NC0033600_Regional Office Physical File Scan Up To 1/14/2021

SILVER BLUFF VILLAGE WWTP IMPROVEMENTS
(Pigeon Valley Rest Home)
NPDES No. NCO033600
Haywood County, N.C.
Wastewater Flow Equalization and Sludge
Digestion Facilities
Construction Documents and SpecificationsPROVED
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Prepared for: Silver Bluff Village G✓i W
100 Silver Bluff Drive
Canton, N.C. 28716
Ph: 828-648-2044 -
Prepared by: J. Thurman Horne, P.E.
Horizon Engineering &. Consulting, Inc.
2510 Walker Road
Mt. Pleasant, N.C. 28124
Phone: (704) 788 - 4455
Date: April 3, 2009

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Silver Bluff Village WWTP I
(Pigeon Valley Rest
RECEIVED
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iOCT 3 0 2009 j €'
Haywood County, N.0
R QUALITY SECTION i
LLE REGIONAL OFFICE }
Wastewater Flow Equalization and Sludge
Digestion Facilities
Construction Documents and Specifications
Addendum No.1
(October 7, 2009)
Prepared for: Silver Bluff Village
100 Silver Bluff Drive
Canton, N.C. 28716
Ph: 828-648-2044
Prepared by: J. Thurman Horne, P.E.
Horizon Engineering & Consulting, Inc.
2510 Walker Road
Mt. Pleasant, N,C.2���4��;-���,
Ph: 704-788-4455 r
LD
NoRTI-I CAROU k ENVIRoNMENTA.
MANAGEMENT COMMISSION
DIVISION! OF WATER QUALITY
DATE

Addendum No. 1 (October 17, 2009):
The specifications prepared dated April 3, 2009 and the plans prepared dated
March 25, 2009, by'Horizon Engineering & Consulting, Inc. are hereby amended.
to include the following changes. These amendments supercede all other terms,
and descriptions in the plans and specifications:
1. The 4" compacted gravel leveling course depicted on sheet 4 of 6-of the
plans (Section 'A' —'A' and Section 'B' —'B') beneath the proposed
concrete slab foundation, is hereby revised and changed to a 6"
compacted clean washed stone leveling course.
2. The attached Section SP - 1.05 is hereby added to the specifications.

SP-2
(Addendum No.1 - 9/17/09)
SP-1.05 GEOTECHNICAL INSPECTION
The conditions of the foundation excavation shall be inspected and evaluated by a
geotechnical engineer immediately following excavation and prior to the placement of
the required washed stone leveling course, any reinforcing steel or any concrete for the
proposed foundation. The Contractor shall coordinate activities with the geotechnical
engineer in a manner to allow the geotechnical engineer to inspect the excavation,
make a preliminary evaluation of the subgrade materials and perform a minimum of two
(2) soil bearing capacity tests (one at each end of the excavation) prior to proceeding
with any placement of stone, concrete, forms, reinforcing bars, etc. associated with the
foundation slab. The geotechnical engineer shall evaluate the results of the inspection
and the bearing capacity tests in conjunction with evaluating the design of the proposed
concrete slab foundation. The geotechnical engineer shall provide a written report of
findings including the results of the inspection and bearing capacity tests and shall
make recommendations based on his review and evaluation including:
The removal and replacement of any unsuitable subgrade materials.
2. Additional excavation and backfill.
3. Any recommended revisions to the proposed foundation design that may be.
necessary to improve the foundation to meet net allowable bearing capacity
for the support of proposed facilities and to protect against differential
settlement.
4. Recommendations for any type of foundation drainage system or facilities if
the geotechnical engineer should observe evidence of groundwater
conditions that he believes are sufficient to warrant the provision of
groundwater drainage to preserve the integrity of the foundation and the
proposed wastewater treatment facilities. These recommendations must
include sufficient specific details to describe the recommended drainage
facilities and to allow a clear understanding for construction by the
Contractor.
The findings of the inspection and report of the geotechnical engineer shall be
provided immediately to the Engineer and the Construction Manager (Clark and
Leatherwood, Inc.). The Contractor shall not proceed with placement of any of
the required washed stone leveling course, any reinforcing steel or any concrete for the
proposed foundation until the geotechnical engineer has completed his inspection and
conveyed a final report of his findings to the Engineer and the Engineer has advised the
Contractor of any revisions, additional excavation, etc. that may be required based on
the findings of the geotechnical engineer.

SP-3
(Addendum No.1 - 9/17/09)
In order to facilitate these activities, the Contractor must provide the Engineer and the
geotechnical engineer with at least 72 hours notice prior to the time the contractor will
have the excavation completed and ready for the geotechnical engineers' inspection.
The Owner shall be responsible for all costs associated with providing the services of
the geotechnical engineer. The geotechnical engineer must be a North Carolina
registered professional engineer, qualified and experienced to provide the above
described geotechnical services.
In the event that the findings and recommendations of the geotechnical engineer
require additional excavation, placement of additional materials, drains, etc. or revisions
to the foundation design as depicted on the plans, the Contractor is entitled to request
additional payment for any such increases in cost within the terms and conditions of the
contract documents. The request for additional payment must be made in writing prior
to performance of any such additional work or provision of additional materials and must
be approved by the Engineer and the Owner in advance. Failure to obtain approval in
advance shall waive the Contractor's entitlement for any compensation for those
services and materials.

Final Specifications - Not Released for
Construction
SILVER BLUFF VILLAGE WWTP IMPROVEMENTS
(Pigeon Valley Rest Home)
NPDES No. NCO033600
Haywood County, N.C.
Wastewater Flow Equalization and Sludge
Digestion Facilities
Construction Documents and Specifications
Prepared for: Silver Bluff Village
100 Silver Bluff Drive
Canton, N.C. 28716
Ph: 828-648-2044
Prepared by: J. Thurman Horne, P.E.
Horizon Engineering & Consulting, Inc.
2510 Walker Road
Mt. Pleasant, N.C. 28124
Phone: (704) 788 - 4455
Date: April 3, 2009

APPENDIX B
DESIGN BASIS

t
L-
i
Silver Bluff Village WWTP
Basis of Design: 25,000 GPD Design Flow
- A. Development Description:
Service Area Silver Bluff Village
Location North Carolina
Type of Usage Residential and commercial
Type of Waste Domestic (nursing home)
Status Existing WWTP to be upgraded
B. Existing Wastewater Treatment:
Type 0.025 MGD Activated Sludge WWTP
NPDES No. NCO033600
Receiving Stream Pigeon River
River Basin French Broad
Stream Classification WS-III, Trout
Owner Silver Bluff Village
Permit Expiration January 31, 2011
C. ; Design Wastewater Characteristics
Constituents
BOD
TSS
NH3-N
COD
Design Flow
250-300 mg/I
200 mg/I
25 mg/I
500 mg/I
25,000 gpd
D. Required Effluent Limits (Existing Permit)
Mon. Avg. Daily Max.
BOD
30.0 mg/I 45.5 mg/l
TSS-
30.0 mg/I 45.0 mg/I
NH3-N
NA NA
Fecal Coliform 200/100 ml 400/100 ml
PH
6-9 s.u.
D.O.
5.0 mg/I (min.)
TRG
28 ug/I

Existing Treatment Process Components
Preliminary Treatment Rough screening
Secondary Treatment Existing extended aeration basin
Existing dual clarifiers
Disinfection Existing tablet chlorinator and declorinator
Sludge Treatment Aerobic digestion .
Sludge Disposal Existing periodic removal and disposal by
licensed waste disposal company for disposal.
E. Proposed WWTP Modifications and Improvements Component Design
1. Rough Screening
Type Manual inclined
Screening area
Peak flow rate 43.4 gpm
2. Influent Solids Grinding "Muffin Monster"
3. Flow Equalization Aerated, variable level
Required Min. 25% of design flow = 6,250 gal.
Provide new flow equalization facilities by
using a portion of a proposed
used/refurbished package WWTP.
Actual Volume to be provided = 7,121
gallons
Pumps
Static Head = 1.5 ft.
Friction head
Pipe length, use 50 ft. — 3" Dia. Sch 40 PVC
90's use 10
Check valves, use one
Gate valve, use two
FH = 160 Equiv. Ft. x 0.55 ft./l00 ft.
FH = 0.88 ft.

Total Design Head = 15.9 Ft. use 20 Ft.
Number Two (2)
Capacity Minimum required = 43.4 gpm @ 20 ft TDH
(approx.) solids handling pumps
Controls Four (4) level activated, alternating pumps,
dual pump run on high level demand, low level
cut off, audible and visual alarms plus auto
dialer.
4. Sludge Digestion Tank Design
Number one
Design Flow 25,000 gpd
Design Sludge Age >20 days
Required Holding 30 days
Influent TSS 200 mg/1-
Effluent TSS 30 mg/I
Removed TSS 170:mg/I
Influent BOD 300 mg/I
Effluent BOD 30 mg/I
Removed BOD 270 mg/I
Total solids generated,
= TSS removed + 50% BOD removed
170.mg/I x (25,000 gpd x 30 days) x 8.34 lb/gal) + .50 x 270
mg/I x (25,000gpd x 30 days) x 8.34 lb/gal)/ 1,000,000
1,064 lb. + 845 lb.
1,909 lb.
Sludge volatile fraction = 80%
Reduction of volatile fraction by digestion, = 40%
Sludge solids after digest. = (1,909 lb.) — (.80 x .40 x 1,909 lb)
= 1,298 lb.
Sludge = 2.50 % solids, 97.50 % water
Sludge volume (lbs.) = 1,298 lb + 97.50/2.50 x (1,298 lb)
= 51,920lb.

Air Requirements
Required sludge volume (gal.)
= 51,920lb. /8.34lb/gal.
6,226 gallons
Existing sludge holding tank = 2,562 gal. Note: This is to be
converted to serve as additional aeration basin capacity.
Use volume from proposed used package WWTP to provide
sludge digestion.
Use used WWTP circular clarifier for new sludge digestion
(7,110 gal)
Influent TSS
200 mg/I
Effluent TSS
30 mg/I
Removed TSS
170 mg/I
Influent BOD
300 mg/I
Effluent BOD
30 mg/I
Removed BOD
270 mg/I
Influent NH3-N
25 mg/I
Effluent NH3-N
20 mg/I
Removed NH3-N
5 mg/I
Note: There is no permit effluent limit for NH3-N. however, an
incidental removal of 5 mg/I will be assumed.
A. Air needed for sludge digestion tank
.25 CFM/1000 CF volume
= 25 CFM x 7,110 gallons / 7.48 gal/CF
/CF
1000 CF
23.8 CFM
B. Air needed'for flow equalization
= 20 CFM/1000 CF volume
= 20 CFM x 7,121 gal.
1,000 CF x 7.48 gal/CF

_ . 19.0 CFM
C. Air Lifts/ decant skimmers = 10 CFM / Lift
_ . 10 CFM/Lift x 1 ' lifts
10 CFM
Add two (2) new — min. 60 CFM blower for flow equalization
(19.0 CFM required), sludge digestion (23-.8 CFM required),
and decant/skimmer air lift (10 CFM required.)
Flotation Analysis:
Upward Forces (assumed to be equivalent weight of water for displacement volume):
14,231 gallons x 8.33 #/gallon = 118,544#,
Downward Forces:
Weight of Concrete Pad:
23.125' (L) x 14' (W) x 1..0' (D) x 150 pcf = . 48,562# .
Weight of steel tank:
1. 10.0' (H) x 11.42' (W) x 0.021' (T) x 490 pcf x 2 walls = 2,350#
2. 10.0' (H) x 14.67' (L) x 0.021' (T) x 490 pcf x 2 walls = 3,019#
3. 11.42' (W) x 14.67' (L) x 0.021' (T),x 490 pcf x 1 floor = 3 1,723#
4. 10.0 (H) x 3.1415 x 11.92 x 0.021' (T) x.490 pcf x 1 circ. wall = 3,853#
5. 3:1415 x 5.96 x 5.96 x 0.021' (T) x 490 pcf x 1/2 circ. Floor = 574#
Total weight of tank = 11,519 #
(not including pipes, pumps, walkways, air
headers, etc.)
Weight of concrete base inside circular tank`(131)
3.1415 x 5.96' x 5.96' x 0.5' (avg.- thickness) x 150 pcf =
8,369#

Resistive Force of Soil:
Total Square Feet of Concrete Pad = 23.125' (L) x 14' (W) _
323.75 SF
Deduct Square Footage of tank = 223.33 SF
Area of soil over concrete pads (less area of tanks) = 100.42 SF
Total effective volume of soil displacement
having weight downward against buoyancy
= 100.42 SF x 9' (H) = 904 CF
Total effective weight of soil displacement
downward against buoyancy = 904 CF x 57.6 #/CF = 52,070 #
Total upward (Bouyancy) forces = 118,544#
Total downward (against buoyancy) forces = 72,844# + 11,619 # + 8,369 # +
52,070 # = 120,520 #
Based on calculations, the tank should not float.
(Note: Additional margin of safety is provided by weight of pumps, handrails,
piping, grinder, bar screen, divider box, etc. that are not included in the
calculations.

