HomeMy WebLinkAbout04314:11.114 1 z Lem !<-0i.
July 2011
H. R. Esvelt Engineering
6450 N.E. Brigham ',,■
a, ,#- Island, WA 98111
206-842-7988
PLEASANT HARBOR MARINA & GOLF RESORT
WASTEWATER RECLAMATION PLANT
& PUMP STATIONS
ENGINEERING REPORT
Prepared as part of:
General Sewer Plan
By
Consultares, Inc.
P.O. Boz 608
Issaquah, WA 98027
206-919-1319
H. R Esvelt Engineering
July 2011
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IE R Esvelt Engineering
6450 N.E. Brigham Road
Bainbridge Island, WA 98110
206-842-7988
THIS VERSION DOES NOT INCLUDE ELECTRICAL & INSTRUMENTATION
- NOT RECEIVED THEREFORE NOT INCLUDED -
PLEASANT HARBOR MARINA & GOLF RESORT
WASTEWATER RECLAMATION PLANT - ENGINEERNG REPORT
Table of Contents
page
Chapter 1
INTRODUCTION
1.1
Background & Purpose
1-1
1.1.1 Project and Owner
1-1
1. 1.2 Purpose
1-1
1.1.3 Ownership and Operation
1-1
Chapter 2
DESIGN
PARAMETERS
2.1
Background
2-1
2.2
Resort Estimates of Flows
2-1
2.2
Wastewater Flows and Loadings
2-2
2.4
Effluent Discharge Requirements
2-4
Chapter 3
WASTEWATER TREATMENT FACILITIES
3.1
Development of Treatment Processes
3-1
3.1.1 Effluent Reuse Options
3-1
3.1.2 Conditions for Treatment Plant Development
3-1
3.1.3 Development of Wastewater Treatment Processes
3-1
3.1.4 Selection of Activated Sludge Alternative
3-2
3.2
Biosolids Treatment and Use
3-3
3.3
Development of Sewer System Pumping Stations
3-3
Chapter 4
SEWER COLLECTION SYSTEM PUMP STATIONS
4.1
Introduction
4-1
4.2
Sewer System Pump Stations
4-1
Chapter 5
RECOMMENDED WASTEWATER RECLAMATION PLANT
5.1
Introduction
5-1
5.2
Recommended Wastewater Reclamation Plant
5-1
5.2.1 Description of WRP Process Flow Train & Operation
5-1
5.2.2 Design Criteria and Data
5-5
5.3
Recommended Sludge Handling
5-10
5.4
Wastewater Reclamation Plant Sequencing
5-10
5.5
Staffing and Operation & Maintenance
5-13
5.6
Statements of Compliance
5-14
5.7
Implementation
5-14
Chapter 6
WRP
RELIABILITY ASSESSMENT
6.1
Introduction
6-1
6.1.1 Recommended Wastewater Reclamation Plant
6-1
6.1.2 Reclaimed Water Uses
6-1
6.2
Basic Control Scheme & Control System Goals
6-2
6.2.1 Routine Operation
6-2
6.2.2 Routine Sampling & Analysis
6-3
6.2.3 Contingency Procedures
6-3
6.3
Reliability & Redundancy Features
6-4
6.3.1 Alarms
6-4
6.3.2 Headworks & Biological Treatment and Filtration
6-5
6.3.3 Disinfection and Reclaimed Water Pumping
6-6
6.3.4 Summary Checklist
6-6
List of TABLES
2-1
Design Criteria and Data for Wastewater Reclamation Plant
2-3
2-2
Anticipated WRP Effluent Requirements
2-4
4-1
Estimate of Probable Construction Costs for Pump Stations
4-4
5-1
Recommended WRP — Design Criteria and Class A Effluent Requirements
5-6
5-2
Recommended WRP — Design Data
5-8
5-3
Estimate of Probable Construction Costs for Wastewater Reclamation Plant
5-12
5-4
WRP Annual Operation and Maintenance Costs
5-13
6-1
Reliability & Redundancy Summary Checklist
6-7
List of Figures
Figure 1-1 Wastewater Utilities Resort Plan following Chapter 1
Figure 5-1 Preliminary Site Plan following Chapter 5
Figure 5-2 Hydraulic Profile following Chapter 5
Figure 5-3 Process Building Proposed Layout following Chapter 5
List of APPENDICES
Appendix "Electrical and Instrumentation Requirements Report for WRP and sewage
Pump Stations" by Richard Sample Engineering
THIS VERSION DOES NOT INCLUDE ELECTRICAL & INSTRUMENTATION
- NOT RECEIVED THEREFORE NOT INCLUDED -
Note that vicinity and treatment plant location maps are included in the General Sewer
Plan text.
ii
CHAPTER 1
INTRODUCTION
1.1 BACKGROUND & PURPOSE
1.1.1. PROJECT AND OWNER:
The Pleasant Harbor Marina and Golf Resort is located on the West side of Hood Canal in Jefferson
County, Washington, approximately 2 miles south of Brinnon, Washington, as shown on the location
map and the sewer service boundary figures included in the General Sewer Plan.
The Pleasant Harbor Wastewater Reclamation Plant (WRP) will serve the Pleasant Harbor Marina &
Golf MPR, a planned development, is being developed by:
STATESMAN, LLC
7370 Sierra Morena Blv. S.W.
Calgary, Alberta
Canada T3H 4119
Contact: M. Garth Mann, President & C.E.O.
Phone: 403-256-4151
Mobile: 403-899-9222
The makeup of this entity is in the process of legal evaluation and development for long term
ownership and operation of the wastewater and reclaimed water systems (including collection
system, treatment facilities, RW pumping and storage), drainage (since surface runoff will become a
major source of irrigation and fire suppression systems), potable water system, roads, "purple pipe"
irrigation and fire suppression distribution systems and, possibly, the electrical power co -generation
system. Participation will include Pleasant Harbor Resort Property Management, Inc. (representative
organization for the condominium owners).
1.1.2. PURPOSE:
The purpose of this Engineering Report is to develop a recommend preferred alternative for
wastewater treatment and reuse for the Pleasant Harbor Marina & Golf Resort through build out, that
will satisfy the requirements for a Class A Reclaimed Water Permit. This report, along with the
General Sewer Plan (prepared in accordance with WAC 173-240-050) is prepared in accordance
with the requirements of WAC 173-240-060, WAC 173-219-160, proposed, and Washington State
Departments of Health and Ecology Publication #97-23, Water Reclamation & Reuse Standards.
This report has been prepared for incorporation into the General Sewer Plan, and portions of the
General Sewer Plan, including figures, will contribute to some of the requirements for this
Engineering Report.
The wastewater reclamation plant developed and presented within this report will treat sewage from
throughout the marina and golf resort areas of the planned community, as presented in Chapter 2,
regardless of which final alternative or layout is chosen for implementation. The wastewater
collection, reclamation plant and storage and reuse facilities will be owned and operated by a
Pleasant Harbor Marina and Golf Resort public entity.
1-1
1.1.3. OWNERSHIP AND OPERATION:
The recommended wastewater facilities will be owned and operated by an organization acceptable to
the State of Washington Department of Ecology, as presented in the General Sewer Plan. The
wastewater system will collect wastewater from the Pleasant Harbor Marina and Golf Resort
development through the sewerage collection facilities, treat the wastewater in the recommneded
nutrient removal extended aeration activated sludge process using clarifiers followed by filters (for
coagulation, flocculation, filtration), to meet the requirements of the State of Washington for Class A
Reclaimed Water.
1-2
CHAPTER 2
DESIGN PARAMETERS
2.1 BACKGROUND
The planning of water and wastewater unit flows to be based upon 175 gallons per day (gpd) per
equivalent residential unit (ERU), as per standards of the State of Washington (water) and Jefferson
County, until lower until wastewater flows can be verified. The developers of Pleasant Harbor Marina
and Golf Resort are shadowing LEEDS design standards for design of the resort and would prefer to use
a more reasonable number for the flows based upon the use of very low flow fixtures and water
conservation measures.
Sewer flow study over a period of several years in the mid 1990's in the Port Ludlow community sewer
systems, which included infiltration and inflow into the sewers, came up with a similar unit flow rate of
175 gpd per ERU. However these unit flows were developed from a system with 50+ year old sewers in
the collection system.
A 75 gpd/ERU unit flow rate has been estimated for this development (see discussion in 2.2, below).
Actual unit flow rates will be compiled during the operation of the initial phase of facilities operation to
justify the use of lower unit flow rates for design of Sequence 3 processes (beyond Sequence 2, if
required). See Tables 2.1 and 5.1 for flows used in these construction Sequences. [Note that the term
"sequence" is used in this document instead of phase or stage, since the sequences of development of the
Wastewater Reclamation Plant does not correspond with stages and phases of development of the resort]
Maximum flows for the resort will be June through September each year with August having the highest
projected occupancy of the year. Therefore, the maximum monthly average flow and the maximum day
flow will come in the driest month of the year, with infiltration and inflow flows (I/I) at the annual
minimum during the higher occupancy and system flows. Low occupancy will be during the wettest
months of the year when the facilities could experience higher 1/I flow rates, with adequate capacities in
either season.
Even though new developments with recent technology fixtures and sewers substantiate unit flow closer
to the 75 gpd/ERU; for Pleasant Harbor wastewater reclamation facilities planning 175 gpd/ERU will be
used initially for flow monthly average design parameter for sizing the facilities during phase 1. A unit
flow rate of 100 gpd/ERU will be requested for use as the long range planning and is used as a third
column in Table 2-1.
2.2 RESORT ESTIMATION OF UNIT FLOW RATES
The following is an excerpt from "PLEASANT HARBOR MARINA AND GOLF RESORT & SPA,
Evaluating the benefits of a greater global investment in WATER, EARTH, AIR, & ENERGY", Garth
Mann, draft, October 7, 2010:
LAND FEATURES TO PRESERVE WATER:
The topographical and geographic features of the +/- 225 acres southeast of the intersection of Highway
101, and Black Point Road is typical of a site modified by glacial processes that includes large kettles.
