sag Repair Adjacent to Pismo Pier
Spyglass Lift Station Upgrade
Pacific Gas and Electric Lift Station Stand by Generator
Sunset Palisades Lift Station Stand By Generator
Vista Del Mar Gravity System Upgrade
Pismo Oaks Gravity System Upgrade
Pane
1-3
1
1
2
3
3
4-5
4
4
5
6-7
6
6
6
7
7
7
Shell Beach Force Main Relocation
Shell Beach Force Main Relocation
Quantity Unit Unit Price Total Pr
10 PVC pipeline 15000 If $50 $750
and Appurtenances 1 Is $20,000 $20
W.-- 1Is $30,000 $30
Construction Subtotal
Budget Contingency (20%) $160,000
Engineering & Planning (15%) $120,000
Contract Administration (5%) $40,000
Addie Street Lift Station Replacement
Addie Street Lift Station Replacement
Pumping Equipment
1
$50,000
$50,
Wet well structure (18' x 8' x 15' deep)
1
$85,000
$85,
Yard and interior pipinglvaiving
1
$50,000
$50,
Mechanical systems
1
$25,000
$25,
Lift station facilities building
1
$100,000
$100,
Site Work
1
$30,000
$30,
Station electrical and control system
1
$100,000
$100,
Budget Contingency (20%)
Parktoypress Gravity Sewer improvements
ir'nntraclt Administration (5%)
Page 1 of 7
$110
$110
$28
Pismo Oaks Lift Station Upgrade
Pismo Oaks Lift Station Upgrade
New pumps & base elbows
1 LS
$40,UUU
;�qu,uuu
VFD controls
1
$30,000
$30,000
Stand by generator
1
$40,000
$40,000
Emergency connection
1
$8,000
$9,000
Wet well coating
1
$35,000
$35,000
Slide rails/ valvinglpiping
1
$20,000
$20,000
Misc. electrical/controls
1
$15,000
$15,000
Construction bypass
1
$25,000
$25,000
Construction subtotal
$214,000
20% Construction Contingency
$43,000
15% Engineering and Planning
$32,000
Contract Administration (5%)
$11,000
Interceptor Manhole Rehabilitation
Interceptor Manhole Rehabilitation
item Quantity Unit Unit Price Total Price
existing sewer manhole 40 ea $2,000 $80,000
Bypass operations (if necessary) 1 Is $20,000 $20,000
Construction Subtotal $100,000
Budget Contingency (20%) $20,000
Engineering & Planning (15%) $15,000
Contract Administration (5%) $5,000
Page 2 of 7
Five Cities Lift Station Upgrade
Five Cities Lift Station Upgrade
Item Quantity Unit
Unit Price
Total Price
New motors (30 HP) 1
$8,000
$8,000
VFD's and related electrical 1
$38,000
$38,000
System bypass 1
$7,000
$7,000
Stand by power system 1
$48,000
$48,000
New enclosure 1
$20,000
$20,000
Construction Subtotal
$121,000
Budget Contingency (20%)
$24,000
Engineering & Planning (15%)
$18,000
Contract Administration (5%)
$6,000
TOTAL PROJECT BUDGET
#169,000
Five Cities Lift Station - Force Main Upgrade
Item Q;,rtiiity Unit
Unit Price
Total Price
New Force Main 2300 LF
$35
$80,500
Bridge Crossing 1
$10,000
$10,000
Connections/Valving 1
$10,000
$10,000
Construction Subtotal
$100,600
Budget Contingency (20%)
$20,000
Engineering & Planning (15%)
$15,000
Contract Administration (5%)
$5,000
TOTAL PR0 -ECT BUDGET
$140,600
TOTAL BUDGET FIVE CITIES UPGRADES
#309,500
Park/Cypress' Gravity Sewer Improvements
Park/Cypress
Gravity Sewer Improvements
Item
Quantity Unit
Unit Price
Total Price
21" gravity sewer
1300 If
$100
$130,00D
Sewer Laterals
25 ea
$1,700
$42,500
Sewer Manholes
6 ea
$3,500
$21,000
Connections
1Is
$10,000
$10,000
Flow Diversion (two locations)
1 Is
$30,000
$30,000
Demolition
i is
$20,000
$20,000
Construction Subtotal
$253,500
Budget Contingency (20%)
$51,000
Engineering & Planning (15%)
$38,000
Contract Administration (5%)
$;13,+_,^^l
TOTAL PROJECT BUDGET
$355,500
Page 3 of 7
� N
Vista Del Mar Lift Station Upgrade
Vista Del Mar Lift Station - Base Option
Item
Quantity Unit
Unit Price
Total Price
New Pumps
1
$50,000
$50,000
New wet well
1
$25,000
$25,000
Wet well coating
1
$8,000
$8,000
New Piping
1
$10,000
$10,000
System Bypass
1
$15,000
$15,000
Misc. Electrical
1
$10,000
$10,000