Table of Contents
Introduction
Regulations
Scope of Work
Contract Definitions
General Conditions
Special Provisions
Materials Specifications
Section - I Site Work
MS- 1
Site Clearing
MS-2
Earthwork
MS - 3
Timber and Lumber
MS-4
Restoration of Surfaces
MS-5
Deleted
MS-6
Landscaping
MS — 7-8
Deleted
Section - II , Concrete
MS - 12 Concrete
MS - 13 Joints for Concrete
MS - 14 Reinforcing Steel
MS - 15 Deleted
Section - III Deleted
Section - IV Sanitary Sewer
MS - 32 General Requirements
MS - 33 Deleted
MS - 34 Polyvinyl Chloride Sewer Pipe
MS — 35-41 Deleted
Section - V Wastewater Treatment System
MS - 42-43 Deleted
MS - 44 Waste Water Treatment Plant Equipment
Appendix A Equipment Manufacturer Literature
Appendix . B Design Basis

INT 1-1
r
INTRODUCTION
4 l
1-1.01 DESCRIPTION OF PROJECT
Silver Bluff -Village is a nursing facility which includes the adjoining properties and facilities
of Silver Bluff, LLC, Arrowhead Cove, LLC and Pigeon Valley, LLC. All of these properties
are owned by the same owner, and function as one nursing complex. An existing waste
water treatment plant is located on the property of Pigeon Valley, LLC and serves all of
the nursing complex facilities. The existing wastewater treatment plant is a 25,000 gpd
package type, extended aeration process facility which has an influent bar screen,
aeration basin, dual secondary clarifiers, dual effluent chlorine contact basins (tablet
feeders) a single effluent dechlorination basin (with post air mixing and tablet feeder),
effluent pump station and sludge holding basin.. The treated effluent is discharged into the
Pigeon River in the French Broad River basin.
This existing waste water treatment plant is located approximately 4.25 miles south of
Canton, N.C. in Haywood County. This is in an area that is located well beyond the
extent of current municipal sewer service.
The existing waste water treatment plant has a marginal overall compliance history with
NC. DWQ regulations and Silver Bluff has agreed to make improvements to the existing
level of treatment being provided. An investigation of the existing facilities and
consideration of various alternatives for improvements has resulted in the proposal for
improvements and modifications of existing facilities as -described herein.
This project is for the addition of a proposed flow equalization basin and sludge digestor
to be added at the existing 25,000 gpd package WV\fTP. The existing WWTP does not
have influent flow equalization and has an, undersized capacity for sludge
holding/digestion. At present, influent enters directly into the WWTP aeration basin. This
proposal is to add a rectangular steel flow equalization basin and sludge digestor, formed
by relocating an existing package wastewater treatment plant. The existing package
wastewater treatment plant is being purchased from an outside source.
The proposed flow equalization facilities will receive the raw wastewater from the existing
influent sewer and will equalize peaks and surges before pumping into the existing
aeration basin and subsequent existing treatment facilities. The flow equalization basin
pumps will lift the equalized flow up into the existing WWTP aeration basin. At 25,000
gpd, the average flow rate should be about 17.4 gpm. This would be close to the ideal,
continuous pump rate for the equalization basin pumps. Using a peaking factor of 2.5, the
design peak flow rate is 43.5 gpm. This will be a duplex pump installation and will have a
control panel and floats (4) for HOA operation, alternating pumps, audible and visual
alarm.
The proposed addition of the flow equalization basin will not alter the existing wastewater

L
INT-1-2
treatment facilities. All existing facilities will remain in service. The proposed flow
equalization facilities will serve to equalize the flows influent to the existing wastewater
treatment facilities by dampening, the surges in flow that now occur. ;_
A proposed flow splitter box will receive flow from the proposed flow equalization basin
pumps and will allow the rate of flow from the equalization basin to be adjusted and
delivered to the aeration basin at a desired, steady rate with excess being returned to the
equalization facilities. With this installation, the operator should be able to utilize the
proposed equalization basin to receive and dampen the recurring surges in flow now
being and control the rate of flow from the equalization basin to a much more uniform rate
of delivery,, equalized over the- course of the entire day.
A new, larger sludge digestion basin,will be provided that will receive waste sludge from
the two (2) existing clarifiers. The digestor will include an adjustable decant/skimmer
assembly to allow periodic return -'of clear supernatant into the proposed flow equalization
basin. The facility will continue the present practice of periodically removing accumulated
sludge from the digestor by pumping to a private licensed hauler for proper disposal off
site.
The facilities will also include the installation of a new influent solids grinder and a simple
bar screen as a back up for removing large solids.
J
1-1.02 OWNERSHIP
The wastewater treatment facilities are owned and operated by Silver Bluff Realty, LLC. (Silver
Bluff)
The existing plant shall remain in service at all times during this project and all work shall be
coordinated with Silver Bluff. For the purposes of these documents, the terms Owner and utility
shall refer to Silver Bluff Realty, LLC. —

MATERIALS SPECIFICATIONS
SECTION V WASTEWATER TREATMENT SYSTEM

MS-44-1
MATERIALS SPECIFICATIONS
SECTION V - WASTE TREATMENT SYSTEM
SECTION 44 - FLOW EQUALIZATION AND SLUDGE DIGESTION EQUIPMENT
MS-44.01 DESCRIPTION
A. Scope:
Furnish all labor, materials, equipment and appurtenances required to, install and
test a flow equalization system and sludge digestion system, including all
_ accessories and appurtenances as shown on the drawings and as specified in
these contract documents. The Owner will provide the refurbished steel tank that
the contractor will install and modify.as depicted on the plans and these
specifications. The contractor is to provide all materials, etc., other than those
items specifically noted as being provided by theOwner on the plans or
specifications.
MS-44.02 COORDINATION:
The general contractor shall have the following responsibilities to perform
the tasks indicated as described in these specifications, as depicted on the
plans and as necessary to install a properly flow equalization and sludge
digestion system in accordance with the all manufacturer recommendations
and the intent of these documents:
A. Installation of flow equalization and sludge digestion system consisting of a
refurbished and modified former package wastewater treatment plant which
the contractor must make additons and modifications thereto as described
in the plans and specifications and as necessary to provide a complete and
poperly operating system.
B. Provide and install blowers and controls, new aerations headers, dual
pumps with controls, solids grinder, bar screen and divider box in location
and manner depicted on plans.
C. Removal of sufficient existing piping to allow installation of all necessary
equipment.
D. Connection of the existing influent sewer to the inlet of the proposed flow
equalization basin. Construction and installation of a flow divider box on top
of the flow equalization basin in a manner to route passage of all influent

F-P
J
MS-44-2
from the proposed flow equalization basin into the existing aeration basin.
E. Provide and install an influent solids grinder and bar screen assembly as
depicted on the plans and as described in the specifications. Installation
must be in accorance with manufacturer recommendations and -must be
such as to allow for easy access for removal, cleaning and maintenance.
F. Connection of the outlets from the proposed flow equalization pumps to the
inlet of the proposed flow divider box. Connection of the overflow from the
proposed flow divider box to return to the proposed flow equalization basin.
Connection of the outlet from the proposed flow splitter box such that the
outlet flow will be delivered to the existing aeration basin.
G. Provide and install piping and valves to convey existing waste sludge from
the existing clarifiers to the proposed sludge digestion basin as described in
the plans and specifications and as necessary to provide a complete and
poperly operating system.
H. Provide and install piping and valves to convey air from the proposed new
blowers to the proposed air headers and diffussers to serve the flow
equalization and sludge digestion basins as described in the plans and
specifications and as necessary to provide a complete and poperly
operating system.
I. Provide and install air headers, drops, valves, unions, diffussers, and
appurtenances to provide air to serve the flow equalization and sludge
digestion basins as described in the plans and specifications and as
necessary to provide a complete and poperly operating system.
J. Provide and install piping, valves, hose disconnect and appurtenances to
serve as a means for removing sludge from the sludge digestion basin as
described in the plans and specifications and as necessary to provide a
complete and poperly operating system.
K. Provide and install piping, valves, air supply line, lift chain and
appurtenances to form and adjustable decant/skimmer assembly to serve
as a means for decanting liquid from the upper portion of the sludge
digestion basin as described in the plans and specifications and as
necessary to provide a complete and poperly operating system.

MS-44-3
L. Provide and install a liquid dechlorine feed system consisting of a plastic,
55 gallon drum of sodium bisulfite solution, a variable rate, chemical feed
pump and sufficient Y4" nalgene tubing to .deliver dechlorine solution into the
flow equalization basin. The chemical feed pump shall be a Pulsafeeder,
Sries E, or approved equal, 115 VAC, 6 gpd feed capacity with adjustable
feed rate, suitable for outdoor installation.
M. The contractor is must remove two .(2) sections from the existing wall now
' seperating the existing aeration basin from the existing sludge holding
tank.When finished, the contents of both compartments muct pass easily
from one to the other thus performing as one, enlarged aeration basin. The
contractor is fully responsible for all cost and for coordinating and ,
conducting all activities to temporarily remove the contents of the basins
sufficient to allow removal of the wall sections. The contractor may use the
flow equalization and sludge digestion facilities after these have been
installed, tested and approved, as a means to temporarily transfer the
existing contents, so long as this is accomplished ina manner satisfactory
to the engineer and in a manner to allow fo,r continued proper operation and
treatment of the existing wastewater treatment facilities.to the extent not to
create any violations of permit effluent limits.
N. Restoration of adjoining areas disturbed during construction to their original
form and condition.
MS-44.03 FLOW EQUALIZATION PUMP SYSTEM
In order to regulate the excess flow accumulated in the flow equalization chamber, there
shall be furnished and installed within the equalization chamber duplex submersible
pumps as manufactured by ABS, Piranha Model S20/21D or approved equal. Each pump shall
be capable of pumping at a rate of 43.4 GPM @ 20 ft. TDH and shall be equipped with a 2
horsepower, 230 volt, 3 phase, 60 cycle, 3450 RPM motor. The pumps shall be
installed with a complete guiderail assembly, supplied by the pump manufacturer, with
stainless, steel guide rails, stainless steel wire rope/chain lifting assembly and all
appurtenances as necessary to allow for removal and replacement of the pumps from
above grade and without requiring entry into the equalization basin. -
The controls for the pump operation shall contain the following: main disconnect circuit
�! breaker for` each pump, short circuit and over current protection, H.O.A. Switches,
magnetic starters, electric alternator, control fuses, relays, ETMIs, run lights,
alarm light, audible alarm, external 115 VAC convenience outlet and all other
necessary parts to make a complete operational control system.,A spare set of alarm
- contacts shall be provided for a remote telephone dialer.

M S-44-4
The controls shall be mounted to a removable subpanel within an enclosure and shall
be wired and spaced in accordance with the latest National Electrical Code requirements. The
enclosure shall be a weatherproof Nema 4X fiberglass enclosure. There shall be
sufficient panel enclosure height to allow bottom entrance of all electrical connections.
The panel shall be UL approved as a unit.
The control panel must be equipped with an external audible and visual alarm that will
activate upon a high water alarm condition and deactivate upon return to normal water
levels. The panel must also have a manual reset button for the audible and visual alarms.
The controls for the pump operations shall consist of four adjustable float switches
mounted in the equalization chamber. The function of each float switch shall be. as
follows: switch number one turns all pumps off, switch number two turns lead pump
on, switch number three both pumps on, and switch number four activates alarm.
The initial setting of these switches shall be as shown on the plans. The controls shall
include timed delays to start the lead pump three seconds after start signal and to start
the lag pump, if energized, four seconds after start signal. The intent is to delay the
start of the lead pump by three seconds upon restoration of loss of plant power and to
delay the start of the lag pump until at least one second after the start of the lead pump
(Note: Lag pump will come on only in the event of high water condition where float
control calls for both pumps to run.)
The control center shall be mounted on the flow equalization tank at a
conveniently accessible point near the southwest end of the equalization basin or
as directed by the Engineer or the Owner. ,All wire and conduit required between
the control panel and the equipment it operates shall be installed by the contractor.
All wire and conduit necessary to make connection between the control center and the
electrical power service shall be provided by the contractor.
The main power supply for this control center shall be 230 volt, 3 phase, 60 cycle 4 wire
service.
MS-44.04 AERATION
The flow equalization basin and sludge digestion basin shall be constructed with --
air diffuser piping placed longitudinally on one side of the tanks so as to cause
complete mixing of the tank contents.
The air diffuser system shall be designed to minimize the escape of minuscule air
diffuser bubbles through to the surface -thereby providing maximum oxygenation
efficiency. Each, diffuser drop shall have a union to allow easy removal from the
tank. An air regulating valve located between the union and the main air header
shall permit adjustment of the air flow to each diffuser drop or complete shut off where
required. The air diffuser shall be constructed of injection molded plastic with a neoprene cap