The largest central kettle is over 100 ft deep and roughly 13 acres in size. This depression has been
selected as a natural area for acceptance of approximately I M cubic yards of excess fill materials for
2-1
dirt -balancing. A completed liner accommodates 60 to 90 million gallons of treated class A water. This
recycled water from the Waste Water Treatment Plant as well as surface runnoff water collected as a
result of+/- 51 inches of precipitation, is the planned resource for a number of useful purposes:
• The reservoir is the ideal medium for the geothermal closed -looped piping in order for the
building's Heat Pumps to exchange heat and cooling from the bottom of the reservoir's 6 to 14
degree centigrade temperatures.
• The class A water from the reservoir provides irrigation to the golf course when ground sensors
determine that the sod requires water.
• The class A water from the reservoir provides spray irrigation within the naturally vegetated
areas of the Resort for a fire -smart preservation program as well as serving a fire fighting
standpipe for the community of Brinnon to fill fire trucks.
• The class A water from the reservoir provides recycled non -potable water transmission lines to
toilets and urinals to Terrace Building 1, which encompasses the majority of the resort's
commercial space.
• Class A water is a continual resource for the recharging of the Aquifer, and as stated within
"Subsurface Group's" report; "from a completed Resort, more water will be recharged than is
removed from the Aquifer."
• The reservoir will be used for driving range using floating golf balls.
Realistic consumption of potable water is estimated to average only 75 gallons/day per ERU. The
"Residential End Uses of Water" has been studied for the State of Washington, summarized as follows,
with fixture and appliance saving that have been incorporated into requirements for resort:
• The mean household flushes a toilet per capita per day at 5.05 times. New Toilets that reduce
non -potable water from a typical 5 gallons per flush (gpo to 1.6 gpf, have been specified in the
resort design criteria. The average shower or bath is 0.75 per capita per day and utilizes 17.2
gallons for an average flow rate of 2.5 gallons per minute.
• Faucets are utilized an average of 8.1 minutes per person per day for an average flow rate of 2.5
gpm. New Faucets that save potable water by reshaping with air the water droplets; reduces
consumption from 2.5 gpm to 1.2 gpm.
• Clothes washers are used an average of 0.37 times per capita per day utilizing 40.9 gallons per
load of clothes. Dishwashers are used 0.10 times per capita per day and utilize 10 gallons per
load. New Energy Star dishwashers and washing machines have been specified where reduction
of potable water has been reduced per load by 36% or more.
2.3 WASTEWATER FLOWS AND LOADINGS
Each residential unit (condominiums, hotel rooms and homes) have close to the same water use since
these flows do not include irrigation of lawns, car washing, or other outside uses, thus for planning, each
of the residential units will be estimated at 1 ERU. As presented in 2. 1, above, the design criteria for the
wastewater reclamation plant will be based upon the following wastewater unit flows and organic loadings
(measured by BODS and Total Suspended Solids, TSS) for this report, however, unit flows and loadings
will be documented during Phase 1 operation and verified unit flows will be requested for use for design
of phases 2 as having build -out capacity and not constructing phase 3:
• Monthly Average Flows 175 gallons per day per ERU/ 100 gpd/ERU requested
• Monthly Average Loadings 0.2 lb/day BODS/TSS per residential equivalent
times 2.5 RE/ERU = 0.5 Ib/day per ERU
Projected flow and loadings design parameters are shown on Table 2-1.
2-2
TABLE 2-1 DESIGN CRITERIA & DATA for WASTEWATER TREATMENT
Design Flows & Loadings
Design Year Design Year Design Year
Residential ERUs 890 890
Commercial8, w/ restaurants/lounges, ERUs 72 72
Total ERU's 962 962 962
FLOWS
175 gpd/ERU
75 gpd/ERU
100 gpd/ERU
Annual Average
0.11 mgd
0.05 mgd
0.07 mgd
Winter Average (Nov thru Mar)3
0.06 mgd
0.024 mgd
0.032 mgd
Mid Season Average (Apr, May, Oct)4
0. 12 mgd
0.05 mgd
0.07 mgd
High Season Average (Jun thru Sept)5
0.15 mgd
0.07 mgd
0.09 mgd
Max Monthly Average (full occupancy, Aug)
0. 17 mgd
0.075 mgd
0.10 mgd
Maximum 3-dv Week -end
0.20 mgd
0.09 mgd
0.12 mgd
Maximum Day
0.23 mgd
0.10 mgd
0.13 mgd
Peak hour? (for plant hydraulics)
0.28 mgd
0.13 mgd
0.18 mgd
LOADING
same loading
same loading
BOD & TS S2 - Annual Average
290 lbs/day
290 lbs/day
Winter season (Nov thru Mar)
160 lbs/day
Mid season average (Apr, May, Oct)
320 lbs/day
High season average (Jun thru Sept)2
410 lbs/day
Max month average
500 lbs/day
500 lbs/day
Max 3 -day week Average
600 lbs/day
600 lbs/day
Total Nitrogen - max monthly average
90 lbs/day
90 lbs/day
Notes:
1. 175 gpd/Equivalent Residential Unit (ERU) was required for water consumption (low flow fixtures
and reclaimed water use for all irrigation and toilet flushing in commercial buildings) with allowance
for infiltration will be used for flow development.
2. At (0.2 lb BOD/day per PE)(2.5 PE/ERU) = 0.50 lb BOD/day/ERU [domestic waste BOD is
approximately equal to TSS].
3. Based upon an estimated occupancy rate of 33% of full occupancy (maximum month average) during
winter months.
4. Based upon an estimated occupancy rate of 67% during mid-season months.
5. Based upon an estimated occupancy rate of 90% during high season months.
6. Maximum day flow = 1.33 times maximum monthly average.
7. Peak Hour flow = 2.5 times annual average flow.
8. Commercial flows and loadings for all uses were converted to ERU's (see 1 and 2 above for unit
flows/loadings).
9. Design year flows using 75 gpd/ERU unit flow rate (no allowance for infiltration or inflow).
10. Design year flows using 75 gpd/ERU unit flow rate (with I/I allowance).
2-3
2.4 EFFLUENT DISCHARGE REQUIREMENTS
Jefferson County conditions of approval of the Pleasant Harbor marina and golf resort Master Planned
Resort (MPR) are included in Jefferson County ordinance number 01-0128-08. Page 12 of the
ordinance, Item 63.n, states that the wastewater treatment facility will meet the requirements for the
State of Washington Class A reclaimed water, from startup.
Effluent from the resort wastewater treatment plant will meet the requirements for Class A Reclaimed
Water in accordance with the requirements WAC 173-219, proposed, and Washington State
Departments of Health and Ecology Publication #97-23, Water Reclamation & Reuse Standards. The
effluent requirements for the facility will be as shown in Table 2-2.
TABLE 2-2 ANTICIPATED WRP EFFLUENT REQUIREMENTS
* BOD and TSS permitted limits must approximately be 5 to 10 mg/L to meet turbidity and total
coliform limits.
** Municipal wastewater that meets the requirements of Water Reclamation and Reuse Standards,
issued jointly by Health and Ecology in September 1997, for Class A reclaimed water, is acceptable for
percolation to groundwater, provided it meets all known and reasonable technology. All known and
reasonable technology has been interpreted as meeting total nitrogen of less than 10 mg/L monthly
average.
2-4
Monthly Average Goal
BOD and TSS
10 mg/L* — not permit, but needed to meet turbidity &
Total Coliform
Monthly Average
Total Nitrogen
10 mg/L**
Median No. in last 7 days Any Sample
Total Coliform
2.2/100 mL 23/100 mL
Average Monthly
Turbidity
0.2 NTU 0.5 NTU
* BOD and TSS permitted limits must approximately be 5 to 10 mg/L to meet turbidity and total
coliform limits.
** Municipal wastewater that meets the requirements of Water Reclamation and Reuse Standards,
issued jointly by Health and Ecology in September 1997, for Class A reclaimed water, is acceptable for
percolation to groundwater, provided it meets all known and reasonable technology. All known and
reasonable technology has been interpreted as meeting total nitrogen of less than 10 mg/L monthly
average.
2-4
CHAPTER 3
WASTEWATER TREATMENT FACILITIES
& PUMP STATIONS DEVELOPMENT
3.1 DEVELOPMENT OF TREATMENT PROCESSES
3.1.2 Effluent Reuse Options
All wastewater from the initial startup of the wastewater treatment plant will meet Class A
Reclaimed Water Requirements.
Effluent reuse will consist of the following:
1. Initial effluent reuse discharge will be in operation before the storage reservoir in the north
kettle is constructed. During this time period subsurface disposal trenches for percolation of
the reclaimed water to the groundwater, and/or irrigation of tree and natural vegetation
nursery will be utilized. The drainfields will be kept in use following reservoir completion
for emergency discharge and during system maintenance.
2. After construction of the Class A Reclaimed Water and treated stormwater storage reservoir,
Reclaimed Water will be reused in the following:
• After completion of the course, irrigation of golf course (sprinkler and drip)
• Percolation from infiltration fields to groundwater for aquifer recharge
• Irrigation within the naturally vegetated areas of the Resort for a Fire -Smart
Preservation program
Recycled non -potable water pressure transmission piping system throughout the resort will
be used for fire fighting, and landscaping irrigation.
3.1.2 Conditions for Treatment Plant Development
Conditions the wastewater reclamation plant must meet:
1. Fit on a small site with required setbacks from site boundaries
2. Meet Class A Reclaimed Water effluent requirements from initial startup (from very small
initial flows through to design flows)
3. Meet total nitrogen monthly average effluent concentration to reduce algae growth in the
storage pond and to meet the average concentration of 10 mg/L for ground water quality
requirements during irrigation.