Construction Subtotal
$118,000
Budget Contingency (20%)
$23,600
Engineering & Planning (15%)
$17,700
Contract Administration 5%)
$5,900
s165,200
Vista Del Mar Lift Station - Alternative Project
Item Quantity Unit
Unit Price
Total Price
New wet well 1
$20,000
$20,000
Wet well coating 1
$6,000
$6,000
New Piping 1
$10,000
$10,000
System Bypass 1
$10,000
$10,000
Construction Subtotal
$46,000
Budget Contingency (20%)
$9,200
Engineering & Planning (15%)
$6,900
Contract Administration 5%)
$2,300
$64,400
Freeway Foothills Lift Station Upgrade
Freeway Foothills Lift Station Upgrade
Item Quantity Unit
Unit Price
Total Price
New wet well (8' dia x 14' d) 1
$20,000
$20,000
Wet well coating 1
$12,000
$12,000
New Piping 1
$15,000
$15,000
System Bypass 1
$10,000
$10,000
Construction Subtotal
$57,000
Budget Contingency (20%)
$11,400
Engineering & Planning (15%)
$8,550
Contract Administration (5%)
$2,850
$79,800
Page 4 of 7
�I St. Andrews Lift Station Stand By Generator and Electrical Upgrades
St Andrews Lift Station Stand By Power and Upgrade Electrical System
Item Quantity Unit Unit Price Total Price
Stand by power system 1 $21,000 $21,000
Electrical improvements 1 $15,000 $15,000
YJ Construction Subtotal $36,000
tBudget Contingency (20%) $7,000
Engineering & Planning (15%) $5,000
Contract Administration (5%) $2,000
(TOTAL PROJECT BUDGET ssa,aaa
"1
.l
.1�
' #f
Page 5 of 7
Sewer Sag Repair Adjacent to Pismo Pier
Sag Repair
Adjacent to Pismo Pier
Item
Quantity Unit Unit Price
Total Price
Replace existing sag in 8" line
650 If $60
$39,000
Sewer lateral (connection only)
1 Is $5,000
$5,000
Construction Subtotal
$44,000
Budget Contingency (20%)
$9,000
Engineering & Planning (15%)
$7,000
Contract Administration (5%)
$2,000
TOTAL PRO.iF-CT BUDGET
$62,000
Spyglass Lift Station Upgrade
Spyglass
Lift Station Upgrade
Item
Quantity Unit
Unit Price
Total Price
System bypass
1
$8,000
$8,000
Stand by power system
1
$45,000
$45,000
Electrical Improvements
1
$25,000
$25,000
Construction Subtotal
$78,000
Budget Contingency (20%)
$16,000
Engineering & Planning (15%)
$12,000
Contract Administration (5%)
$4,000
TOTAL PROJECT BUDGET
$110,000
PG&E Lift Station Stand By Generator
PG&E Lift Station Stand By
Generator
Item Quantity
Unit Unit Price Total Price
Stand by power system 1
$10,000 $10,000
System bypass 1
$7,000 $7,000
Construction Subtotal
$17,000
Budget Contingency (20%)
$3,000
Engineering & Planning (15%)
$3,000
Contract Administration (5%)
$1,000
TOTAL PROJECT BUDGET
$24,000
Page 6 of 7
Sunset Palisades Lift Station Stand By Generator
Sunset Palisades Lift Station Stand By
Generator
Item Quantity Unit
Unit Price
Total Price
Stand by power system 1
$40,000
$40,000
System bypass 1
$7,000
$7,000
Construction Subtotal
$47,000
Budget Contingency (20%)
$9,000
Engineering & Planning (15%)
$7,000
Contract Administration (5%)
t? nnn
TOTAL PROJECT BUDGET
.,
$65,0001
Vista Del Mar Gravity System Upgrade
Vista Del Mar GravU System Upgrade
Item Quantity Unit
Unit Price Total Price
Replace existing 8" line with 10" 1100 If
$70 $77,000
Sewer laterals (connection only) 1 Is
$5,000 $5,000
Construction Subtotal
$82,000
Budget Contingency (20%)
$16,000
Engineering & Planning (15%)
$12,000
Contract Administration (5%)
$4,000
TOTAL PROJECT BUDGET
$114,000
Pismo Oaks Gravity System Upgrade
Pismo Oaks Gravity System Upgrade
Item
Quantity Unit
Unit Price
Total Price
12" gravity sewer
2000 If
$75
$150,000
Sewer Laterals
27 ea
$1,600
$43,200
Connections
1Is
$5,000
$5,000
System bypass
1 Is
$15,000
$15,000
Construction Subtotal
$213,200
Budget Contingency (20%)
$43,000
Engineering & Planning (15%)
$32,000
Contract Administration (5%)
$11,000
TOTAL PROJECT BUDGET
$299,200
Page 7 of 7