MS-44-5
to provide bubble diffusion and to provide a positive check against liquid entering the air
lines when the blowers are not operating. The non -clog diffusers shall be located
the entire length of the flow equalization and sludge digestion chambers and twelve
inches from the bottom of the tank to provide optimum operating conditions.
MS-44.05 PIPING
All internal tank piping shall be schedule 40 stainless steel pipe unless otherwise specified.
The various sizes of pipe shall be as shown on the plans.
M S-44.06 INSTALLATION:
In accordance with the plans, approved shop drawings and manufacturer's instructions.
MS-44.07 WORKMANSHIP:
All workmanship and materials throughout shall be of the highest quality, and the facilities
described in these specifications shall be complete with all appurtenances required for the
satisfactory treatment of the specified sewage load.
MS-44.08 FLOW EQUALIZATION BLOWER UNITS:
The contractor shall provide a totally new, dual blower package which includes two (2)
Sutorbilt Model 2LP blowers, or approved equal, each with 3 HP motors, mounting
frames, motor slide base, intake filters, intake silencers, discharge silencers, discharge
check valves, discharge butterfly valves, weight loaded pressure relief valves and a
single control panel for operating both blower assemblies. The blowers shall each deliver
a miminum of 60 cfm against 4 psi of resisting head. These blowers shall be installed on
the proposed concrete pad where depicted on the plans.
The contractor shall provide and install piping, valves and appurtenances as necessary to
enable the blowers to provide air to the flow equalization and sludge digestion basins with
either blower removed from service. The contractor shall also provide and install piping,
valves and appurtenances as necessary to enable the blowers to be operated
simultaneously with one blower providing air to the flow equalization basin and one
blower providing air to the sludge digestion basin.
-? The intent of this piping arrangement is to allow the flexibility to the operator that he may
_i operate both blowers simultaneously with one blower supplying the sludge digestion
basin and one blower supplying the flow equalization basin, or he may operate only one
blower.at a time, alternating on start and stop between the two blowers, and that the one
blower in service will supply all air to both the equalization basin and the sludge digestion
basin.
MS-44.09 BLOWER CONTROL PANEL:

1
L
MS-44-6
The contractor shall provide and install a blower control panel provided by the blower
manufacturer. The panel shall be located adjacent to the proposed blowers on the
proposed concrete pad. The controls shall allow for automatic alternating between lead
and lag blowers, or manual override to operate both blowers simultaneously.
The controls for the blower/motor unit shall include: main disconnect circuit breaker, short circuit
and over current protection, HOA switches, magnetic starter, control fuses, relays, runlight
and all other necessary parts to make a complete operating control system.
The controls must include a timed start delay that will delay start of the lead blower until
one second after receiving power on start up. The intention is to delay the start of the
blower until one second after receiving power after a power interruption.
MS-44.10 INFLUENT SOLIDS GRINDER:
The contractor must provide and install an influent solids grinder, JWC Environmental,
Muffin Monster, Mini Monster Model 20002, In -Channel, with 3 HP motor, 80 GPM with
control panel from same manufacturer, or approved equal. The contractor must provide
and install a stainless steel influent trough with the grinder and a stainless steel bar
screen assembly as depicted on the plans and these specifications. The contractor
must provide adequate steel bracing and support to secure the grinder, bar screen and
trough in place as necessary to provide for a sturdy, secure installation.
The equipment must be installed in a manner to allow reasonable access for operation
and maintenance from outside the walls of the flow equalization basin.
MS-44.11 FIELD SERVICE:
After the flow equalization and sludge digestion system has been shipped, installed,
filled with water, electric power connected to the control panels, and all equipment is
approved by the site engineer or inspector, the services of representative of the flow -
equalization pump equipment manufacturer and the blower system manufacturer
shall be provided at the request of the Owner or the Engineer. The representative
shall instruct the Owner's representative in the proper maintenance and operation of the
equipment including instruction in conducting all required maintenance and
operational tests. The factory representative shall present the Owner's
representative with 5 copies of a service manual outlining all operation instructions and
procedures for the new pump system or blower system.
MS-44.12 WARRANTY:
The system shall be covered by a manufacturer's warranty agreement for a period of one
year form date of start-up not to exceed three months from date of delivery and in
accordance with the terms and conditions specified therein.
L

MS-44-7
MS-44.12 COATING
Under this section, the contractor shall furnish all labor, equipment, materials, supplies,
etc. necessary to provide a finished protective coating for all steel and metallic items
furnished and installed under this contract, including repairs and touch up to those
tanks provided by the Owner.
Galvanized, aluminum or stainless steel surfaces will not require additional coating. For
any galvanized item furnished but having its galvanized coating damaged during
shipment or installation, the contractor shall field repair the damage by cold galvanizing
if approved by the engineer, or shall replace the item. All threaded galvanized pipe
connections shall be cold galvanized after installation. Cleaning and coating of all steel
and metallic items shall be conducted in accordance with the following instructions and
in keeping with good and accepted practices as necessary to complete a sound,
uniform and durable protective coating in keeping with the intent of these documents.
Shop Painting.
Surface Preparation: SSPC-SP10 Near White Blast to all rust, corroded or bare
metal areas. The remaining surface shall be cleaned in accordance with SSPC-SP7
Brush -Off Blast Cleaning. Feather smooth all edges of the tightly adhered existing
paint and properly scarify the surface. The surface shall be clean and dry prior to
coating.
Spot Prime:
Finish Coat:
Note:
Field Painting:
Series 46H-413 Hi -Build Tneme-Tar applied to all bare metal areas at
8.0 10.0 dry mils
Series 46H-413 Hi -Build Tneme-Tar applied to all surfaces at 8.0 -
10.0 dry mils
Cover outer edges of the steel plate so as to leave them bare metal
for where field welding is required.
Surface Preparation: SSPC-SP10 Near White Blast to all field welded 'areas that
have not been shop painted and to all areas damaged during shipping and erection.
The surface shall be clean and dry prior to painting.
Spot Prime: Series 46H-413 Hi -Build Tneme-Tar applied to all bare metal areas. at
8.0 - 10.0 dry mils
Spot Finish: Series 461-1-413 Hi -Build Tneme-Tar applied to all areas that wer spot
primed in the -field at 8.0 = 16.0 dry mils.

APPENDIX A
EQUIPMENT MANUFACTURER LITERATURE

PIRANHA°
j "S" Series models to 4 horsepower and "W Series,to 16 horsepower grinder pumps
Proven Contrablock clog
proof hydraulic design and
superior grinding action
Ball bearing construction
for extended life
Unique Sealminder
safety -check system
Complete packaged
pump systems with
control panels
.FM approved, explosion
proof models available
Thermal protection for all
models
Cast iron construction
Air -filled motor
1 1 /4" & 2" discharge
Non -toxic environmentally
friendly oil in seal
chamber
Four pole version
available for low -flow
applications
Models available in single
and three phase,
°S° Series is UL approved
for electrical safety.
All models are CSA
approved for electrical
safety
j Unique pump and control
- panel design delivering
high torque when needed
Bulletin 400.9

"S" Series Model
Cast iron construction Bearings are permanently
lubricated
4
Air -filled Class F windings `
with bi-metallic $ Water -tight cable entry
thermal overloads i-" ';`Z.,.
Heavy-duty oversized
ball bearings
ABS Sealminder moist
detection probe
Stainless steel fastene
Silicon carbide lower
mechanical seal
ABS special cutting sy
of hardened alloy steer
Rockwell C58-62
Performance
LIUNs�c
Accessories
: Standard guide rail
assembly
Ball check guide rail
assembly
[] Vertical pedestal base
" ! Horizontal pedestal
base
10
5 C_ ABS manufactured
control panel —
^USWU
Consult an authorized ABS representative when
selecting Piranha pumps for low head applications.
Specifications
Model S10.4W S10-41) S20-2W
320.21)
designed to enhance
the operation and
reliability of the pump
S26-2W S30-2D
Voltage 230
230,460
575
230
230,460
575
230 230,460
575
Full Load Amps 6.5
5.2,2.6
2.1
10.8
7.2,3.6
2.9
13.7 11,5.5
4.4
Phase 1
3
1
3
1 3
RPM 1750
1750
3450
3450
3450 3450
HP 1.3
1.3
2.0
2.0
3.5 4.0
Standard Cable (ft.) 30
30
30
30
30 30
Discharge (inches) 1'h
1'/�
1 V.,
1'/,
1 V,
Height (inches) 14
14
14
14
14'h
Weight (lbs) 70
70
71
71
88 88
Specifications are subject to change without notice.
Dynamically balanced
rotor assembly with
!0 stainless steel shaft
Non -toxic oil in seal
oil chamber
peller with back vanes
ble spiral bottom plate
Piranha pumps are equipped
with a Sealminder probe in the
oil chamber. Should the lower
seal leak, allowing water into the
oil chamber, the probe activates
a warning light or audible alarm.
This gives advanced warning
allowing for the repair of the
pump seal before water enters
the motor.
The
Piranha
The shredding rotor and ring of the Piranha
System ensures efficient operation in
sewage containing solids, and allows
blockage -free pumping. Good reasons for
being named after the voracious South
American fish.

How It Works
The most effective cutting system for
The ABS cutter system features a totally different
pressure sewer pumps
concept in grinder pump design. The ABS design
Opening
consists of a lobed rotor cutter attached to a
'ram Stationary
centrifugal impeller. A stationary cutting element is
cutter
fastened to the ABS spiral bottom plate. The lobed
rotor turns in the stationary cutter. The stationary
Rotor
cutter is designed with a wave form. The number of
waves is one less than the number of lobes on the
rotor. This causes an opening to be formed between
the rotor and stationary cutter. The normal pumping
action of the impeller causes water and solids to flow
into the cutting elements. As the solids are sheared
into small particles, they are pumped by the impeller
into the discharge pipe. Should any of the finely cut
particles try to wedge between the impeller and
bottom plate, the outward threaded spiral grooves
will move them to the discharge.
Applications
ABS Piranha grinder pumps move
sewage and wastewater at high
velocity through contour piping.
Recommended for individual or groups
of homes, motels, industrial complexes,
shopping centers, schools, and many
other applications requiring pressure
sewer systems.
Distributed by:
Residential Grinder Pump
System
The Piranha S20/2 is available as a
completely packaged simplex or
duplex system. It is.designed for
residential and small industrial sewage
or sump applications. The pump is
recommended for homes in isolated or
mountainous areas, and for dewatering
of dwellings located in inland protected
areas where septic tanks are not
permitted. The system includes a basin,
chain, pump, cover, check valve,
discharge pipe, control box and float
switches.
Guide Rail Installation
For those installations where the ABS
Piranha grinder pump must be installed
in a deep sump, a guide rail system is
available. The ABS guide rail system
allows connection of the pump to the
discharge pipe by gravity. The pumps
are lowered by chain down a single 2"
guide rail. As the pump is lowered into
ABS reserves the right to alter specifications due to technical developments.
Corporate Office:
ABS USA
140 Pond View Drive
Meriden, CT 06450
Tel: [phone]
Fax: [phone]
TP 1.5M 6/06
position, an angled slot in the pump
bracket contacts a straightening vane
which squares the pump with the
mating flange of the guide rail base.
For routine inspection, the pump can be
easily lifted by the chain. Personnel
need not enter the wet well for
inspection or maintenance.
Base Mounted Installation
-- ....... .._...............
,
i
.y.-. -- -Ji,
i
14
i /!
Regional Offices:
Southeast Region
Western Region
ABS Dewatering
ABS Canada
111 Maritime Drive
11335 Sunrise Park Drive
3849 N. Palmer St.
1215 Meyerside Drive, Unit #7
Sanford, FL 32771
Rancho Cordova, CA 95742
Milwaukee, WI 53212
Mississauga, ONT L5T 1 H3
Tel: [phone]
Tel: [phone]
Tel: [phone]
Tel: [phone]
Fax:[phone]
Fax:[phone]
Fax:[phone]
Fax:[phone]

wa.�no.wau.wc+k:
Density
62.428 IMP
Flow
Pump performance curves Curve number
PIR S20/2D 60 HZ Reference curve
PIR S20/2D
Discharge Frequency
G1'/4" 60 Hz
Viscosity Testnorm Rated speed Date
0. 0000 16813 ftz/s Hydraulic Institute 3395 rpm 2007-01-26
Head Rated power Hydraulic efficiency NPSH
)8
)4
96
92
88
84
8
76
72
68
64
d . ff.
6
.7 0
56
52
48
44
4
36
32
28
24
2
16
12
8
4
r—r-7—�
65
Qr6sgpm]
T 7—rr-
0 5 10 15 20 25 30 35 40 45 50 55 60
Impeller size N° of vanes Impeller Solid size Revision 2007-01-2f
5.625" 4 Macerator
ABS reserves the right to change any data and dimensions without prior notice and can not be held responsible for the use of information ABSEL PRO 1.7.1 / 2005-03-17
contained in this software.