4. Suitable process components for phasing/sequencing of construction to treat wastewater from
the resort housing as it is completed
5. Meet Class A requirements for 100% redundancy (backup) when the largest process
unit/equipment is out of service
3.1.3 Development of Wastewater Treatment Processes
Extended aeration activated sludge process for nutrient removal will meet the required conditions for
this wastewater reclamation plant, using:
3-1
I . aeration basin sizing to achieve a sludge age that achieves full nitrification of the wastewater
(biological conversion of ammonia to nitrates, nitrites);
2. anoxic basins (basins with mixing only to achieve conditions with less than 0.5 mg/L of
dissolved oxygen that favor the slow growing denitrifying bacteria that convert nitrites to
nitrogen gas) with recirculation of mixed liquor [mixed liquor activated sludge suspended
solids (MLSS), the suspension of biomass that is grown from and what stabilizes the sewage]
back to the anoxic basins to achieve less than an average of 10 mg/L total nitrogen to meet
ground water quality requirements; and
3. either a) membrane bioreactor technology to achieve higher mixed liquor concentrations in
the aeration basins for smaller basin sizing for the tight site or b) nutrient removal extended
aeration activated sludge with clarifiers and dual media filters qualified for compliance with
Class A Reclaimed Water (coagulation, flocculation & filtration with chemical addition).
3.1.4 Selection of Extended Aeration Activated Sludge Alternative
Alternates:
Alternate A — Membrane Bio -Reactor nutrient removal activated sludize. Described as a membrane
bio -reactor, MBR, nutrient removal extended aeration activated sludge process with influent
equalization basin, separate anoxic basins, and parallel operating aeration basins followed by
membrane basins with overflow to the recirculation pump station back to the Anoxic Basins and
effluent to disinfection and the reclaimed water storage reservoir.
Alternate B - Nutrient removal activated sludge with clarifiers and filtration. Described as a nutrient
removal extended aeration activated sludge with clarifiers and effluent Class A filters with separate
anoxic basins that operate in series, aeration basins and clarifiers (both operating in parallel)
followed by chemical addition to dual media or recirculating sand filters (coagulation, flocculation &
filtration) qualified for compliance with Class A Reclaimed Water.
Comparison of Alternates:
Alternate A, membrane bio -reactor, MBR, nutrient removal extended aeration activated sludge
process, was developed fully with hydraulic profile, site plan, detailed design criteria and estimate of
probable costs.
Alternate B, nutrient removal extended aeration activated sludge process with clarifiers and Class A
Reclaimed Water certified filters for Coagulation, Flocculation and Filtration, was fully developed
with hydraulic profile, site plan, detained design criteria and estimate of probable costs.
The estimated capital construction cost was over $1.86 million less for Alternate B when compared
to Alternate A (including contractor overhead and profit, tax, contingency and engineering design
and construction administration). When comparing electrical power requirements, Alternate B will
have approximately 20% lower power requirements than for Alternate A (the major power
difference between the two alternates is the additional two blowers required for Alternate A
membrane cleaning). The two alternates are comparable other annual operating costs, except
Alternate B will have additional chemical costs for coagulant feed and Alternate A will have higher
maintenance costs for replacement of membranes (which are comparable on an annual basis).
3-2
The recommended wastewater reclamation plant (WRP) using Alternate B, is described in detail in
Chapter 5, with construction and annual operating estimated costs, hydraulic profile and plant
layout/schematic flow diagram.
3.2 BIOSOLIDS TREATMENT AND USE
In the wastewater reclamation plant treatment process, the MLSS, the biomass, will be wasted (or
waste sludge) from the return activated sludge (RAS) from the clarifiers in Alternative B. The waste
sludge is pumped to a sludge holding basin/digester for further treatment and stabilization of the
sludge, which is then called biosolids.
The biosolids are anticipated to be hauled by a septic tank pumper to a licensed/permitted facility for
further biosolids treatment, during initial treatment plant operation. When biosolids meet Class B
Biosolids requirements, biosolids can be sprayed onto forest lands if suitable application sites can be
found and permitted.
In future phases of plant expansion, it is anticipated that biosolids will be dewatered with a
centrifuge and hauled to a licensed/permitted facility for further biosolids treatment, such as drying
(a facility is currently under construction at the City of Shelton Main wastewater treatment facility)
or lime/heat treatment (such as at the existing City of Sequim facility) to produce a Class A
Biosolids product for beneficial use of the biosolids.
Anaerobic digestion is not feasible with a sludge that is has low volatile organics such as from an
extended aeration nutrient removal process that is presented above.
Therefore, an aerobic process digester is proposed to produce the Class B Biosolids necessary for
land application to forest land and is recommended for use at the Pleasant Harbor WRP, The
Aerobic Digesters would be one digester initially with a second digester in series in sequence 2, with
waste sludge pumped into the first, larger digester for stabilization and then overflow into the
second, sludge holding basin for liquid haul or dewatering.
3.3 DEVELOPMENT OF SEWER SYSTEM PUMPING FACILITIES
The sewer collection system pump stations are presented in more detail with cost estimates in
Chapter 4 and are presented here as follows:
Marina area pump station (Marina PS) pumps sewage from the housing units, the boat
pump out and the commercial areas within the marina area with four duplex package
grinder pump, on/off pump stations. Single and multilevel condominiums to the
south along the force main route toward the golf course will be served by several
grinder pump stations. Each of these stations will pump into the same force main
which will transport the sewage flow to the Golf Resort area sewer system which
flows to the Wastewater Reclamation Plant (WRP). Each station has emergency
storage for storing wastewater during pump failures and brief power interruptions
(electrical power will be generated by multiple generators on site with standby
capacity); and each station will have alarm transmission through buried cable (buried
with the HDPE force main) to transmit the alarm to the reclamation plant SCADA
monitoring and alarm system. For an area with flows this small, the E-1 grinder with
storage in each is a more cost effective solution than constructed pump stations.
3-3
2. Pump Station #1 — near Irrigation and Fire Flow Pump Stations
Pump Station #1 (PS#1) will be a duplex on/off pump, pump station with submersible
pumps (one is standby) to lift the sewage from the central golf course area housing
and from Pump Station #3 to the gravity sewer to the WRP. The force main
discharges into the gravity sewer system to the East of the WRP that serves Terrace 1
housing and conference center.
3. Pump Station #2 — at Employee Housing
Pump Station #2 (PS#2) will have three (3) duplex package grinder pump stations to
lift the sewage from the employee housing through a force main to the gravity sewer
system to the East of the WRP.
4. Pump Station 43 — near Golf Course Hole 10 tee (along Hole 9 fairway)
Pump Station 43 (PS#3) will consist of two, duplex grinder pump station to serve the
40 housing units in the southeast corner of the golf course area. The pumps will lift
the sewage through a force main to the gravity sewer system to Pump Station # 1.
3-4
CHAPTER 4
SEWER COLLECTION SYSTEM PUMP STATIONS
4.1 INTRODUCTION
The Pleasant Harbor Wastewater Reclamation Plant (WRP) and Sewer and Stormwater Pump
Stations will serve the Pleasant Harbor Marina, Golf Resort & Spa, a planned development, as
covered in previous chapters. The development of flows and description of the sewer system and
stormwater pump stations was presented in 3.3, above. The reason the stormwater pump station is
presented in this Engineering Report is because the building for electrical, standby generation,
SCADA system monitoring and alarms are joint for the Stormwater Pump Station and Sewer Pump
Station #3.
A description of the Sewer System Pump Stations is presented in section 4.2. An estimate of cost for
the Sewer and Stormwater Pump Stations is presented in Table 4-1.
4.2 SEWER COLLECTION SYSTEM PUMP STATIONS
The sewer collection system includes four pump stations (which may include several package
grinder systems forming a "pump station), described as follows (see Figure 1-1 for locations):
1. Marina area pump stations will consist of two separate pump stations, A& B:
Marina Pump Station A - will pump flow from the commercial area and the restaurant/
lounge and be made up of two (2) duplex package grinder pump stations; piped together for
overflow from one station to the second station for additional backup and will have common
power feed and monitoring, with plug-in for connection to standby generation. The station
design conditions are less than 4,400 gallons per day and 10 gallons per minute peak flow;
discharging to a 2 -inch force main for approximately 1,600 feet where the size changes to 3 -
inch force main for the rest of the total length of approximately 3,000 feet, HDPE long force
main and approximately 144 feet of elevation head to the discharge into a manhole with
gravity feed into the wastewater reclamation plant (WRP).
Marina Pump Station B — will pump flow from the residential condominium units and be
made up of two (2) duplex package grinder pump stations; piped together for overflow from
one station to the next station for additional backup and will have common power feed and
monitoring, with plug-in for connection to standby generation. The station design conditions
are 6,800 gallons per day; 14 gallons per minute peak flow discharging to a 3 -inch HDPE
force main, approximately 1,200 feet downstream to the south with approximately 60 feet of
elevation head before discharge into the manhole with gravity feed into the WRP. The force
main is common with upstream stations, (combining with flow from stations to the north).
Two homes will each have a simplex pump station which will discharge into the 2 -inch
HDPE force main, 1,000 feet downstream of Marina Pump Station A with an elevation head
of 130 feet.
Two 12 -unit condos along the force main route (toward the golf course from the Marina) will
be served by two (2) duplex grinder pump stations, one duplex station for each condo
4-1
building. Each station design conditions are 2,100 gallons per day; 4.3 gallons per minute
peak flow discharging to the 2 or 3 -inch HDPE force main, common with Marina Pump
Station A and the two simplex stations upstream to the north; approximately 600 feet and 300
feet, respectively, from Marina Pump Station B.
The grinder pump stations will be duplex grinder pump stations as manufactured by
Environment One (E-1). These stations are single phase, 240 volt simplex (1 pump for single
homes/living unit) and duplex (for two or more living units) grinder pumps (electrical from
building power). Each station has the same grinder pumps (for common on -shelf standby
pumps) and emergency storage for storing wastewater during power outages and each station
will have alarm transmission through buried cable (buried with the HDPE force main) to
transmit the alarm to the treatment plant SCADA monitoring and alarm system. Portable
standby generation and connection boxes are planned for each of these small pump stations
for pumping during extended power outages.
2. Pump Station #1 (PS#1) — located near the Irrigation and the Fire Flow Pump Stations, will
be served by the same power feed, standby generation and SCADA monitoring and alarm
system as these stations, with status and alarms sent to the Wastewater Reclamation Plant
central SCADA system, along with monitoring of all the pump stations.