4
41
Mini Monster
a
For low flow, buildings and certain sludge line applications the
Mini Monster is a powerful grinder in a small package. It shreds
trash into tiny pieces in wastewater or sludge to protect pumps
and eliminate costly breakdowns and back-ups.
Muffin Monster
Troublesome solids are now easier than ever to reduce with the
Muffin Monster dual -shafted grinder. Its low speed, high -torque
design shreds tough solids that typically cause sewer problems.
With over 20,000 installations the Muffin Monster is legendary
for protecting pumps and keeping the wastewater flowing.
Macho Monster
For big solids reduction projects the Macho Monster has the
power to keep up with huge slugs of material. It uses massive
7-1/2" (190mm) steel cutters that slice through difficult solids
in wastewater, sludge, industrial or food processing applications.
Dual shafted grinder
Easy pump station installation
with custom frames.
In -Line Unit
open Channel Unit
Features & Benefits
Dual Shafted Grinder
• Capable of grinding a wider variety of solids than single
shafted machines or macerators
• High torque allows the grinder to handle rocks, wood,
clothing, plastics, bedding and more without jamming
Ease and Flexibility of Installation
• Adapts.to existing pipeline or channel applications with little
or no modification to piping or channel
• In -line unit incorporates a quick -change cutter cartridge
Cartridge Seal Assembly
• High pressure capability - 90 PSI (6 bar)
• No seal flush required and no packing gland to adjust
High -Flow Side Rails
• Increases flow rate and decreases head loss
• Deflects solids into the cutting chamber
Compact, Efficient Design
• Cutter and reducer design allows the use of energy efficient
motors - 3 to 10 HP (2.2 to 7.5kW)
• Compact grinders fit in cramped areas and pump stations
Automated PLC Monitoring and Controls
• Auto load sensing and reversing reduces interrupts,
protects system and eliminates need for manual check-ups
Envim mental®
Trust. Monster Quality'

Applications
Mini
Monster
Muffin
Monster
Macho !
,onster"
M
Characteristics
Buildings /'}
r ?
More powerful than grinder pumps. Prevents pumps from clogging with trash and rags:
Resorts
i„v=
4 Y{:
Ensures pumps and pipes remain free flowing and clear - eliminating messy pump repairs.
Pump Stations
Q '
Q
Stainless steel guide rails make installation and retrieval easy.
SGrease eptage/
_
Grinds up solids and trash in septage or grease as it is unloaded into the treatment plant.
Sludge / Scum
Q
rj'.
Cleaner, stronger and longer lasting than macerators.
Belt Press /
{
=- 4
Grind a.wide variety of solids to protect dewatering systems and help them operate more
Centrifuge
r'
? ✓'"'
efficiently. Grinds up solids such as rocks, rags, plastics and trash.
Jails / Prisons
.-°
r..
`� ` ;
77
Over 2,000 grinders installed in prisons, jails and institutional facilities.
Hospitals
Nursing Homes
Shreds large solids including rags, pads, clothing, needles and dangerous medical waste.
Food /
Fish Processing
ri
r' M
Fish guts, slaughterhouse'scraps, rendering operations, spoiled food destruction, wash
lagoons
?�
water channels, and manure tanks.
Pulp /Paper
}
Installed in sludge lines, pulp systems and wastewater plants.
Heavy
Industrial
.: • .. ,..
Refineries, hazardous waste processing, obsolete inventory destruction and recycling.
'Consult factory for additional application assistance and approval.
Photo Gallery
Muffin Monster in -line
septage grinders.
Muffin Monster in -line
sludge grinder.
Macho Monster in -line Macho Monster in -line
sewage grinder in a jail. sludge grinders.
Muffin Monster grinder
in a fish processing plant.
Muffin Monster channel Muffin Monster pump station 'Muffin Monster pump station
grinder in a prison. grinder and installation frame. grinder and installation frame.

a000
Mir Monster
Model 20000
Motor: Standard .3 HP (2.2 kW); optional 1 HP (.7 kW)
Flow rate: In -line: 265 GPM (60 m3/h)
Open Channel: 80 GPM (18 m3/h)
Pressure: 90 PSI (6 bar)
Weight: In -line: 275 Ibs (125 kg)
Open channel: 225 Ibs'(102kg)
Cutter size: 4-3/4" (120mm) diameter cutters .
Max cutting force at tooth tip: up to 6,150 Ibs (27.4 kN)
In -Line Unit
Open Channel Unit
1
(3:
Aro
3 1-1/22
(800)
W MUM
b
4-1/2
(114)
8-1/2T
8-1/4
(216)
1-1/2
(210)
11-3/4
(38)
(298)
Open Channel Configuration
oc
14JUI
In -Line Configuration
'4
-,a,n plug
ANSI B16.42 CLASS 150
BS EN 1092
AS 2129 1998
JIS 2210 10K
4" Flange Size
100 MM PN 10 FLANGE
100 MM TABLE D FLANGE
100 MM FLANGE
A
9"
220
215
210
B
7-1/2"
180
178
175
C
3/4"
18
18
19
D
8
8
4
8
All dimensions in mlllimetets unless otherwise noted.
Removable Mini Monster cartridge Removable Muffin Monster cartridge Pump station with custom frame Macho Monster grinds screenings

Muffin Monster Options
Hardened steel cutters
Cutters
• Various cutter options maximize grinding efficiency
• Special: 3-tooth fish grinding cutter
• Custom: extra -hard carburized cutters; stainless steel
Custom Frames
• Stainless steel guide frames
attach to pump station walls to
make installation easy
• Grinder support base, subchannel,
overflow bar racks and other
'frame configurations available
High-tech Controllers
• Standard enclosure: NEMA-4x
fiberglass, 3 position switch,-, .
indicators
• Optional enclosures: NEMA-4x
304 stainless steel; NEMA-4x 316
stainless; NEMA-7 explosion proof
High Flow Side Rails
• Integrated slots allow more water
to flow through the grinder while'
directing solids into the. cutters.
Exclusive: high -flow side rails
(standard)
Custom, stainless steel
installation frame
Scrapers
(optional)
Electric motor Exclusive: Hydraulic motor
JWC designed
immersible motor
(NEMA-6P)
Motors -
• Electric motor: 3, 5, 10 HP (2.2, 3.7, 7.5 kW)
• Explosion proof electric motor: 3, 5, 10 HP
(2.2, 3.7, 7.5 kW)
• Exclusive immersible motor: 3, 5, 10 HP (2.2,
3.7, 7.5 kW)
• Hydraulic motor: 5, 10, 15 HP (3.7, 7.5, 11 kW)
Extended Motor Shaft
• Longer drive shaft puts motor above the
highest water level. Available in 6" (150mm)
increments. Maximum: 12' (3600mm)
Scrapers
• Fixed steel scrapers increase material
throughput and help cutters clean -out faster.
Extended
motor shaft
Service Options
Your Choice of Service Programs
1.Monster Exchange: First, we send you a newly re -conditioned
grinder; next, hot -swap the new and old grinders and ship the
old one back to us. Free labor with one year limited warranty.
2. MonsterCare: Our service contracts provide peace -of -mind and
cover most grinder repairs.
3. Factory Repair: We'll rebuild
your grinder good as new.
Free labor with one year
limited warranty.
4.Parts: Monster original
cutters, shafts and seals
make a big difference.
5. Upgrade: move up to the
next generation of Monster
grinding technology.
Genuine Monster parts
Headquarters
Western Product Support
Eastern Product Support
290 Paularino Ave.
2600 S. Garnsey St.
4485 Commerce Dr, Ste 109
Costa Mesa, CA 92626 USA
Santa Ana. CA 92707, USA
Buford, GA 30518. USA
Toll Free: [phone]
Toll Free: [phone]
Toll Free: [phone]
;
Phone: [phone]
Phone: [phone]
Phone: [phone]
Fax: [phone]
Fax: [phone]
Fax: [phone]
[e-mail]
[e-mail]
[e-mail]
® JWC Environmental. United States patents may apply: 4,919,346; 5,060,872; 5,320,286; 5,333,801; 5,354,004; 5.478,020; 5,505,388; 5,593,100; 6.176,443; 6.332,984; 7,073,433; 7,080.650; 7,081,171; 7,086,405; , i
RE37,349; RE37,550E. Additional and foreign patents are pending (MM-08-us)

MINI MONSTER
MODEL 20002 IN -CHANNEL
Number of Units: ONE
A Mini Monster is a two -shafted sewage grinder capable of continuous operation, processing
-; wet or dry. Each unit consists of a grinder, reducer, and controller.
Grinder(s) and Motor Controller(s) meet the requirements of the following industry standards:
ASTM A536-84: Standard Specification for Ductile Iron Castings
AISI 4140 Heat Treated Hexagon Steel
AISI 4130 Heat Treated'Alloy Steel
45-50 Rockwell C
Each unit of equipment is identified with a corrosion resistant nameplate, securely affixed in a
conspicuous place.- Nameplate information includes equipment model number, serial number,
manufacturer's name and location.
Grinder
The grinders are two -shaft design consisting of two parallel shafts alternately stacked with
intermeshing cutters and spacers. The two shafts counter -rotate with the driven shaft
operating at approximately two-thirds (2/3) the speed of the drive shaft. Each shaft hex is a
minimum of 2-inches (51-mm).
Grinder drive and driven shafts are made of Heat Treated Hexagon Steel that meets AI5I 4140
standards. Grinder shafts shall have a tensile strength rating of not less than 149,000-PSI
(1,027-MPa).
The'housings are cast of ASTM A536-84 ductile iron. The cutting stack is a nominal height
of 4-1/2-inches (114-mm).
Cutters and Spacers
The inside configuration of both cutters and spacers is hexagonal so as to fit the shafts with a
total clearance not to exceed 0.015-inch (0.381-mm) across the flats to assure positive drive
and increase the compressive strength of the spacers.
Cutters and spacers are made -of HeatTreated Alloy Steel that meets AISI 4130 standards.
Cutters and spacers are surface ground for uniformity and through -hardened to a minimum
45-50 Rockwell C.
JWC Environmental SO#: 33873 2
,I.

Cutter Configuration
Cutter configuration is designed with one shaft having 5-tooth double-edged cutters and one
shaft having 11-tooth cam cutters. To maintain particle size, the height of the tooth does not
exceed 1/2 inch (13-mm) above the root diameter. Cutter to cutter root diameter overlap is not
less than 1/164nch (1.6-mm) or greater than 1/4-inch (6-mm) to maintain the best possible
cutting efficiency while incurring the least amount of frictional losses.
The cutter exerts a minimum force of 450 lbs, per HP (2680-N/k/W) continuously and 1430
lbs. per HP (8230-N/kW) at momentary load peaks at the tooth tip.
Cutter Shaft Bearings and Seals
The cutter shaft's radial and axial loads are borne by a sealed oversize (Conrad type) ball
bearing at each end. The bearings are protected by a combination of a replaceable and
independent tortuous path device and end face mechanical seals. Face materials are tungsten
carbide to tungsten carbide, not requiring an external flush or any periodic lubrication. The
mechanical seal is rated at 90-PSI (620-kPa) continuous duty by the seal manufacturer.
The bearings are part of a replaceable cartridge that supports and aligns the bearings and seals, as
well as protects the shafts. Independent seal design provides protection against axial loading on
shafts and bearings during shaft deflection. O-rings are made of Buna-N elastomers.
Reducer
The speed reducer is a grease filled planetary type of reducer with "Heavy Shock' load
classification. The reduction ratio is 29:1. The high-speed shaft of the grinder is directly
coupled with the reducer using a three-piece coupling.
Motor
The electric motor is manufactured by Baldor Electric Co. More information can be found on
the first page of this submittal and on the Motor Submittal Data sheet included elsewhere herein.
1WC Environmental SOM 33873 3

1/2
0)
2-
Open Channel
Configuration
In -Line
Configuration
F4
Mnn Monsteir
Product Specifications
Flow: In -Line: 265 GPM (60 ma/hr)
In -Channel: 80 GPM (18 m3/hr)
Pressure: 90 PSI (6 bar)
Motor: 1 HP/.7kW (2HP/1.5kW, 3HP/2.2kW Optional)
Weight: In -Line: 275 Ibs (125 kg)
In -Channel: 225 Ibs (102. kg)
Operation
1) Solids are transported to the Mini
Monster via the waste stream, (D
2) Solids are passed through the �%Qn
cutters for size reduction.�'(� �I
3) Ground material is smaller Q
and particles pose no threat to O O O
downstream equipment.
Materials of
O
Construction
Cutters and spacers: 4130 (BS5130) heat treated alloy
steel, surface ground for uniformity and
through -hardened to a minimum 45-50 Rockwell "C"
Shafts: 4140 (BS 9780 / DIN 17200 / ISO R 638 T.2) heat
treated hexagonal steel
End housings and covers: Cast from' ASTM A536
Ductile Iron
Seal faces: Tungsten Carbide / Tungsten Carbide
Elastomers: Buna NO
ANSI B16.42 CLASS 150
ISO 2531
AS2129-198
JIS221010K
4" Flange Size
100 MM PN 10 FLANGE
100 MM TABLE D FLANGE
100 MM FLANGE
A
9
220
215
210
B
7-1/2
180
178
175
C
3/4
18
18
19
D
1 8
8
4
8
All dimensions in millimeters unless otherwise noted.
Headquarters
Western Product Support
Eastern Product Support
290 Paularino Ave.
2600 S. Garnsey St.
4485 Commerce Dr, Ste 109
,Costa Mesa, CA 92626 USA
Santa Ana, CA 92707, USA
Buford, GA 30518, USA
Toll Free: [phone]
Toll Free: [phone]
Toll Free: [phone]
Phone: [phone]
Phone: [phone]
Phone: [phone]
Fax: [phone]
Fax: [phone]
Fax: [phone]
[e-mail]
[e-mail]
jwce(aljwce.com
—I JWC, JWC Environmental, Auger Monster, Channel Monster, Mini Monster, Mullin Monster and Screenings Washer Monster are registered trademarks. United States patents may apply: 4,919,346;,5,060,872;
6,320,286; 6,333,801; 5,354,004; 5.478,020; 5,506,388; 5,593;100; 6,176,443; RE37,550E; 6,332.984. RE37,349; 09/576,345; 10/384,759; 10/131,040. Additional and foreign patents pending. (Mirii-05-EN)
1

d 1 7 1 6
NOTES:
1. LTOUNTINC FLANGE HOLES SHALL STRADLE X-Y AXIS
AND BE £OtJALLY SPACED ABOUT BOLT CIRCLE.
WH INVU VERTICAL HEIGHT TO REMOVE CUTTER CARTRIDGE: 50'.
D Sl1HMERS I BLE
ELECTRIC GEARNOTOR MOTOR ELECTRIC MO -OR
M2 M2
N2
Doi Oo�
M3� 93�+
U3
� NI
N1
� Ll
117/Ibl1Ml
91)M
,8
A
ALL acxTs RE•.rn•Eo
DRIVE DIMENSIONS
DRIVE orrlwts
)11
IE2
My
I HP GCARWT01
TErC
{J50�4
(1711
(225)
2 RP OLA"TOR
TEFL
IS I D
We/
T 7/1
(lml
9 7/b
{Pwl
HP ELECTRIC Y0101t
EMER
TETC
1D 1/2
4 1//
7 C/1
(287)
(1591
[1941
T[XP
13 IJB
8 I/1
4 5/8
33
(b5)
(118)
2 HP ELECTRIC NDTDR/REDUCER
TTSC
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FLANGE DIMENSIONS
N°"IRu A
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ANSI 0H./2 CLASS I9D
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V• MINI NONSTEP.
ELECTRIC DtIVE
DIMENSIONAL CONFICURA: 10!1
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D 55242 20000—CD D
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JWC Environmental SO#: 33873 5

Ilvr9ki9'%#I
Senes'E
Key Features-
• Manual Control by on-line adjustable stroke rate and
stroke length.
• Agency approved for demanding OUTDOOR and indoor
applications.
• Highly Reliable timing circuit.
• Water Resistant excellent for OUTDOOR and indoor
applications.
• Internally Dampened To. Reduce Noise, very
acceptable for household installations.
• Guided Ball Check Valve Systems, to reduce back flow
and enhance outstanding priming characteristics.
• Premium Standard Wetted Component Materials.
Few Moving Parts and Wall Mountable.
• Safe & Easy Priming with durable leak -free bleed valve
assembly (standard).
Complete Economical Selection .
Nineteen distinct models are available, having pressure
capabilities to.300 PSIG @ 3 GPD, and flow capacities to
504 GPD @ 20PSIG, with a turndown ratio of 100:1.
Metering performance is reproducible to within ± 3% of
maximum capacity.
Please refer to the reverse side for Series E specifications.
Operating Benefits
Reliable metering performance. Our guided check valves;
With their state-of-the-art seat and ball designs, provide
precise seating, and excellent priming and suction lift
characteristics. Our timing circuit is highly reliable and, by
design, virtually unaffected by temperature, EMI and other
electrical disturbances.
Rated "hot" for continuous duty. Series E pumps continue
to meet their specifications for pressure and capacity even
during extended use. That's because of our high quality
solenoid and special enclosure that effectively dissipates
heat.
High viscosity capability. A straight flow path and ample
clearance between the diaphragm and head enable standard
PULSAtron pumps to handle viscous chemicals up to a
viscosity of 3000 CPS. For higher vicosity applications,
larger, spring -loaded connections are available.
Leak -free, sealless, liquid end. Our diaphragms are
of superior construction—teflon-faced, bonded to a composite
of Hypalon and fabric layers, and reinforced with a metal
insert for optimum flexibility and durability.
For additional information about PULSAtron's full -featured Series MP & Series E PLUS,
referto Technical Sheet No. EMP-027 & EMP-021, about the mid -range Series D & Series A
PLUS refer to Technical Sheet No. EMP-023 &'EMP-025. For information about the
economical Series C PLUS & Series C, refer to Technical Sheet No. EMP-026 & ENtP-024.
SPECIFICATIONS SUBJECT TO CHANGE WITHOUT NOTICE.
,=
IDEX CORPORATION
Electronic Metering Pumps
*w i v'LSAFEEDDE
A Unit of IDEX Corporation
System Compatibility'
A wide variety of chemicals can be pumped.
Liquid end materials include glass -filled polypropylene
(GFPPL), PVC, styrene-acrylonitrile (SAN), Polyvinylidene
Fluoride (PVDF), Teflon, Hypalon, Viton, ceramic, alloys
and 316SS.
Immediate -installation and start-up.
Included as standard accessories with all models are an
injection/back pressure valve assembly and a foot valve/
strainer assembly", including discharge and suction tubing
('not avail, with high viscosity connections for >3000 CPS).
Safe and easy priming and valve maintenance.
Included as a standard accessory is a bleed valve
assembly, including return tubing (available

PULSAtron Series E Specifications
Prpssura and Flow Rate Canacitv
MODEL
LEK2
LE12
LE02
LE33 I
LE13
LE03
LEK3
LEF4
LE34
LE14
LEH4
LEG4
LE44
LEKS
LENS
LEH6
LEK7
LEH7
LEH6
Capacity GPH
0.13
0.21
0.25
0.50
0.50
0.50
0.60
0.85
0.90
1.00
1.70
1.75
1.85
2.50
3.15
5.00
8.00
10.00
21.00
3
5
6
12
12
12
14
20
22
24
41
42
44
60
76
120
192
240
504
nominal GPD
0.5
0.8
0.9
1.9
1.9
1.9
2.3
3.2
3.4
3.8
6.4
6.6
7.0
9.5
11.9
18.9
30.3
37.9
79.5
(max.) LPH
Pressure PSG
300
1 250
150
11 250
150
100
100
250
150
100
250
150
100
150
150
100
50
35
20
21
17
10
17
10
7
7
17
10
7
17
10
7
10
10
7'
3.3
(max) BAR
Connections: Tubing
1/4" ID X 3/8" OD
3/8" ID X 1/2" OD
3/8' D X 1/2" OD
1/2' ID x 3/4' OD (LPH8 ONLY)
3/16" ID X 5/16" OD
Piping
1/4" FNPT
1/4" FNPT
1/2- FNPT
Reproducibility
at max. capacity
+/- 3%
Viscosity Max CPS
For viscosity up to 3000 CPS, select connection size 3,
4, B or C with 316SS ball material. Flow rate will determine connection/ball size.
Greater than 3000 CPS require spring loaded ball checks. See Selection Guide for proper connection.
Stroke Frequency
Max SPM
125
Stroke Frequency Turn-
Down Ratio
10:1
Stroke Length
Turn -Down Ratio
10:1
Power Input
115 VAC/50-60 HZ/1 ph
230 VAC/50-60 HZ/1 ph
Average Current Draw
@ 115 VAC: Amps
1.0
@ 230 VAC: Amps
0.5
Peak Input Power Watts
300
Average Input Power
max SPM: Watts
130
Important: Series E - 19 model selections. Digit 1 and 2 (LE) signify product class, digit 3 and 4 signify pressure/flow. For full
model selection information refer to Price Schedule EMP-PS LP,
Liquid End Materials
Series
Pump
Head
Diaphragm
Check Valves
Fittings
Bleed Valve
Injection Valve Assembly
Foot Valve Assembly
Tubing
Seats/0-Rings
Balls
E
GFPPL
PVC
SAN
Teflon -faced
Hypalon-backed
Teflon,
Hypalon,
Viton
Ceramic,
Teflon,
316SS,
GFPPL
PVC
PVDF
Same as fitting
and check
valve selected,
Same as fitting and
check valve selected
Clear PVC
White PE
PVDF
Alloy C
except 316SS
316SS
Important: Material Code- GFPPL = Glass -filled Polypropylene,
PVC = Polyvinyl Chloride,
SAN = Styrene-Acrylonitrile, PE = Polyethylene,
�J
PVDF = Polyvinylidene Fluoride. Teflon, Hypalon and Viton are registered trademarks of E.I. DuPont Company. PVC wetted end
recommended for sodium hypochlorite. l
Dimensions
BLEED VALVE-41111.
r B
D. E e
1
C I- A --I
Series E Dimensions (Inches)
Model
No.
A
B
B1
C
C1
D
E
Shipping
Weight
Model
No.
x
A
I B
131
C
I C1
1 D
1 E
Shipping
Weight
LE02
5.0
9.6
9.5
6.4
8.2
7
LEH4
6.2
1 10.9
-
11.2
1 8.2
9.5
18
LEI'
5.0
9.8
9.5
6.4
8.4
7
LEH5
6.2
11.3
11.2
8.2
9.9
18
LE12
5.0
9.6
9.5
6.4
8.2
7
LEH6
6.2
11.3
11.2
8.2
9.9
18
LE13
5.0
9.8
9.5
6.4
8A
7
LEH7
6.1
11.7
11.2
8.2
10.3
18
LE14
5.0
9.8
9.5
6A
8.4
7
4 LEH8'
6.1
-
10.9
-
10.6
8.2
23
LE33
5.4
10.6
11.2
7.5
9.2
12
? LEK2
5.4
10.3
10.8
7.5
8.9
10
LE34
5.4
10.6
11.2
7.5
9.2
12
t LEK3
5.4
10.6
10.7
7:5
9.2
10
LE44
5.4
10.6
11.2
7.5
9.2
12
E' LEK5
5.4
10.9
11.7
7.5
9.5
15
LEF4
6.4
10.6
11.7
7.5
9.2
15
t
LEK7
6.1
11.7
11.2
8.2
10.3
18
LEG4
5.4
10.6
-
11.7
-
7.5
9.2
15
NOTE: Inches X 2.54 = cm
'the LPH8isdesigned vdthcutableed valve available.
A& ■",- !' AN r�M-AF'r!�®
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An ISO Certified Company
A Unit of IDEX Corporation
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Standard Product Operations
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IA=
27101 Airport Road - Punta Gorda, Florida 33982
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(DEXCORPORATION
TEL [phone]• TEL 80D-333ZW
FAX [phone]• FAX 800-45"M
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[e-mail]•www.pulsa.com
m` a

Presets - ambient values of pressure, temperature, and gas
Gas form Pressure ��- yy Vacuum !
% ' Rel. Humidin'®L_f_tYAmbient
��R
ressure 2652 ALTI-FT f— 90 F Ambient
i
p �— � values 3�� � tem erature
Gas Name: Air MW: 28.879 Cp: 0.2408 k: 1.400
Input Application and Operation Data NORMAL
INLET CONDITIONS L�chkboxesrn't DISCHARGE CONDITIONS HighL�iFlow
= 60 SCFM min q PSIG Pressure temp.
clearances
Pressure In HGV max i-- dBa Noise CyCloBlower
Vacuum , 80
—i
Temperature �90 11 °F max (- 171 F Temperature [ 681 'F i
���---- o
'---� -� WaterTem
Pre D op (- PSI i 0.2 PSI Pressure p
Drao
Power 2 S � HP Lj--j max SELECT CONDITIONS
Brand rSutorbilt max RPM - tRotation Speed
Hold L Model- 2L Legend Product OK
Diagram and Facts ,^ OP r --i W1
i 4.5 L. PSI .l BUT
System Inlet Flange Flange Outlet System
Drop Drop
L� 0 0 L— 4.2� 0.2 i� y ,
_0.3
In HGV 1 PSI PSIG i PSIG PSI ! i PSIG]
S4tarbilfLegend 2L: Max AP = 7 psi; Max RPM = 5275; Min RPM Vert = 1945: Min RPM Horiz = 1389;
VVR2 = 0.07 lb-ft=; Weight = 62 lbs.; Port Size = 2 in.; Max Temp. = 285 °F; Max AT = 185 °F;
Gardner Denver Blower Selection Table - 1 entry -
I
f, DuroFlow (13) r HeliFlow (4) f7p Sutorbilt (98) 17 TriFlow (3) f—V CycloBlower (17)
Brand
Product
Model Price Flow
Speed
RPM Power Disch
Temp
Noise Disch Press.
Temp
% SUM
RPM
% HP OF
o !
dBa % Max Max
Sutorbilt
Legend
2L 100 60
3,049
59 2.5 171
80 60 64
http://www.gdquickpik.com/1111I1111I111111.htm 4/7/2009