Pump Station #1 will be a duplex submersible pump, on/off pump station with 150 gpm peak
flow capacity for each pump, sized for 60 feet TDH (45 feet static head) with two 10
horsepower pumps, one is standby; which will pump through 1,900 feet of 3 -inch diameter
HDPE force main and discharge into the gravity sewer system to the East of the WRP
(gravity sewer serving Terrace 1 housing and conference center and discharge from Pump
Station #2).
Pump Station #2 (PS#2) — at Employee Housing will be made up of three (3) E-1 duplex
pump package grinder stations with a separate sewer feeds from different thirds of the
housing units in the complex. The three stations will be piped together for overflow from one
station to the next station for additional backup and will have common power feed and
monitoring, with plug-in for connection to standby generation. The station design conditions
are 9,100 gallons per day; 19 gallons per minute peak flow discharging to a 2 -inch HDPE
force main approximately 800 feet long with approximately 126 feet TDH with two pumps
on (110 feet of elevation head/static head) to the discharge into a manhole with gravity feed
into the WRP.
4. Pump Station #3 — near Golf Course Hole 10 tee (along Hole 9 fairway), southeast corner of
the resort; will pump flow from residential housing units and be made up of two (2) duplex
package grinder stations; piped together for overflow from one station to the next station for
additional backup and will have common power feed and monitoring, with plug-in for
connection to standby generation. The station design conditions are 7,000 gallons per day; 15
gallons per minute peak flow discharging to a 1,350 feet of 2 -inch diameter HDPE force
main which discharge into the gravity sewer manhole that flows to Pump Station #1
4-2
Table 4-1 ESTIMATE OF PUMP STATION COSTS
Construction and total project costs:
Marina Pump Stations:
Marina A Two (2) package duplex grinder stations with control panels,
monitoring and alarm $
24,000'
Marina B Two (2) package duplex grinder stations with control panels,
monitoring and alarm $
24,000'
Two (2) separate simplex grinder pump stations with control panels,
monitoring and alarm cost, each $
9,000'
Two (2) separate duplex grinder pump stations with control panels,
monitoring and alarm cost, each $
12,000'
Pump Station No. 1:
Pump Station #I will be a duplex submersible pump, on/off pump
Station, two 145 gpm peak flow capacity pumps, sized for 60 feet TDH
(45 feet static head) with two 10 horsepower pumps, one is standby;
6 feet diameter wet well and valve vault with valves $ 103,000'
Pump Station No. 2:
Pump Station #2 (PS#2) will be made up of three (3) E-1 duplex pump stations
each with a separate sewer feed from different thirds of the housing
complex. The package stations will be located together and piped
for overflow from one station to the next for additional backup $ 36,000'
Pump Station No. 3:
Pump Station #3 (PS#3) will be made up of two E-1 duplex pump stations
each with a divided sewer feed from the housing in the pump station
service area. The two package stations will be located together and piped
together for overflow from one station to the next for additional backup $ 24,0003
NOTES:
1. Cost does not include electrical supply, alarms and SCADA. These costs are included in
Richard Sample Engineering "Electrical & SCADA Technical Report", included in the
General Sewer Plan Appendix.
2. Cost does not include electrical supply, motor control center, alarms and SCADA. These
costs are included with the Irrigation and Fire Flow Pump Stations Electrical and
Instrumentation, in Richard Sample Engineering "Electrical & SCADA Technical Report"
included in the General Sewer Plan Appendix.
3. Cost does not include electrical supply, motor control center, control panel, alarms and
SCADA.
4-3
CHAPTER 5
RECOMMENDED WASTEWATER RECLAMATION PLANT
5.1 INTRODUCTION
The Pleasant Harbor Wastewater Reclamation Plant (WRP) will serve the Pleasant Harbor Marina,
Golf Resort & Spa, a planned development, as covered in previous chapters. The WRP design
criteria and Class A Reclaimed Water effluent requirements were presented in Chapter 2, and
presented in this Chapter in Table 5-1.
The wastewater reclamation plant is recommended to be owned and operated by a company
established specifically for oversight of the wastewater collection, treatment, storage, "purple" pipe
reclaimed water distribution system and reuse for irrigation, fire flow and uses presented in earlier
chapter (see Chapter 1, for ownership of the resort and operation of the WRP).
A description of the WRP is presented in section 5.2. Detailed design criteria and data are presented
in Table 5-2. The WRP preliminary Site Plan and flow schematic is presented in Figure 5-1 and the
Hydraulic Profile is presented in Figure 5-2, both included following this chapter.
5.2 RECOMMENDED WASTEWATER RECLAMATION PLANT
5.2.1 Description of WRP Process Flow Train & Operation
A Description of the WRP process flow train and operation is included in the following:
A. HEADWORKS BUILDING
The headworks equipment is enclosed in a building to protect the equipment against
vandalism and theft and to contain, ventilate and scrub odors through a self contained odor
scrubber / ventilation fan system. The room with the equipment will be classified as Class 1,
Div 1, explosion proof.
In -Channel Fine Screens
Flow from the force main from the Pump Stations will be discharged into gravity sewers
which flow to a common channel, which will split flows into two channels, each with an In -
Channel Fine Screen with 2mm openings. 2mm openings will remove all non -degradable
solids and most grit from the system. Organics removed by the screen will be cleaned with
sprays and washed back into the treatment train. Screenings will continue into a washing /
compaction section internal to each fine screen prior to discharge. Each screen will have a
capacity to treat peak flows (100% standby capacity). The fine screen in operation (operator
selected) is turned on when the level upstream of the screen (measured with an ultrasonic
depth transducer or a float switch) reaches an operator set level and turns off after an operator
set time period of operation. When the screen turns on the control panel (located in the
Electrical Room, an unclassified area) opens the solenoid valve for the screen in operation to
operate the screenings washer spray nozzles and turns the screen on. Wash water is supplied
by the plant utility water (UW) system from the treated effluent manhole. The backup screen
will be activated when influent overflows the stop gate and the water level rises.
5-1
Influent Flow Measurement
Flow measurement will be with a 3 -inch throat Parshall flume and ultrasonic depth meter and
transmitter. Transmitter is mounted in the Electrical Room, which is sealed from the Class 1,
Division 1 area in the rest of the Headworks Building. The Parshall flume measures flow
and as the flow increases, the depth is increased proportionately into the downstream side of
the fine screen, providing efficient screen operation.
Influent Sampling
The influent sampler will be a refrigerated, composite sampler (all samples go into the same
container). The sampler is flow paced from the influent Parshall flume flow meter described
above, taking a sample after each increment of total flow (operator adjusted) is recorded on
the flow meter or can be programmed to take a sample after an operator set amount of time
has elapsed. The sampler will be located in the motor control panel room (a non -classified
area sealed from the rest of the Headworks classified area.
B. ANOXIC BASINS
The Anoxic Basins well be set up to operate in series, with the ability to take any basin off
line for cleaning or during low plant flows. Under normal operation the first basin will be the
lead basin. The flow from the Headworks will be combined with the mixed liquor
recirculation (from the Aeration Basins) to the first Anoxic basin in service. If phasing of the
plant is necessary, the Anoxic Basins will be constructed in Sequence 2 (note that sequence is
used herein to avoid confusion with the resort phasing). During Sequence 1, one of the
aeration basins will be used for anoxic conditions ahead of the 2nd aeration basin.
Mixers, one in each basin, will keep the basin contents well mixed. Either Anoxic Basin
will be able to be drained through a mud valve to the in -plant drain pump station covered
below. Utility Water (UW) sprays will control scum in the anoxic basin.
C. AERATION BASIN FLOW DISTRIBUTION BOX
All flow from the Anoxic Basins will go to an aeration basin flow distribution box (flow D
Box), which will split the flow evenly to each aeration basins (AB) in service.
D. AERATION BASINS
The AB's will operate in parallel following the flow D box. Each basin will be equipped
with fine bubble diffusers and submersible mixers. Each AB has a designated blower with
variable frequency drive that aerates the mixed liquor suspended solids (MLSS) in the basin.
One blower is standby for the Aeration Basin Blowers and the Digester Blower.
A dissolved oxygen (DO) monitoring system proposed for each AB, measures and controls
the DO to operator adjustable concentration to optimize the activated sludge process, by
controlling blower output through a variable frequency drives (vfd) on each blower. When
the DO level lowers in the basin, blowers will be speeded up to put out more air, and when
the DO level rises toward the upper set point, the blowers slow down. When the DO reaches
the set point, the blowers will shut down and the mixers will come on, insuring that anoxic
5-2
conditions are maintained in the mixed liquor being re -circulated back to the Anoxic Basins
for nitrogen reduction & pH control.
The basin will be drained through mud -valves to the in -plant drain pump station covered
below. Three sound attenuated blowers are proposed to provide aeration air for the two
aeration basins (one will be a full standby). Each basin will also be equipped with a mixer as
part of the control system to control DO within the basins. Utility Water (UW) sprays will
control scum in the aeration basin.
Mixed Liquor Recirculation (MLR) Pumping
Submersible pumps, each with a magnetic flow meter, will pump the fully nitrified (all
ammonia converted biologically to nitrate/nitrite) mixed liquor from the Aeration Basins
back to the to the Anoxic Basins for denitrification (the nitrate/nitrite under anoxic
conditions, less the 0.5 part per million, ppm, of dissolved oxygen, is converted biologically
to nitrogen gas which goes to the atmosphere and the process adds alkalinity to the water,
balancing the pH) resulting in an average of less than 10 mg/L of Total Nitrogen (TN) in the
effluent, thereby helping to prevent algae growth in the reclaimed water holding pond and the
irrigated effluent meeting ground water quality requirements.
E. CLARIFIER FLOW DISTRIBUTION BOX
All flow from the Aeration Basins will go to the Clarifier flow distribution box (flow D Box),
which will split the flow evenly to each clarifier in service.
F. ACTIVATED SLUDGE CLARIFIERS
The two center feed 20 feet inside diameter clarifiers, with influent flocculating well, scum
skimming, and inboard effluent launders, will operate in parallel. Settled sludge is removed
from the clarifier and pumped back to the Anoxic Basins. Some of the sludge is wasted to the
sludge digesters for stabilization of the biosolids.