S.utorbilt Legend Model 2L
Project Specifications
Corrected
Original
Values
Units
English Units
Barometer
2652 ALTI-FT
13.322 PSIA
Elevation
2652 ALTI-FT
2652 ALTI-FT
Inlet. Pressure
0 In HGV
0 PSIG
Inlet Temp.
90 °F
90 °F
Inlet Flow
60 SCFM
71.96 ICFM
Dis. Pressure
4 PSIG
4 PSIG
Rel. Humidity
95 %
95 %
Delta Pressure
4.5 PSI
4.5 PSI
Measured
Plot
Values
Units
English Units
Blower Speed
3099 RPM
3099 RPM
% of Max Speed
59 %
59 %
Blower Power`
2.5 HP
2.5 HP
Efficiency
50.3 %
50.3 %
Discharge Temp.
171 °F
171 °F
Estimated Noise
80 db
80 db
"Drive losses not included
Gas Parameters
Molecular Weight
R Value
Density
Sp. Heat @ Const. P
Ratio of Sp. Heats
Saturated Vapor Pres.
Partial Pres. of Gas
Partial Pres. of Vapor
Reference Pressure
Reference Temperature
Reference Rel. Humid.
Page 1.
English Units
28.41 Ibm/lbmol
54.39 ft.lbf/Ibm.R
0.063 Ibm/f?
0.25 BTU/Ibm.R
1.4
0.6978 PSIA
12.6589 PSIA
0.6629 PSIA
14.696 PSIA
68 T
36 %
Metric Units
0.919 bar a
808 alti-m
0 bar g
32 °C
122 math
0.276 bar g
95 %
0.31 bar
Metric Units
3099 RPM
59 %
1.9 kw
50.3 %
77 °C
80 db
Metric Units
28.41 kg/kgmol
0.29 kJ/kg.K
1.004 kg/m'
1.03 kJ/kg.K
1.4
0.048 bar a
0.873 bar a
0.0456 bar a
0.919 bar a
0 °C
0 %
Price:
Click to enter price
Physical:
Weight
621bs.
Gear Diameter
2.75 in.
Case Length
4 in.
Port Size
2 in.
WR2
0.071b-ft2
Configuration
Vertical
Performance:
Max Delta P
7 PSI
Max Temp
285 °F
Max speed
5275 rpm
Min speed
1945 rpm
Max Case Pressure
25 PSIG
Max Delta T
185 °F
Max T
285 °F
Gas mix: % by volume
Air 100 %
Gardner Denver Inc. QuickPik Version 1.0.3 Tue Apr 7 11:02:49 EDT 2009
http://www.gdquickpik.com/IlllIlllIIllIIll.htm 4/7/2009

Performance Information - Sutorbilt Legend Model 2L
Temperature Rise
11)n
Flow
(ICFM)
AT= 81°F
bP= 4.6 P,Q
RPM=3099
2000 3000 4000 SUUU
Speed (Revolutions Per Minute)
Power 2000 3000 4000
Speed (Revolutions Per Minute)
a
(HP)
1L
Page 2.
r= 2.5 HP
RPM= 3099
AP= 4.5 PSI
6Ill
2000 3000 4000 5000
Speed (Revolutions Per Minute)
Gardner Denver Inc. QUIckPik Version 1.0.3 Tue Apr 7 11:02:49 EDT 2009
http://www.gdquickpik.com/IIIIII11IIIIIIII.htm 4/7/2009

Presets - ambient values of pressur
Gas form I Pressure Vacuum
Ambient pressure r 2652 1ALTI-FT
Gas Name: Air MW:
temperature, and gas
Go To i; 95 % I Rel. Humidity
References 90 _I °F Ambient
Values L —_I _ __ _ temperature
.879 Cp: 0.2408 k:1.400 Isf
Input Application and Operation Data
PRV SJE1-Y, u
INLET CONDITIONS
imit
�chLboxe
I DISCHARGE CONDITIONS
High ( —
Flow;- 57 I SCFM
J
!l-: min
5__ PSIG Pressure
temp.
clearances
Pressure
Vacuum 0 In HGV
max (
81 7
�
dBa Noise
C cloBlower
_
Temperature 90 i °F
maxi
g °F Temperature
°
68 F
Pressure" 0 3 pSI
Drop �J
0.2 PSI Droo ure
WaterTemp
Power HP
1__—
�� maySELECT
CONDITIONS
Brand rSutorbilt
max
y i max
3099 RPM I Rotation Speed
Hold [L ;Model 2L
Legend Product
OK
Diagram and Facts
IN 7
System Inlet Drop Flange
O �� y 0.3 1O0.3 110
In HGV P PI SIG
5ut6rbilt1egend 2L: Max AP = 7 psi; Max R
WR2 = 0.07 lb-ftz; Weight = 62 lbs.; Port
Gardner Denver Blower Selection
F DuroFlow (13) rv- HeliFlow (4) ry :
Brand Product I Model I Price I Flow I Speed
SCFM RPM
2L 1 100 1 57 13,099
OP DJ 1
PSI ; OUT
Flange Outlet Drop System
�P! SIG { PSI PSIG
= 5275; Min RPM Vert = 1945; Min RPM Horiz = 1389;
a = 2 in.; Max Temp. = 285 °F; Max AT = 185 °F;
ale - 1 entry -
3rbilt (98) F/- TriFlow (3) rv- CycloBlower (17)
RM
Power
Disch
Temp
Noise
Disch
Temp
Press.
/o
lax
HP
OF
dBa
%Max
°
Max
59
3
195
81
68
79
http://www.gdquickpik.com/IIIIIIIIIIIII I 11.htm
4/7/2009

SILVER BLUFF
PLANS AND SPECIFICATIONS
FOR PROPOSED
WASTEWATER TREATMENT PLANT
UPGRADE
Prepared For:
Max B. Longley
Assistant Adminstrator
Silver Bluff
100 Silver Bluff Drive
Canton, North Carolina 28716
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DATE: c

TABLE OF CONTENTS
II
CLEARING ................ . . . . .
3
III
EXISTING UTILITIES ..... .......... .... ...... ......
3
Iv, '
PROTECTION OF PERSONS AND PROPERTY ...............
4
V
BACKFILL OPERATIONS'..'.... .......:.........:..
4
VI
CLARIFIER INSTALLATION ...............:.................
4
VH
ELECTRICAL.INSTALLATION.'.. . ....................:........
5
A. Wiring......... .. ..... ........... ........
5
B. Conduit.. .... ........... ..................
5
C. Execution ....... .. ....:.... .................
5
VIII
SITE RESTORATION ......., .
IX
ENGINEER'S AUTHORITY ..................................
6
APPENDIX I
-Manufacturer's Literature
SCHEDULE, OF DRAWINGS
-Title Page
-Site Plan
-Clarifier Details

I. DESCRIPTION OF PROJECT
It is proposed to construct a 16' diameter center feed clarifier with air lift sludge return pumps to
upgrade the existing 25,000 GPD extended aeration plant. The existing plant receives surge flows
and experiences periodic loss of solids over the weir, which prevents the plant from being consistently
in compliance with NPDES Permit limits. The addition of a clarifier would give the plant surge
capacity. It would change the plant from an extended- aeration plant to a conventional activated
sludge plant and give it additional capacity. The site currently consists of the following:
- 120 beds @ 120 gpd/bed = 14,400 gpd
- 20 person daycare @ 15 gpd/person 300 gpd
- 35 staff @ 25 gpd/staff = 875 gpd
- 32 person bed Pigeon Valley @ 120 gpd/bed = 3,840 gpd
Subtotal = 19,415 gpd
In the future the site will consist of the following:
- 20 bed nursing home @ 120 gpd/bed = 2,400 gpd
- 2 staff@ 25 gpd/staff = 50 gpd
- 50 person daycare @ 15 gpd/person = 750 gpd
- 10 staff@ 25 gpd/staff = 250 gpd
Subtotal = 3,450 gpd
Combined Total = 22,865 gpd
These Plans and Specifications cover the construction and installation requirements for the proposed
wastewater treatment plant upgrade.
The Scope of Work for this project is as follows:
• Excavate area for installation of 16' diameter clarifier
• Install prefabricated 16' clarifier
• Installation of piping and clarifier
• Backfill and landscape area
II. CLEARING
Remove in accordance with project plans all trees, shrubs, and obstructions interfering with the
excavation. Remove such items elsewhere on -site or premises as specifically indicated.
c:wpwin6I\wpdocs\dobson\si1vrb1f.spc 3 Dobson Eng. & Assoc.

M. EXISTING UTILITIES
The contractor will be responsible for ]orating all underground utilities in the excavation area(s). As
a minimum, ULOCO (1-800-632-4949) should be notified at least 48 hours prior to digging.
Should uncharted, or incorrectly charted, piping or other utilities be encountered during excavation,
consult Mr. Max Longley and utility company immediately for directions. Repair damaged utilities
to satisfaction of utility owner.
IV. PROTECTION OF PERSONS AND PROPERTY
Barricade open excavations occurring as part of this work and clearly marked with construction tape
or other appropriate safety marking. Protect structures, utilities, and other facilities from damage
caused by settlement, lateral movement, undermining, washout and other hazards created by
earthwork operations.
V. BACKFILL OPERATIONS
The general excavation area will be backfilled with soil previously excavated from the pit, provided
that the soil has been and approved by the engineer. The contractor is responsible for backfilling
around the clarifier after it has been installed. Backfill shall be compacted to at least 90 percent of
the standard Proctor minimum dry density. Any excess soil from the excavation area will be spread
in an area identified by the Assistant Administrator, Mr. Max Longley.
Backfill materials should be placed carefully along the bottom quadrant of the tank to ensure that the
tank is securely and evenly supported. Backfill should be placed carefully around and over the tank
to prevent damage to the tank or coating. Compaction of bedding and backfill materials should be
adequate to ensure support of the tank, and to prevent movement or settlement. When sand is used,
some manufacturers require a specified minimum compaction density. All materials should be forced
under the lower quadrant of the tank to prevent voids and achieve the degree of compaction required.
VI. CLARIFIER INSTALLATION
Clarifier installation should be according to manufacturer's instructions. Elevations should be in
accordance with plans to insure adequate flow through the clarifier and proper operation. The route
of the piping should be parallel to, and in shortest practical route to the clarifier.
c:wpwin6I\wpdocs\dobson\si1vrb1f spe 4 Dobson Eng. & Assoc.

VH. ELECTRICAL INSTALLATION
Products shall consist of all wiring, conduit, connectors, raceways, sleeves, cables, outlets and panel
boards necessary to operate tank system in accordance to manufacturer's recommendations and to
the system intended use.
The following publications are also part of this specifications:
• State and Local Electrical Codes and Regulations
• National Electric Code
• National Electric Safety Code
• Applicable US Department of Labor Publications
• Applicable Underwriters Laboratory Publications
New electrical wiring can be tied into the existing plant wiring as long as the existing wiring is
compatible and is in conduit. The base should assume that the existing UST wiring is compatible and
is underground conduit. '
A. Wiring
1. All wiring shall be copper (solid 10 and 12 gauge and/or stranded 8 or above).
2. Insulation will be by type THW except where high temperature rated insulation is
required.
3. Branch circuit wires will be color coded.
4. Splicing and termination will be non -soldered with twist -on connectors.
B. Conduit
1. All conduits will be rigid steel in exposed or underground conditions.
2. All underground conduits will be at least one inch in diameter.
3. Flexible metallic tubing is permissible in existing walls.
C. Execution
l . All work will be performed by a certified electrician. North Carolina. documentation
will be required prior to work.
2. All work will be performed in a manner such as to minimize operations disturbance
to Silver Bluff
3. All work will be coordinated and scheduled at least 7 days in advance with
appropriate Silver Bluff owners.
4. Wiring shall not be installed into conduit until all conduit work is complete. Cable
lubricants shall be minimized and must be pre -approved.
c:wpwin61 \wpdocs\dobson\silvrblf. spe
5
Dobson Eng. & Assoc.

VIII. SITE RESTORATION
At a minimum, the site shall be restored to its previous condition. All debris and miscellaneous shall
be removed from the work area and the area back dragged with a loader bucket or other approved
method. All grass areas which are disturbed shall be re -seeded at the final subgrade location.
IX. ENGINEER'S AUTHORITY
The engineer reserves the right to make any field changes necessary to facilitate construction or
improve the overall operation of the clarifier after installation.
c:wpwi1161\\vpdocs\dobson\si1vrb1f.spe 6 Dobson Eng. & Assoc.

MANUFACTURER'S LITERATURE
Enclosed are Manufacturer's Literature for recommended
materials _of construction. Equivalent materials may be
substituted if approved by the Engineer.
c:wpwi1161\Nvpdocs\dobson\silvrbif spe Dobson Eng. &: Assoc.