Return Activated Sludge (RAS) Pumps
Each clarifier will have two RAS pumps (one is standby), each followed by a flow meter for
returning settled sludge to the Anoxic Basins. RAS flow rate will be manually set with a
variable frequency drive (vfd).
Waste Sludge
Sludge will be wasted from the RAS pipeline to the digesters with a motor operated valve
followed by a flow meter in the line to the digester. The automatic valve will open on an
operator set time schedule and will stay open until the operator set quantity of sludge is
wasted to the digester.
G. CLASS A EFFLUENT FILTER SYSTEM
Two effluent filters that have received certification for meeting the California Title 22 testing
requirements will be installed following the secondary clarifiers. Coagulant will be feed into
the filter influent pipeline and mixed with a mechanical in-line mixer (G >400 sec -1) to
5-3
insure complete mixing of coagulate for attaching to particulates and meeting Class A
Requirements of coagulation, flocculation and filtration. Filter loading will be in accordance
with approved testing loading rates established in the certification testing.
H. HYPOCHLORITE DISINFECTION SYSTEM
Liquid hypochlorite (12.5% concentration) is proposed for disinfection to meet Class A
Reclaimed Water Requirements. The Department of Health may require a chlorine residual
in the force main to the point of storage, and therefore hypochlorite is recommended for the
disinfection as well. Hypochlorite will be delivered in 50 gallon drums, or in totes and stored
in the hypochlorite room in the Process Building that will be sealed from the rest of the
building due to the corrosive nature of hypochlorite. Spill containment will be provided for
failure of the largest hypochlorite storage vessel.
Hypochlorite will be pumped at a rate proportional to the total filtered flow and will be
further diluted with utility water before injection into the common filtered water pipeline
(leading from the filters to the chlorine contact basins) for complete mixing before entering
the chlorine contact chamber. A full standby backup system will be provided.
Chlorine Contact Basins
The chlorine contact basins will provide adequate detention time to insure the total coliform
kill and virus deactivation as required for meeting the Class A Reclaimed Water
Requirements. A chlorine residual analyzer at the point of compliance will monitor chlorine
residual at the end of the contact basin to insure effluent compliance. An alarm and
automatic switchover to the backup system will occur if the hypochlorite residual starts to
fall below the out -of -compliance concentration.
I. POINT OF COMPLIANCE
The point -of -compliance where effluent from the plant will be established as meeting the
requirements for Class A Reclaimed Water (see Table 5-1) is proposed to be at the end of the
chlorine contact basin. Two turbidity analyzers (one is redundant, but both will be required
to provide readings that are in agreement for compliance monitoring) and chlorine residual
analyzer (with on -shelf standby) will be panel mounted and effluent will be pumped to the
analyzers for continuous monitoring.
A flow paced refrigerated composite sampler will sample the effluent for laboratory testing at
this point. The flow signal for pacing the sampler will come from the Headworks, since the
effluent flow meter is on the Reclaimed Water Effluent Pumps, so may be intermittent.
RECLAIMED WATER EFFLUENT PUMP STATION
The effluent reclaimed water (RW) pump station will consist of two vertical turbine pumps;
one is a 100% standby, and a magnetic flow meter to measure all of the RW flow to the
storage reservoir. A single UW pump will feed water to the utility water system for fine
screen washing, sprays in the Anoxic and Aeration Basins, hose -down water, centrifuge
cleaning water, hypochlorite dilution water, etc. and will be a vertical turbine pump. UW
backup will be from the RW effluent pump line (at a lower pressure) through a backflow
preventor to prevent contamination of the RW effluent.
5-4
K. IN -PLANT DRAIN PUMP STATION (IPPS)
The IPPS, as mentioned above, allows for drainage for each of the Anoxic Basins, Aeration
Basins and Clarifiers and drains located inside the Process Building (floor drains, lavatory,
lunch room and laboratory) and centrifuge thin biosolids as the centrifuge starts up, centrate,
and washdown for biosolids dewatering in a future construction sequence. The pump station
will discharge either after flow measurement and sampling or upstream of the fine screens for
screening during draining of the basins. The pump station operates on float level controls
from a duplex alternating control panel. The pump station has two submersible pumps, one is
a standby.
L. SLUDGE DIGESTER BASINS
With any of the sludge to biosolids (treated sludge is referred to as biosolids) processes, the
first requirement is storage and stabilization. Stabilization will provide sufficient
stabilization to produce biosolids that meet the requirements for Class B (see below).
Alternative biosolids disposal are developed and evaluated in Section 5.3 below.
The recommended sludge treatment will include two sludge digester basins, a primary and
secondary, for digestion of the sludge to meet State of Washington requirements for Class B
biosolids (suitable for liquid application to agricultural or forest land with restricted public
access or hauling to a licensed facility for further treatment and disposal).
One (1) Blower (standby blower for aeration basins will also serve as standby for digester
blower) will provide aeration and mixing for the Primary and Secondary Digester Basins.
The blower has a manually controlled speed through a variable frequency drive to meet the
mixing and aeration needs of the basins.
M. SUPPORT FACILITIES
The Process Building will include: 1) Storage room; 2) Blower room with four (4) blowers;
3) electrical room with Motor Control Centers, Instrumentation, control and alarm
instrumentation and control system; 4) a full laboratory with SCADA and operator's
computer for monitoring, alarms and control of the plant; 5) crew lunch room and lavatory;
6) hypochlorite room for storage and feed systems; and 7) a coagulant storage and feed room.
The plant will have a standby generator and automatic transfer switch for full operation of
the plant in the event of power failure.
5.2.2 Design Criteria and Data
The Design Criteria and Effluent Flow requirements for Class A Reclaimed Water is shown on
Table 5-1 (also shown on Tables 2-1 and 2-2). The Design Criteria is divided into 3 Sequences
(called sequences herein, to avoid confusion with resort phasing). Currently the project is being
planned for construction of Sequences 1 and 2, however, if funding is short, the project will be
constructed in 2 Sequences for the capacities as shown. Sequences I and 2 will verify the unit flows
into the treatment plant. As discussed in Chapter 2 and shown on Table 2-1, it is anticipated that unit
flows from each equivalent residential unit (ERU) will be approximately 75 gallons per day (gpd)
per ERU or less. 100 gpd/ERU is used to estimate the Design Year flows, using the 75 gpd/ERU and
adding in infiltration allowance as the collection system ages (see Table 5-1, Note 9).
5-5
TABLE 5-1 RECOMMENDED WASTEWATER RECLAMATION PLANT -
DESIGN CRITERIA & CLASS A RECLAIMED WATER REQUIREMENTS
DESIGN FLOWS & LOADINGS
170 lbs/d
340 lbs/d
500 lbs/da X
500 lbs/day
Max 3 -day week Average
200 lbs/d
200 lbs/d
Sequence 3
Anticipated
Total Nitrogen - max monthly average
Sequence 1
Sequence 2 Design Year'
Design Year9
Residential ERUs
289
590 890
890
Commercial$, ERUs
32
52
72
72
Total ERU's
321
642 962
962
FLOWS
using 175
gpd/ERU unit flow
at 100 gpd9
Annual Average
0.04 mgd
0.07 mgd
0.105mgd
0.06 mgd
Winter Average (Nov thru Mar)3
0.02 mgd
0.04 mgd
0.06 mgd
0.03 mgd
Mid Season Average (Apr, May, Oct)'
0.04 mgd
0.08 mgd
0.12 mgd
0.07 mgd
High Season Average (Jun thru Sept)5
0.05 mgd
0. 10 mgd
0.15 mgd
0.09 mgd
Max Mon Avg (full occupancy, Aug)
0.06 mgd
0.11 mgd
0.17 mgd
0.10 mgd
Maximum 3 -day Week -end
0.07 mgd
0.13 mgd
0.20 mgd
0.12 mgd
Peak Day6
0.08 mgd
0.15 mgd
0.23 mgd
0.13 mgd
Peak hour' (for plant hydraulics)
0.09 mgd
0.18 mgd
0.28 mgd
0.16 mgd
LOADING
BOD & TS S2 - Annual Average
98 lbs/d
200 lbs/d
290 lbs/day
290 lbs/day
Winter season (Nov thru Mar)
160 lbs/day
160 lbs/day
Mid season average (Apr, May, Oct) 320 lbs/day 320 lbs/day
High season average (Jun thru Sept)Z 410 lbs/day 410 lbs/day
Max month average
170 lbs/d
340 lbs/d
500 lbs/da X
500 lbs/day
Max 3 -day week Average
200 lbs/d
200 lbs/d
600 lbs/day
600 lbs/day
Total Nitrogen - max monthly average
30 lbs/d
60 lbs/d
90 lbs/day
90 lbs/day
Notes:
1. Sequence 3, Design Year, is shown based upon 175 gpd/Equivalent Residential Unit (ERU); as per
WDOH for water consumption guidelines. However, low flow fixtures/appliances and reclaimed
water use for all irrigation and toilet flushing in commercial buildings, with allowance for infiltration
will be used for flow development are proposed at 100 gpd/ERU.
2. At (0.2 lb BOD/day per PE)(2.5 PE/ERU) = 0.50 lb BOD/day/ERU [domestic waste BOD is
approximately equal to TSS].
3. Based upon an estimated occupancy rate of 33% of full occupancy (maximum monthly average)
during winter months.
4. Based upon an estimated occupancy rate of 67% during mid-season months.
5. Based upon an estimated occupancy rate of 90% during high season months.
6. Peak day flow = 1.33 times maximum monthly average.
7. Peak Hour flow = 2.5 times annual average flow (peak hour flows are during dry weather, August, &
lower perched groundwater).
8. Commercial flows and loadings for all uses were converted to ERU's (see I and 2 above for unit
flows/loadings).
9. Flows using 100 gpd/ERU, unit flow rate is shown as a high estimate for build out. After Sequence 1,
a per unit flow evaluation will be performed to justify lower unit flow rates. Once the lower unit flow
rates are justified and concurrence is received from WDOE and WDOH, as anticipated, Sequence 3
will not be constructed.