EQUIPMENT SPECIFICATIONS
FOR
MODULAR STEEL CLARIFIER
14',16', 20' DIAMETER
GENERAL
The contractor shall fiunish and install each factory fabricated clarifier, complete with
connecting piping and appurtenant work as detailed on the drawings and specified herein. The
clarifier shall be as manufactured by U.S. Filter/Davco, Thomasville, Georgia, or an approved
equal.
PRE BID SUBMITTAL REQUIREMENTS
All manufacturers not named in these specifications shall submit a minimum of three (3) copies
of data.to the engineer not later than 14 days prior to the bid date. Any manufacturer meeting the
requirements will be so listed by addendum prior to the bid date. Submission of inadequate
information will be cause for rejection.
Each set of data shall include but not necessarily be limited to:
a) Drawings showing dimensions and details. of all major components and minimum
recommended spacing.
b) Control details and electrical wiring diagrams.
c) Performance data including, for example, but not limited to, motor data, gear reducer
and any other major component data.
d) Installation list of similar installations.
e) All other information necessary to enable the Engineer to determine whether the
proposed equipment meets the specified requirements.
SHOP DRAWINGS
The Contractor shall submit a minimum of six (6) copies of all shop drawings to the engineer for
approval. Of these, two copies will be returned to the contractor with appropriate action taken.
Receipt of less than the minimum required number of copies will be cause for withholding the
shop drawings from being checked until receipt of the necessary additional copies.
Each set of shop drawings shall include but not necessarily be limited to:
a) Drawings showing dimensions of all major components and minimum required
spacings.
b) Complete installation instructions including anchor bolt layout: piping details and
mechanical connections.
c) Electrical control data covering the following details:
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1) Approximate enclosure dimensions including height, width, and depth.
2) Maximum wire size (main terminal block or disconnect device.)
3) Air circuit breaker data including: function, reference designator, frame
size, poles, rated current, and estimated load.
4) Motor starter data including: function, reference designator, NEMA size,
service voltage, phase, number of overload heaters, and coil voltage.
5) Motor data including: function, horsepower, phase, frequency, voltage,
approximate full load current, service factor, nominal RPM, frame size,
NEMA speed torque design, and insulation class.
6) A control schematic diagram shall be provided that shows power and
control circuits in sufficient detail to evaluate the control system design.
Control schematic shall be color coded.
d) Performance data covering all internal mechanical components.
e) All other information necessary to enable the Engineer to determine whether the
proposed equipment meets the specified requirements.
DESIGN REQUIREMENTS
All components supplied shall conform to the size requirements as set forth in the plans, to the
requirements included in other sections of this specification, and to the following broad design
parameters.
STRUCTURAL
The outer steel wall shall be '/a" minimum thickness, ASTM A36 steel plate, structurally
designed to withstand full hydrostatic forces applied from either side of the wall. The method
used to initially fill the clarifier with liquid may be selected by the Engineer to test the
hydrostatic design.
CLARIFIER FABRICATION AND INSTALLATION
Each clarifier shall be prefabricated in the .factory of the manufacturer and shall be shipped
complete and operable as detailed on the drawings and specified herein. The principal items of
equipment shall include mechanical sludge collector and surface skimmer, central electric control
panel, all internal piping and valves and all on plant conduit and wiring.
All work on the clarifier including wiring, interior piping, installation of equipment and internal
and external painting, shall be completed prior to shipment from the factory. Field installation
shall entail placing and anchoring each section, field welding seams on the clarifier, placing
grout in the bottom of the clarifier, making external piping and electrical connection, touching up
field welds and scuffed places with paint. When specified, additional components including, but
not limited to, airlift and airlift blower and motor assembly shall be field installed in accordance
with the manufacturer's recommendations.
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COMPONENT CONSTRUCTION
The clarifier shall consist of a steel outer wall, clarifier influent assembly, sludge collector
mechanism, effluent launderer and scum baffle, stilling well, scum removal system, sludge sump
and sludge drawoff line.
The clarifier influent shall be designed to prevent liquid backup in the influent system during
peak flows and to prevent settling out of solids that may clog the pipe. From the inlet point -the
pipe -runs horizontally toward the center of the clarifier, vertically upward into the stilling well
discharging downward into the clarifier through the bottom of the stilling well.
The sludge collector mechanism shall be a center collection type to facilitate the rapid return of
sludge from the clarifier back to the sludge return point. The unit shall consist of all mechanical
equipment required for operation including complete gear reduction drive unit, center shaft,
sludge scraper arms, return sludge pipe and collection sump.
The mechanism shall be centered in the clarifier tank and shall be supported by the bridge
structure. The shaft shall extend to the bottom of the clarifier at which point it shall be pivoted in
such a manner as not to introduce binding.
The drive mechanism shall be designed to provide a torque capable of 'overcoming running
friction and loads induced by scraping sludge to the collection sump at a speed to prevent sludge
agitation. The drive mechanism shall consist of a primary gear reduction unit with sprocket
mounted on the slow speed shaft and the final reduction consisting of a larger sprocket mounted
on the scraper mechanism shaft extension. Primary and the final reduction units shall be coupled
by means of a roller chain. Mounting of the primary unit shall be designed to allow adjustment of
chain slack without removing chain links.
The primary and final reduction units shall be mounted at the factory and shall be delivered to
the job site as a unit assembled in place.
The final reduction unit shall be equipped with an overload protection device consisting of a
shear pin and shear pin hub, assembled in such manner that it will disengage the final reduction
unit from the clarifier shaft once shear pin rated torque is reached. The shear pin torque rating
shall not exceed design torque of the collector mechanism structural components nor shall such
torque when reflected through the reduction sprockets to the slow speed shaft of the primary unit
exceed its rating.
The clarifier shall be provided with two rotating scraper arms. The rotating scraper arms shall be
attached to and supported by a center shaft designed to support and rotate the scraper arms under
maximum load conditions with an adequate factor of safety. The scraper arms shall be fabricated
from structural steel members to provide support for scraper blades. Blades shall be provided on
r the rotating arms to move settled sludge to the center collection point. The blades shall be spaced
on each arm such that settled sludge is collected over the full area of the basin by each arm. The
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scraper arm outer ends shall be radially adjustable.
The sludge shall be moved toward the center of the clarifier by means of scraper blades at the
rate of a two blade separation distance per revolution. Sludge shall be collected in the clarifier
center sump and removed from the sump by means of a sludge drawoff pipe.
A clarifier effluent launderer shall be provided around the inside periphery of the clarifier to
collect -the clear supernatant. The launderer shall be designed to carry the expected peak flow
without becoming submerged. The clarifier effluent weir, weir trough and scum baffle shall be a
minimum of 1/4" steel plate. When completed the weir trough shall require no caulking or
sealant to prevent leakage. The weir plates shall be adjustable.
The scum removal system shall consist of a scum box and skimmer arm. The scum box shall be
designed to collect the floating material on the surface of the clarifier liquid. The box shall be
structurally supported off the clarifier wall and shall be vertically adjustable without draining the
clarifier tank. Removal of the scum from the box shall be by a scum drawoff pipe.
The skimmer arm shall be designed to skim the entire surface of the clarifier twice during each
rotation of the scraper mechanism and sweep the scum into the scum box. The arm shall be
supported off the stilling well.
The stilling well shall be designed to provide an area of velocity dissipation for the liquid
entering the clarifier and to prevent short circuiting from the center to the weir. The stilling well
shall be fixed to the rotating center shaft.
The access bridge shall be made of structural steel shapes and shall be supported on the plant
walls. The bridge shall extend across the clarifier as shown on the drawings. Access to the bridge
shall be provided as shown on the drawings. The bridge shall have a deck made of 1" x 3/16"
aluminum bar grating and shall be designed to withstand a uniform live load of 75 lbs. per square
foot plus the dead load of the structure. The deflection shall not exceed 1/360 of the unsupported
span when the design loads are applied. The bridge shall be provided with handrails on both
sides and each handrail shall consist of anupper and intermediate rail and vertical posts
fabricated of 1 1 /2" diameter aluminum bar grating.
SURFACE PREPARATION AND CORROSION PROTECTION
All steel surfaces shall receive a near white blast to remove rust, mill scale and weld slag. All
weld splatter and surface roughness shall be removed by chipping and grinding smooth. Blasting
shall be accomplished indoors using steel shot to produce a mil profile for optimum adhesion of
the primer. Sand blasting shall not be accepted. .
All prepared surfaces shall be thoroughly dry and free from preparation dust and foreign matter
prior to the application of any coating. Craftsmen applying protective coatings shall be
thoroughly familiar with the application guidelines and preparation requirements of the product
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to be applied. All materials shall be evenly applied and shall be free from obvious defects.
Protective coatings shall not be applied to improperly prepared surfaces or during conditions
considered to be not conducive to sound painting practices or in fog, rain, snow, mist or when the
surface temperature is less than 40 degrees F. or the humidity exceeds 85%.
Immediately after surface preparation, a polyamine cured high build epoxy designed for
protection of steel shall be applied. No_ discoloration of the cleaned areas shall occur prior to the
application of this coat. All steel surfaces shall receive a 3 mil dry film thickness of this
protective coating.
After surfaces are suitable for top coating, a 3 mil dry film thickness of polyamine cured high
build epoxy of the specified color shall be applied.
Total dry film thickness of the coatings shall be 6 mils. Dry film thickness of all coats shall be
made by employing standard calibrated dry film thickness gauges.
A paint touch-up kit shall be provided for repair of any scratches or mars that occur during
shipment or installation. Detailed instructions shall be included and the materials shall be
compatible with the coatings as outlined above.
ELECTRICAL CONTROLS
The control system shall include but not be limited to a sludge collector manual starter. Design,
fabrication and installation of all electrical components shall be in accordance with the revision
of the National Electric Code that is current at the time of award of contract.
A manual starter with integral thermal overload shall be provided on the bridge to manually
control the sludge collector drive motor.
INSTALLATION AND OPERATING INSTRUCTIONS
Two (2) copies of a manual, containing installation instructions, operating instructions, wiring
diagrams, parts lists and, where applicable, test data and curves shall be provided by the
equipment manufacturer.
Installation of the equipment shall be done in accordance with the written instructions provided
in the manual as specified.
The equipment manufacturer shall provide the services of•a factory -trained representative for a
maximum period of one (1) day to start-up the equipment and to instruct the owners' operating
personnel in the operation and maintenance of the equipment provided.
WARRANTY
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The manufacturer of the equipment shall warrant for one year from date of start-up or 18 months
from date of shipment, whichever occurs first, that the equipment will be free from defects in
design, material, and workmanship.
Warranties and guarantees by the suppliers of various components in lieu of a single source
responsibility by the equipment manufacturer shall not be accepted. The equipment manufacturer
shall be solely responsible for warranty of the equipment and all related components.
In the event a component fails to perform as specified or is proven defective in service during the
warranty period, excluding items of supply normally expended during operation, the
manufacturer shall provide a replacement part without cost to the owner.
This warranty shall be valid only if the product is properly serviced and operated under normal
conditions, in accordance with the manufacturers instructions.
EQUIPMENT MANUFACTURER
In order to establish a standard of quality and to insure a uniform basis of bidding, the equipment
furnished shall be as manufactured by U.S. Filter/Davco, Thomasville, Georgia, or an approved
equal as detailed in pre -bid submittal requirements.
The contractor shall prepare his bid on the basis of the specific equipment and materials specified
for purposes of determining the low bid. After the execution of the contract, substitution of
equipment of makes other than that specified will be considered, if the substitution is, in the
opinion of the Engineer, equal in quality to that named. If such substitution is approved by the
Engineer, all savings effected by the Contractor in the purchase of the substituted equipment
shall be passed on to the owner by reducing the contract price. In submitting for substitution, the
Contractor shall provide certified copies of priced equipment proposals from both the named
manufacturer and the manufacturer of the proposed substitute equipment to properly establish the
reduction in the contract price.
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I
Engineering Alternatives Analysis
Silver Bluff Village
(Pigeon Valley Rest Home)
NPDES No. NCO033600
Canton, N.C.
Haywood County
Applicant Silver Bluff Village
100 Silver Bluff Drive
Canton, N.C. 28716
Ph: 828-648-2044
Contact: Bob Leatherwood
Facility Silver Bluff Village (Pigeon Valley Rest Home) WWTP
100 Silver Bluff Drive Street
Canton, N.C. 28716
Ph: 828-648-2044
Contact: Bob Leatherwood
Prepared by: J. Thurman Horne, P.E.
Horizon Engineering & Consulting, Inc.
2510 Walker Road
Mt. Pleasant, N.C. 28124
Ph: 704-788-4455
Date: Revised January 6, 2009

x e;J'b7s
4.: :-:2"•, 1'�;i^o:r=ur:vs'i'.:. ..mow-�..tr` ,.. }
{ JAN 2 6 2009
J Engineering Alternatives Analy is WATER QUALITY SECTION s
AS,HEVILLE REGIONAL OFFICE
W,
1
Silver Bluff Village
(Pigeon Valley Rest Home)
NPDES No. NCO033600
Canton, N.C.
Haywood County
Applicant Silver Bluff Village
100 Silver Bluff Drive
Canton, N.C. 28716-
Ph: 828-648-2044
Contact: Bob Leatherwood
Facility Silver Bluff Village (Pigeon Valley Rest Home) WWTP
100 Silver Bluff Drive Street
Canton, N.C. 28716
Ph: 828-648-2044
Contact: Bob Leatherwood
Prepared by: J. Thurman Horne, P.E.
Horizon Engineering & Consulting, Inc.
2510 Walker Road
Mt. Pleasant, N.C. 28124
Ph: 704-788-4455
` _Ga o.�. t• it
Date: Revised January 6, 2009
m 4
36
0

2
Table of Contents
Page
Section 1: General...............................................................................3
1.01 Introduction: ................................................................3
1.02 Scope: ............................................................................ 4
Section 2: Background Information ...................... 4
..................................
2.01 Project Area: ................................................................... 4
2.02 Site Characteristics: .......................................................5
2.03 Receiving Stream Characteristics....................................5
Section 3: Existing Utilities....................................................................5
3.01 Public Facilities: ................................................................. 5
3.02 Private Facilities: ................................................. ....6
Section 4: Alternatives For Service.........................................................6
4.01; On site surface and/or subsurface disposal .........................6
4.02: Wastewater Reuse: ....................................................... ;.8
4.03: Surface -Water Discharge ....................... .......................8
4.04: Combination of Alternatives..............................................11
Section 5: Summary and Conclusions:....................................................11
Section 6: Proposed Wastewater Treatment Facilities..........:....................12
Appendix
A
Cost Analysis of Alternatives
Appendix
B
USGS Location Map and Aerial Photo
Appendix
C
Possible Route for Connection to POTW
Appendix
D
Possible Location for Subsurface Land Disposal
Appendix
E
Possible Location for Surface Land Disposal
Appendix
. F
SCS Soil Map and Soil Descriptions
Appendix
G
Summary of Analysis of Waste Water Constituents
Appendix
H
Existing and Proposed Process Flow Schematics
Appendix
I
Residuals Management Plan
Appendix
J
Summary of Effluent Flow Rate Monitoring
Appendix
K
Preliminary Engineering Design (Possible Expansion of WWTP
'to 50,000 GPD)
Appendix
L
Preliminary Engineering Design — Selected Alternative
(Improvements and Modifications of Existing 25;000 GPD WWTP
— No Expansion in Capacity)