5-6
Table 5-1, continued
EFFLUENT REQUIREMENTS
Monthly Average_Goal
BOD and TSS 10 mg/L* — not permit, but needed to meet turbidity & coliform
Monthly Averajze
Total Nitrogen 10 mg/L**
Median No. in last 7 days Any Sample
Total Coliform 2.2/100 mL 23/100 mL
Average Monthly
Turbidity 0.2 NTU 0.5 NTU
* BOD and TSS permitted limits must approximately be 5 to 10 mg/L to meet turbidity and total
coliform limits.
** Municipal wastewater that meets the requirements of Water Reclamation and Reuse Standards,
issued jointly by Health and Ecology in September 1997, for Class A reclaimed water, is acceptable for
percolation to groundwater, provided it meets all known and reasonable technology. All known and
reasonable technology has been interpreted as meeting total nitrogen of less than 10 mg/L monthly
TABLE 5-2 RECOMMENDED RECLAMATION PLANT -
DETAILED DESIGN DATA
HEADWORKS
Influent In -Channel Fine Screens, no.
2
Capacity, each
0.4 mgd
Type of screen in -channel
fine screen with 2 mm Screen opening
Influent flow measurement, type
ultrasonic
downstream of fine screens, 24" side walls
3" Parshall flume
Influent sampling, refrigerated
flow paced composite sampler
Odor Scrubber, type package vfd controlled
blower & activated carbon canister
Blower motor
3 hp
Capacity
600 to 1,200 cfm
ACTIVATED SLUDGE — Nutrient Removal
Sequence 1 Sequence 2 Sequence 3
Anoxic Basins (AnB), no., operate in series
2 3
Basin volume, each, at max mon avg, gallons
21,000
Mixers, 3 HP floating, 1 per basin, total no.
2 3
Detention time (mma, 0.11 + m1r, 0.44 mgd) = 0.55 mgd (Ph3 0.85) 1.8 hours 1.8 hours
Scum & foam control
utility water (UW) sprays
Aeration Basins (AB), no., operate in parallel
2 3
Aeration Basin Flow Distribution Box
1
Pre -Aeration Basins, volume, each, gallons
40,000
[Set up for first basin to be anoxic or aeration
basin & second aeration in Sequence 1]
MCRT
20 days
Mixers, submersible, one per basin
2 horsepower
Aeration blowers, no. (one standby)
2 3
capacity, each, variable drive DO control
300 scfm
operating pressure
7.8 psig
motors, each
20 horsepower
aeration blower control (on vfd's)
DO probes/control system
Aeration, type
EPDM fine bubble diffusers
aeration sizing for diffusers, each basin
500 scfm
Scum & foam control
utility water (UW) sprays
Theoretical detention time (without RAS and MLSS recirculation)
at annual average, hours (basins on-line)
24 (1 AB) 14 (1 AB) 18 (2 AB)
at max monthly average, hours
16 (1 AB) 18 (2 AB) 17 (3 AB)
Mixed Liquor MLSS) Recirculation (MLR) pumps
Pumps, no. (1 per AB + 1 on -shelf standby)
2 3 4
Recycle flow rate at 4 times max. month avg.
0.24 mgd 0.44 mgd 0.69 mgd
Pump capacity, each (need 50% turn down)
170 gpm, vfd manual control
motor
5 hp
Magnetic flow meters, 2 inch, number
2 2 3
Activated Sludge Clarifiers, no., operate in Parallel
2 2 2
Clarifiers Flow Distribution Box
1
Type of clarifier
center feed, peripheral launders, scraper
Clarifier inside diameter, each
20 feet
Side water depth
12 feet
influent flocculating well, 6 ft. high, diameter 8 feet
Surface Area, each
314 square feet
overflow rates at max mon avg/peak day
175/240 gpd/ft2 270/370 gpd/ft2
5-8
Table 5-2 continued - WRP DESIGN DATA
Sequence 1 Sequence 2 Sequence 3
Activated Sludge Clarifiers, continued
Overflow Rates, theoretical gallons per day per square foot of clarifier
Maximum Monthly Average flow 1- 190 gpd/sf 175 gpd/sf 270 gpd/sf
Peak Day flow 1- 254 gpd/sf 240 gpd/sf 370 gpd/sf
Peak Hour flow 1- 290 gpd/sf 290 gpd/sf 450 gpd/sf
Return Activated Sludge Pumps, no. (1 standby)
Capacity, each
Magnetic type flow meters, 2 -inch
Waste sludge, 1 automatic valve w/ flow meters
4 -
90 gpm, on/off time cycle
1, auto open, total volume wasted close
SECONDARY EFFLUENT FILTRATION for Class A Reclaimed Water
Class A Reclaimed Water certified Filters, no. 2 2 3
peak day flow capacity with one out of service 100 gpm 200 gpm
Liquid coagulant feed systems, no. (1 standby) 2 2 2
In-line mechanical mixer, no. 1
EFFLUENT DISINFECTION for Class A Reclaimed Water, type hypochlorite
Liquid feed systems, no. (1 is standby) 2 + 1 for effluent force main
Chlorine concentration feed rate, minimum 5 mg/L
Chlorine Contact Basins, no. 2
Volume, total 9,600 gallons
Detention time at max. monthly average flow, minutes 120 80
Detention time at peak day flow, minutes 90 60
Chlorine residual analyzers, no. (point of compliance) 2, 1 is on -shelf standby
Effluent turbidity meters, no. (point of compliance) 2
REUSE WATER SUMP/PUMPS TO REUSE STORAGE RESERVOIR
Effluent Reuse Pumps, no (1 is standby) 2
Capacity, each at 200 gpm
Motor 15 hp
Effluent flow measurement, type 4" mag meter
Utility Water Pumps, 80 gpm at 80 prig 1 at 7.5 hp
DRAINAGE PUMP STATION
Pumps, duplex alternating, no 2
capacity, each 120 gallons/minute
motor 5 horsepower
SLUDGE AERATED DIGESTER BASINS, no. 1 2
Volume of digester #1 36,000 gallons
Volume of digester #2 18,000 gallons
Aeration blowers, no. (AB is standby) 1
capacity, each 300 scfm
operating pressure 7.2 psig
motors 20 horsepower
Mixer, first basin 2 horsepower
Pressure transducer for level indication digester #2 1
Biosolids (to meet State requirements for land application) Class B Biosolids
SLUDGE DEWATERING OR THICKENING (if used) added after disposal selection
5-9
5.3 RECOMMENDED SLUDGE HANDLING
The sludge will be wasted to aerobic digestion basins which will be designed to produce biosolids
that will meet the State of Washington requirements for Class B biosolids. This will allow the plant
to pursue any of the following final biosolids uses and disposal options:
A Class A Biosolids — Dewatering or Thickening, and Haul to Permitted Sludge Handling
Facility that produces Class A Biosolids.
Sludge is proposed to be pumped from the secondary digester basin through a positive
displacement sludge feed pump which has a manually controlled vfd to control sludge feed
rate to the Centrifuge. Sludge flow rate is measured by 2 -inch magnetic flow meter. Sludge
will be prepared for dewatering in the centrifuge with polymer addition from a polymer feed
system to condition the sludge for dewatering. Dewatered sludge will be carried to a sludge
truck or container with a sludge auger conveyor.
This preferred long term use of the Class B biosolids from the plant is dependent upon
receiving approval from the City of Shelton for hauling dewatered biosolids to their drying
facility, which is scheduled to be in service in summer of 2011.
B. Liquid Haul of Class B Biosolids for Forest Application Sites
Alternatives for land application of biosolids which may include thickening to reduce the
number of truckloads hauled and applied, purchase and application of biosolids by the owner
or contract haul and disposal. Other issues include finding forest or agricultural land and
obtaining permits for biosolids land application on the parcels of land.
C. Liquid Haul of biosolids to a licensed facility by a septic tank pumper truck.
Further investigation and inquiry will be required to determine the most cost effective
method for final biosolids disposal. Space will be left in the planning of the WRP to
accommodate thickening or dewatering for A or B with land application, above or a third
alternative, if one arises.
5.4 WASTEWATER RECLAMATION PLANT SEQUENCING
The wastewater treatment plant has been developed in the unit processes and concrete basins and can
be Sequenced in as the development proceeds, if the developer does not have adequate funding for
construction of the entire plant initially.
Flows and loadings for sequencing in 3 sequences or phrases is shown on Table 5-1.
Sequence 1- Construction of the following, at a minimum:
Headworks Building - all of the recommended equipment, instrumentation and odor control
Aeration Basins flow distribution box
Aeration Basins — 2 of 3 basins, with diffusers and mixers. Initial operation could include
cyclical aeration for nitrification and denitrification to meet 10 mg/L Total Nitrogen in the
effluent
5-10
• Secondary Clarifier — 2 complete with mechanisms, RAS pumps, scum skimming
• Class A reclaimed water media or cloth filters — 2 for redundancy; filters will meet
requirements for use as Class A Filtration. Chemical feed systems — 2; for coagulant feed and
in-line mechanical mixer to provide for complete mixing of coagulant for flocculation of all
particles
• Chlorine Contact Basins, two, with Point of Compliance monitoring system — 2 turbidity
meters operating in parallel, 1 residual analyzer installed and 1 on -shelf standby and effluent
refrigerated sampler
• Effluent Pump Station with two RW effluent pumps and pressure tank for utility water (UW)
system, motor operated diversion valve to subsurface infiltration field
• Digester #1 — with diffusers and mixer (initial biosolids disposal would be with septic tank
pumper)
• Process Building — three of the four aeration/digester blowers, laboratory, personnel room,
lavatory; and Electrical motor control centers, SCADA system, monitors and alarms
• Complete Electrical for all installed equipment plus standby generator
• Instrumentation and Controls - Complete SCADA with controls, monitoring and alarms for
all completed component of the wastewater collection system and pump stations and
stormwater pump station.
Sequence 2 — Construction of the following
• Anoxic Basins — 2 or 3 basins with mixers
• Aeration Basins mixed liquor recirculation (MLR) pumps, 1 in each basin + on -shelf standby
• Process Building —fourth blower
• Digester #2/sludge holding basin — with diffusers (and possibly mixer, depending upon
preference of the operators)
• Electrical and SCADA additions as required
Sequence 3 — Construction/ installation of the following (if needed; Sequence 3 is not required if unit
flows are established at 100 gpd/ERU or lower):
If lower unit flow rates not established, add the following:
• 3rd Anoxic Basin with mixers and 3rd Aeration Basin with MLR pump
• 3`d Class A Reclaimed Water Filter and appurtenances
• Completion of instrumentation and controls
• Biosolids thickening or dewatering
Decision on Biosolids Disposal - Possible installation of centrifuge dewatering building and
equipment for reduction of truck trips and tipping fees or thickening building and equipment to
decrease number of truck trips for liquid haul and reduction in tipping fees, whichever is more cost
effective.
Estimate of Probable Construction Costs for each Sequence of the WRP are summarized on Table 5-
3.
5-11
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Staffing will require on full time head operator with a Class 3 license and a 2/3 operation
with a Class 1 license (weekends, maintenance and laboratory assistance).
The estimated annual cost for operation and maintenance of the wastewater reclamation
plant is shown on Table 5-4 for following startup of Sequence 2. This includes the cost of
operation of the thickening or dewatering, which may or may not be in operation during the
first 5 years of plant operation (see Chapter 3). Contract operation has shown to reduce
annual operation and maintenance costs.
TABLE 5-4 ESTIMATE OF ANNUAL OPERATION & MAINTENANCE COSTS
5-13
Item
WRP
I.
Personnel Costs at $45,000/person, including collection
$ 70,000
2.
Electrical at $0.08/kW-hr, average
$ 20,000
3.
Hypochlorite chemical for disinfection, 1400 gal/yr; 28 drums/yr
3,000
4.
Replacement/maintenance
10,000
5.
Insurance and taxes
7,000
6.
Vehicle maintenance
6,000
7.
Laboratory & misc. chemicals
3,000
8.
Polymer use, when thickening
5,000
9.
Permits & government permit fees
8,000
10.
Biosolids disposal ( per year, first 5 years)
30,000
11.
Contract work (repairs, outside lab work, professional services)
15,000
TOTAL
ANNUAL COSTS
$ 180,000
5-13
5.6 STATEMENTS OF COMPLIANCE
The recommended WRP are in compliance with the State Environmental Policy Act (SEPA)
through the FEIS. The recommended projects are intended to be in compliance with Federal,
State and local water quality management plan and planning and is intended for future
upgrades to meet water quality and State discharge permit requirements.
5.7 IMPLEMENTATION
Date
Milestone or Completion
January 2012
Begin design on WRP and related conveyance
April 2012
Complete design for bid preparation of initial construction/
ordering of long lead equipment items
August 2012
95% design of WRP & conveyance/Submit to WDOE/
WDOH for review
August 2012
Start initial construction, including grading and deep piping
October 2012
Revisions to design based upon regulatory review/final approval
November 2012
Begin construction process basins, Headworks & Process Bldg
July 2013
Complete construction of WRP
September 2013
Startup of WRP complete and plant in full compliance
5-14
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WASTEWATER UTILITIES RESORT PLAN
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Pleasant Harbor Marina & Golf Resort
6450 N.E. &q = Rd. Banbridge Iftd, WA 98110
(206) 842-7988 FAN (206) 780-0811
CHAPTER 6
WRP RELIABILITY ASSESSMENT
6.1 INTRODUCTION
This Reliability Assessment is intended to address compliance with the process and control system
reliability requirements of the Washington State Departments of Health (DOH) and Ecology (DOE)
Water Reclamation and Reuse Standards (Publication No. 97-23, 1997). The level of detail in this
Reliability Assessment is in accordance with the Facility Plan Reliability Assessment Guidance and
Checklist document developed by DOE. All effluent from the wastewater reclamation plant (WRP)
will meet the requirements for Class A Reclaimed Water from the initial startup of the WRP.
The wastewater reclamation plant is recommended to be owned and operated by a public entity
established specifically for oversight of wastewater facilities; reclaimed water distribution
systems, reuse and other utilities (see Chapter 1, 1.1).
The "Use Management Plan", as outlined in the draft WAC 173-219-160(4) including a plan for
management of the use sites proposed for coverage under the Reclaimed Water Permit, will be
included in a supplement to this Engineering Report and will include the applicable information
listed under the above reference draft WAC.
The irrigation requirements for the golf course, fire smart native areas throughout the development,
and landscaping will be developed by the designers of the respective irrigation systems for each. The
reliability of Class A reclaimed water in the fire protection service shall be in accordance with DOH
requirements for essential services which will be covered under the General Water Plan fire
protection system technical report.
6.1.1 Recommended Wastewater Reclamation Plant
Wastewater from the Pleasant Harbor Marina and Golf Resort will be transported to the Wastewater
Reclamation Plant (WRP) through the gravity, pump stations and force main systems as described in
the General Sewer Plan, and Section 3.3 and Chapter 4 of this Engineering Report. Pleasant Harbor
WRP is described in detail in Chapter 5 of this Engineering Report with the detailed description of
WRP process in 5.2.1, Table 5-2 and shown on Figures 5-1 Site Plan and 5-2 Hydraulic Profile.
6.1.2 Reclaimed Water Uses
Effluent reuse will consist of the following:
1. Initial effluent reuse will be required before the storage reservoir in the north kettle is
constructed (Kettle B). During this time period, one or all of the following reuse/ disposal
methods will be used: 1) subsurface disposal trenches for percolation of the reclaimed water
to the groundwater, 2) drip irrigation system for irrigation of a native potion of a golf course
fairway, and 3) irrigation of tree and natural vegetation nursery.
During construction, healthy trees 10 -inches in diameter and under, along with native brush
and other native vegetation on areas to be cleared, will be removed by landscapers and taken
to a nursery area to maintain each plant's well being for later transplanting to reforest
6-1
defoliated areas. Maintenance of these plants will be aided by irrigation with reclaimed
water.
The subsurface disposal trenches and/or drip irrigation system(s) will be maintained for
emergency disposal in the unlikely event of major failure or failure, violation of turbidity or
disinfection requirements that cannot be remedied by use of the redundant process units (see
6.2.3).
2. After construction of the 65+/- million gallons Class A Reclaimed Water and treated
stormwater Storage Reservoir (Irrigation and Fire Protection Storage Reservoir, call Storage
Reservoir herein), Reclaimed Water will reused in the following:
• After completion of the course, irrigation of golf course (sprinkler and drip irrigation
systems)
• Percolation to groundwater for aquifer recharge with the overflow of excess water
from the Storage Reservoir to percolation galleries beneath the golf course fairways
• Irrigation within the naturally vegetated areas of the Resort for a Fire -Smart
Preservation program
• Landscaping irrigation with sub -surface drip irrigation system throughout the resort
• Non -potable water from the Storage Reservoir, including reclaimed water and
stormwater runoff, will feed a pressure transmission piping system (purple pipe) for
fire fighting, and landscaping irrigation.
• Reclaimed Water from the treatment plant non -potable Utility Water (UW) system
will supply toilet and urinal flushing water in the Golf Terrace and Conference
Center.
6.2 BASIC CONTROL SCHEME & CONTROL SYSTEM GOALS
6.2.1 Routine Operation
Under normal conditions, reclaimed water generated at the WRP will be conveyed to the Storage
Reservoir. A chlorine residual will be maintained in the conveyance main by metering hypochlorite
solution into the conveyance line at the WRP effluent pump discharge. The chlorine dosage will be
set to achieve a chlorine residual of 0.5 mg/L at the discharge to the Storage Reservoir.
Pumped combined reclaimed water (RW) and stormwater stored in the Storage Reservoir will re -
disinfected using hypochlorite for all flows to spray (sprinkler) irrigation, fire protection and Fire
Smart Protection irrigation sprinklers; uses of reclaimed water within the resort consistent with the
requirements of the planned beneficial uses. RW from the UW system will also be disinfected using
hypochlorite, in addition to the residual chlorine at the end of the chlorine contact basins. The
hypochlorite dosage will be capable of maintaining a chlorine residual of 0.5 mg/L at the point of
use, under all flow conditions.
The fundamental goal of the Wastewater Reclamation System for the treatment and conveyance of
reclaimed water is to assure that only water meeting Class A Standards is conveyed to the Storage
Reservoir and from the Storage Reservoir to the Point of Use. The overflow to groundwater
percolation will not be re -disinfected since the transmission and subsurface percolation galleries
beneath the golf course fairways will be isolated from human contact.
6-2
6.2.2 Routine Sampling & Analysis
Continuous monitoring of the WRP treatment process and redundant process components and
equipment are the primary control mechanism to protect effluent quality. Turbidity will be
continuously monitored on the effluent from each filter. The filtration flow trains are sized for a
redundant train for maintaining the required coagulation, flocculation and filtration at all plant flows
with one train off line. In the event of a high turbidity reading (at 2.5 or 3 NTU, under the peak limit
5 NTU) from any filtration flow train, a major alarm will sound and be transmitted to the operator on
duty or on-call.
Hypochlorite, 12.5% solution, is proposed for use for disinfection to meet Class A Reclaimed Water
disinfection requirements. Two hypochlorite feed systems will be used to disinfection prior to
chlorine contact chamber (these two systems will include non -potable water injection; and one
system (with on -shelf standby pump) for injection of undiluted hypochlorite into reclaimed water
force main to meet the point of use chlorine residual requirements. For the two feed systems, one
system will serve as a back up to the other systems.
In addition to continuous monitoring of turbidity and chlorine residual, the following routine water
quality samples will be collected at the WRP in accordance with the DOE/DOH Water Reclamation
and Reuse Standards.
• Daily 24-hour composite sample for Total Suspended Solids (TSS), four days per week,
including one weekend day
• Daily grab sample for total coliform organisms
• Daily grab sample for Dissolved Oxygen (DO)
• Weekly 24-hour composite sample for Biological Oxygen Demand (BOD)
Point of Compliance:
Two chlorine residual analyzers (one is redundant unit), will be installed at the "Point of
Compliance" located at the end of the chlorine contact chambers, upstream of the reclaimed water
pumping wet well, for monitoring compliance with chlorine residual to confirm disinfection
operation. Two (2) turbidity analyzers will be installed at the "Point of Compliance". The turbidity
and chlorine residual monitoring equipment will be integrated with the WRP alarm system and
control system (see Contingency Procedures, below).
6.2.3 Contingency Procedures
Contingency procedures will be implemented for the following alarm conditions:
• Continuous monitoring equipment for turbidity of the filtrate/effluent from each filtration
train, and turbidity and chlorine residual at the Point of Compliance. Turbidity levels are
monitored on the permeate of each filter with alarm at 2 NTU and shut down of the filtration
train and major alarm for higher turbidity of 3 to 3.5 NTU (operator adjustable). Levels at the
Point of Compliance will be set to make the operator aware of deteriorating conditions before
the high turbidity or chlorine residuals indicates alarm condition/out of compliance levels
occur.
• During higher turbidity alarm condition, the filtration train will be taken off line by an
automatic procedure (in addition to the alarm condition being transmitted to the operator) and
the second filter will continue to filter the full flow until conditions are corrected.
6-3
Routine monitoring at the WRP or within the plant conveyance system to detect impaired
water quality.
Any component of the treatment system is out of service or not functioning properly.
During alarm conditions reclaimed water quality should be maintained with redundant process
components and equipment, as described above. However, in the unlikely event that a class A
reclaimed water quality requirement is exceeded, discharge from the RW Effluent pumps will be
diverted with a motor operated valve just downstream of the station, to the subsurface disposal
system. The subsurface drainfield or drip system will be used as an alternative discharge site until
such time that the alarm condition can be identified and corrected. The diversion valve will not be
changed to discharging to the Storage Reservoir until the treatment process is operating under
normal conditions and water quality is restored.
6.3 Reliability & Redundancy Features
The WRP will be designed in accordance with Articles 10 and 11 of the DOH/DOE Water
Reclamation and Reuse Standards. Reliability and redundancy features related to overall WRP
design (standby units, equipment and operating flexibility), operation (alarms and power supply),
and individual treatment equipment that will be incorporated into the design are discussed below.
The WRP will allow for efficiency and convenience in operation and maintenance through
redundant treatment components (see below and Chapter 5) and the contingency discharge to the
subsurface drainfield. The WRP will be designed with multiple/ redundant treatment equipment
units and flow paths each with the capacity to treat and convey the entire design flow with one unit
or basin offline.
6.3.1 Alarms
The WRP will not be staffed at all times. During un -manned operation of the WRP, operators will
receive alarms remotely and will be able to access the SCADA system to establish the alarm
condition. When operators are not on duty, one operator will always be designated to be "on-call'
within the required response distance from the WRP. Control systems at the pump stations and other
monitored areas of the resort will all be transmitted to the WRP for the central utilities systems
monitoring and alarm. All alarms at the WRP will also be routed through an auto -dialer to operators
and/or resort security personnel.
Each treatment unit will be equipped with alarms indicating equipment failure or malfunction. A list
of individual alarms is provided below. The individual alarms will be connected to a master alarm.
Alarms Communicated Individually to the SCADA Systems:
• Power Failure
• Equipment Standby Generator Running
• Wastewater Pump Station Alarms
• Stormwater Pump Station Alarm
• Equipment Failure — change to standby unit
o Blowers
o Pumps
o Headworks Equipment
6-4
o Hypochlorite feed system equipment
o Filtration system equipment failure, including coagulant pump failure, low high
turbidity and higher high turbidity
• Process Alarms
o Turbidity
o Chlorine residual
o Basin(s) High Water
• Intrusion Alarms (at gate and in buildings)
• WRP High Flow Alarm
• Hypochlorite Feed Pump Failure
• Hypochlorite Low Level
6.3.2 Headworks & Biological Treatment and Filtration
Power Supply
The main power supply will have an alarm on failure and an automatic transfer to the designated
standby power generator with automatic transfer switch and re -start of all major WRP treatment
units. The generator will be sized to provide treatment during peak day flows and will be equipped
with a fuel tank sufficient to provide 24 hours of service without refueling. In addition, the WRP
instrumentation and control system (including alarms) will be equipped with an uninterruptible
power source.
Headworks
The headworks will consist of two influent channels each capable of conveying the entire WRP
design peak flow. Each channel will be equipped with a fine screen capable of screening the entire
WRP design peak flow.
Nutrient Removal Activated Sludge Process with Clarifiers and
The activated sludge processes will be provided with two anoxic basins which will not require being
taken out of service except during planned maintenance, since the mixer is removable from the basin
for repair.
The aeration basins would only be taken out of service for a short period of time for repairing
diffusers for example (any other requirements for draining an aeration basin, including cleaning will
be scheduled during lower flow periods of the week or year). During the short time period (usually
one operating day from draining to refilling) when one aeration basin is out of service, nitrification
will occur (full nitrification at lower than design flows) and all effluent parameters will be
maintained. Therefore, all biological treatment will be designed so that the full design flow can be
treated with one basin or equipment unit out of service. The WRP Design Criteria are in Chapter 5.
Standby equipment is provided for aeration blowers, mixers (uninstalled), effluent pumps, return
sludge pumps, waste sludge motor operated valve (uninstalled), and return mixed liquor pumps
(uninstalled).
6-5
Filtration System Train
The filtration system trains, including the coagulant feed systems and in-line mixer will be
monitored, so that full treatment is maintained with one train out -of -service, as presented above. In
the event of equipment failure, and/or alarm higher turbidity in the train effluent, the filtration train
will automatically shut down (see 6.2.3, above) and the redundant system train brought on line, if off
line, or will take the full flow, if the unit is already in operation.
6.3.3 Disinfection and Reclaimed Water Pumping
The disinfection process will consist of two (2) hypochlorite feed systems, one is standby and two
(2) chlorine contact basins (channels), sized for build out WRP design flow. The point of
compliance for the reclamation plant will at the discharge weirs of the Chlorine Contact Basins.
The reclaimed water effluent pumps will be sized to convey the WRP maximum design flow with
one unit out of service (100% standby). The effluent pump station wet well will have high water
alarm in the event the wet well is beyond normal water level operation and lower/low level alarm to
shut down the pumps to alert operators.
Redundant hypochlorite metering pumps (one is on -shelf standby) will be provided to maintain
chlorine residual in the conveyance force main to the Storage Reservoir. The WRP Design Criteria
are provided in Chapter 5.
6.3.4 Summary Checklist
Table 6-1 summarizes each of the reliability and redundancy requirements of the DOH/DOE Water
Reclamation and Reuse Standards are addressed in the WRP.
6-6
TABLE 6-1 RELIABILITY & REDUNDANCY SUMMARY CHECKLIST
Feature
Required/
Optional
Deferred to
Included Deleted Design
Alarms
Loss of power from normal power supply
Required
X
Biological treatment process failure
Required
X
Disinfection process failure
Re uired
X
Coagulation process failure
NA
X
Filtration process failure
Required
X
Alarms independent of normal power supply
Required
X
Personnel Notified:
Re uired
On Call Plant Operator
X
WRP Control System
X
Master Alarm:
Inter -connect all site alarms
Re uired
X
Location -convenient observation by attendant
Required
X
Less than 24 hour plant attendance
Alarms interconnected to
Re uired
On Call Plant Operator
X
City WRP Control System
X
Power Supply Reliability
Alarm and standby ower source
Optional
X
Alarm and automatically actuated short term
storage or disposal
Optional
Storage, Where No Approved Alternative
Disposal System Exists
NA
Emergency Storage or Disposal
N/A
Short term emergency storage
O tional
Long term emergency storage
Optional
Diversion to an alternative, approved use site
Optional
Diversion to DOE approved discharge point
Optional
Automatically actuated emergency
storage/disposal
Fully automated diversion
Required
X
Manual reset to prevent automatic restart
Required
X
MBR (Biological Treatment and Filtration)
Alarm and multiple treatment units capable of
producing oxidized wastewater with 1 unit
inoperable
Optional
X
Alarm and short term storage/disposal provisions
with standby replacement equipment
Optional
Alarm and long term storage/disposal
Optional
Automatically actuated long term storage/disposal
Optional
Secondary Sedimentation
NA
Coagulation
NA
Disinfection
Alarm and standby unit capable of treating the
design flow rate with largest operating unit out of
service
Optional
X
Alarm and short term storage/disposal provisions
with standby replacement equipment
Optional
Alarm and long term storage/disposal
Optional
Automatically actuated long term storage/disposal
Optional
X
6-7
David W. Johnson
From:
Rick Esvelt [hresvelt@earthlink.net]
Sent:
Wednesday, July 06, 2011 2:14 PM
To:
Garth Mann; David W. Johnson
Cc:
Dwight Holobaugh; Kim Knudsen; Natalie Proft-Carlson; Scott Bender; Don Coleman; Sandy
Mackie
Subject:
Pleasant Harbor - Wastewater Reclamation Plant Engineering Report
Attachments:
WRP Eng Rep Cover Eng Signature page.pdf; WRP Eng Rep Table Contents.pdf; WRP Eng
Rep ch 6 WRP Reliability Assessment.pdf; WRP Eng Rep ch 1 Introduction.pdf; WRP Eng
Rep ch 2 Design Parameters.pdf; WRP Eng Rep ch 3 Wastewater Treatment Pumping
Facilities.pdf; WRP Eng Rep ch 4 Sewer Pump Stations.pdf; WRP Eng Rep ch 5
Recommended Reclamation Plant.pdf; Figure 5-3 Proposed Building Layout.pdf; Figure 1-1
Wastewater Utilities Resort Plan 110131.pdf; Figure 5-1 Site Plan 110330.pdf; Figure 5-2
Hydraulic Profile 110130.pdf
Attached is the Pleasant Harbor Marina and Golf Resort Wastewater Reclamation Plant Engineering Report, a
component of the General Sewer Planning process, in accordance with WAC 173-240-060, and Washington
State Departments of Health and Ecology Publication #97-23, Water Reclamation & Reuse Standards
Note that the Electrical and Instrumentation is not included; but hope to revieve it soon, which will then be
forwarded to all parties.
Rick Esvelt, P.E.
H. R. Esvelt Engineering
hresvelt(a,earth ink. net
206-842-7988