Section 1: General
1.01 Introduction:
Silver Bluff Village is a nursing facility which includes the adjoining properties and
facilities of Silver Bluff, LLC, Arrowhead Cove, LLC and Pigeon Valley, LLC. All of
�i these properties are owned by the same owner, and function as one nursing
complex. An existing waste water treatment plant is located on the.property of
1 Pigeon Valley, LLG and serves all of the nursing complex'facilities. The existing .
wastewater treatment plant is a 25,000 gpd package type, extended aeration
process facility which has an influent bar screen, aeration basin, dual secondary
clarifiers, dual effluent chlorine contact basins (tablet feeders) a single effluent
dechlorination basin (with post air mixing and tablet feeder), effluent pump station
_ and sludge holding basin. The treated effluent is discharged into the Pigeon River
in the French Broad River basin. -
J
This existing waste water treatment plant is located approximately 4.25 miles
i south of Canton, N.C. in Haywood County. This is in an area that is located well
beyond the extent of current municipal sewer service.
The existing waste water treatment plant has a marginal overall compliance history
with NC DWQ regulations and Silver Bluff has agreed to conduct this investigation
to consider alternatives to improve the existing level of treatment performance and
j to evaluate the possibility of expansion for future growth of the nursing facilities.
The existing wastewater treatment facilities have very limited capabilities for
accurately measuring effluent discharge. A temporary weir and meter (ISCO
-' bubbler type meter and recorder) were installed during the period of August 2,
2008 — August 27, 2008 in order to obtain accurate effluent flow records. These
j records are included in Appendix J and show that the facility is treating an average
of approximately 20,153 gpd with a peak observed daily flow of 31,685 gpd. The
flow measurement readings also revealed peak instantaneous rates (max. 63.1
gpm) that were as high as 4.5 times the average flow rate (14 gpm.)
7 Whereas the existing average daily flows are very near the permitted design flow
of 25,000 gpd, and considering that this facility has ahistory of difficulty
J maintaining consistent compliance with permit effluent limitations, this study was
commissioned to explore the alternatives to address current and possible future
wastewater treatment needs.
t
This evaluation proceeded by first evaluating the possible alternatives for
improving existing facilities and expanding the current wastewater
treatment/disposal capacity from 25,000 gpd to 50,000 gpd. During this initial
phase of evaluation, the intentwas to explore and compare the various options
! that could accomplish both improving existing treatment performance and provide
additional capacity for future growth if, and when such growth might occur.
_I

4
The conclusion of this initial phase of study was that the most practical alternative
to provide the needed improvements and to provide for additional treatment
capacity, if and when such capacity might be needed, was to modify and expand
the existing wastewater treatment and discharge facilities. In conjunction with the
review and assessment of these initial findings, Silver Bluff has determined that
they will not need to further consider or pursue the expansion of their current
wastewater treatment capacity.
This decision to stay at the current limit of 25,000 gpd was partly a result of
recognizing that, there are no foreseeable plans for expansions at Silver Bluff that
Would necessitate additional wastewater treatment capacity. This was influenced
by the realization that, for all intents and purposes, they have no more land
available for growth and there are no adjoining properties that can be acquired.
Silver Bluff is located within a class WS-III watershed and relies on wells to
provide potable water. Silver Bluff has already constructed or is in the process of
constructing, buildings that will occupy virtually all potentially developable space.
This, coupled with setback- requirements of the Haywood County Watershed
Ordinance, including a 100 foot setback to wells, has led Silver Bluff to the
realization that they have no potential for future growth at this time that would
necessitate an increase in existing wastewater treatment capacity.
Also, the significant costs involved in expanding the existing wastewater treatment
�I facilities, as estimated in the course of this review, have further influenced Silver
Bluff to conclude that, whereas there are no apparent opportunities for future.
growth, it is not prudent to seek to expand. the current capacity.
i
Upon recognizing that the results of the initial phase of evaluation have concluded
that it is best not to seek expansion, the evaluation and assessment then. entered
a second phase which is basically to develop recommendations to modify the
existing wastewater treatment facilities at there existing capacity (25,000 gpd.)
1.02 Scope:.
The scope of this project is limited to the investigation and evaluation of
alternatives for treating and/or disposing of the wastewaters from the Silver Bluff
Village nursing facilities. This includes consideration of the feasibility of continuing
the existing discharge and options for eliminating the existing discharge.
Section 2: Background Information
2.01 Project Area:
The existing service area is limited to the Silver Bluff Village nursing facilities. The
nursing facilities presently include 173 beds and a 35 person day care facility. A

5
y current expansion is underway that will add an additional 20 beds to the nursing
facility.
Ti The existing discharge coordinates are: Longitude: -82 deg. 52 min. 56 sec. W
Latitude: 35 deg. 28 min. 45 sec. N -
i
2.02 Site Characteristics:
'The facilities are located in a rural portion of Haywood county, outside any
municipal limits and remote from public sewer. The nearest existing sewer is
1 approximately 4.25 miles away.
The general area has soil characteristics which are very limited to the possibility of
on site treatment and disposal.
_ Terrain is generally rolling but has: been graded level at the wastewater treatment
plant site.
2.03 Receiving Stream Characteristics:
_ The receiving stream is the Pigeon River which is Class WS-III, Trout waters. The
receiving stream has good flow and slope which creates- desirable turbulence and
aeration.
This receiving stream has no known outstanding features or characteristics that
should preclude the continuation of the existing discharge. There are no known
endangered or threatened species and these are not threatened or impaired
waters.
Section 3: Existing Utilities
3.01 Public Facilities:
The nearest existing public sewer is located approximately 4.25 miles north of the
existing wastewater treatment plant on NC Highway 110 near Pisgah High School.
The distance that would be required for sewer force mains to be installed would be
approximately 22,500 ft. This would be the route that appears to be the most
practical from an engineering perspective to take advantage of following existing
highway right of way and have minimal impact to adjacent property owners. This
sewer is operated by the Town of Canton.
The Town' Planning Department's office was consulted and has advised that this is
the nearest location of available sewer and that the Town has no plans within the
next ten .years or beyond to extend service any closer to the Silver Bluff vicinity.

3.02 Private Facilities:
I There are no known existing private sewer utilities within any reasonable proximity
J of Silver Bluff that would be available for consideration as a possible alternative. A
review of available information revealed that the nearest wastewater facilities are
the Bethel School wastewater treatment facilities that are located approximately
I _ 1.5 miles to the southwest of Silver Bluff. The Bethel School facilities are permitted
for 0.015 MGD. This facility- has a very limited size and has its own history of
concerns with maintaining adequate treatment capacity and service for the school.
Hence,- the Bethel School wastewater facilities are -not a practical alternative for
consideration.
Other than Bethel School, there are no known other wastewater treatment facilities
or sewers within five (5) miles of Silver Bluff.
Section 4: Alternatives for Service
- 4.01: On site surface and/or subsurface disposal:
J
Subsurface Disposal:
Appendix E contains portions of soil survey reports that provide insight as to the
suitability of the soils for subsurface disposal. As described in the report, these
soils are mainly Braddock, Evard, Cowee, Fannin, Saunook, Trimont and
Hayesville soils with characteristics that are very limited with respect to the
potential for subsurface disposal. In addition to researching the information
available from NRCS soils maps, the engineer consulted with Mr. Bill Lupton, IRS,
Haywood County Environmental Health Department concerning the possibilities of
subsurface disposal. Mr. Lupton suggested that, for purposes of evaluating this
based on the limited information available, an application rate of 0.3 gpd/SF would
be a reasonable conservative assumption. Of course, before a final design and/or
approval could be given, an actual on site soils evaluation would be required. For
the purposes of evaluating this as a possible option, a design application rate of
0.3 gpd/SF will be used.
Subsurface disposal requires buffers and land for the drainfields as well as equal
areas of suitable soil, be available and maintained as potential repair/replacement
areas.
Silver Bluff Village owns some lands around the existing wastewater treatment.
7 facilities. These areas encompass 11.7 acres and are depicted on the location and
boundary map in Appendix B. _ Most of these areas have existing buildings and
are in use as part of the nursing home facilities.
a Given the space constraints and the limitations described in the attached soil
survey, it is doubtful, that subsurface disposal is a viable option. This is the

problem that led to Silver Bluff Village installing a waste water treatment facility in
the first place. If adequate areas of suitable soils had been available, Silver Bluff
Village would have preferred to dispose of wastewater by some manner of septic
tank and subsurface disposal fields.
A full and extensive soils investigation of potential sites would be necessary to
completely investigate the remote possibility and to see if useable areas are
available. In keeping with the state guidance for alternatives evaluation, the cost
effectiveness of this alternative is further evaluated based on- the soils information
_! available to determine if a detailed soils analysis is appropriate. The costs
associated with this option are estimated in Appendix A.
This option would require that the existing wastewater be conveyed to a site or
sites having sufficient area for subsurface disposal and a suitable reserve area of
equal size, and that these areas include adequate buffers from property lines,
homes, wells, etc.
Surface Irrigation:
Disposal by surface irrigation requires storage capacity for periods of inclement
weather when application is not allowable. Therefore, consideration of this as a
� possible alternative must also include the provision of storage of the treated waste
waters during periods of inclement weather.
J As noted earlier, the soils surveys for this area .have determined this to severely
limited potential for on site subsurface disposal. Similarly, the soil surveys for this
area have determined this. to severely limited potential for surface irrigation.
Consideration of this alternative is based on an assumed allowable application
rate of 0.75inches per week which is based on a typical range of 0.5 to 1.0 inches
per week for this geographic area and the soil conditions generally described in
the soils survey: Storage requirements for this area are typically in the range of 45
_ to 90 days. For purposes of this assessment, a storage requirement of 60 days will
I be assumed.
Due to the size of areas needed for surface irrigation and to maintain the required
buffers, the only possible alternative for on -site disposal, either by subsurface or
surface application, would require the acquisition of off site properties for disposal.
The degree. of treatment required for surface application would be virtually the
same as required for treatment and discharge. Although the additional cost of
conveyance and the additional costs for on site disposal should readily be
recognized as a significant cost increase as compared to the alternative of
improving/replacing the existing WWTP, an estimate of the costs for this
alternative is included in Appendix A for comparison.
The evaluation is based on a very conservative assumption that the nearest
available lands that could be reasonably used would actually be available. A

comparison of the costs were made first, using the best (lowest cost) reasonable
assumptions. It would obviously be necessary to perform a more detailed site
investigation and ascertain if the property owner would consider allowing these
lands to be acquired for this purpose.
4.02: Wastewater Reuse
Options for reuse of wastewater for this area are essentially nil. Reuse is usually
associated with non -potable uses such as irrigation. This becomes potentially
more viable if there is a need or outlet for reuse such as irrigation of a golf course.
This area does not have a golf course, nor are there any -other known viable
options for reuse associated with the Silver Bluff community or in the surrounding
area.
4.03: Surface Water Discharge
This is the current method of wastewater treatment/disposal. The intentions are to
upgrade and possibly expand the capacity of the existing facilities to improve the
capabilities of the wastewater treatment facilities to comply with permit effluent
limitations and to consistently discharge a properly treated effluent. There is
sufficient room available on the existing WWTP property to allow for construction
of the proposed improvements and modifications while maintaining operations of
the existing facilities. Therefore, current operations should continue and the
transition can be made to the new facilities with little and only temporary disruption
in current treatment processes.
The existing effluent pump station will continue to be used since it is generally in
sound condition and working well. Only the existing roof/cover of the pump station
is in need of repair and this will be replaced.
Based on current flows and the pending additions, the WWTP has reached
- approximately 91 % of its design capacity. In accordance with NCAC 15A,
2H.022, Silver Bluff is proposing to make the proposed improvements and, in the
course of this evaluation, has considered the possibility of expanding
the existing treatment capacity for the dual purpose of improving current treatment
reliability and to allow for possible future growth and expansion at Silver Bluff.
-' Although the WWTP has a history of being marginally compliant with permit
- effluent limits, the existing plant has no influent flow equalization facilities and
hence, the previously mentioned high rates of peak influent flows have a tendency
to cause a short term hydraulic overload resulting in what is referred to as "wash
out" of the biological mass in. the aeration basins and solids in the clarifiers. A well
balanced and established biomass is essential for maintaining proper treatment in
an activated sludge process wastewater treatment facility such as this. This
J

9
_ situation limits the effectiveness of the wastewater treatment facility to maintain a
consistent and high level of treatment performance.
In assessing the possibility of expanding the existing wastewater treatment
capacity, the modifications and improvements would include converting a portion
of the existing 25,000 gpd package wastewater treatment facility to serve as an
_i influent flow equalization facility. The flow equalization basin would receive
influent wastewater in a tank, and hold this prior to subsequently transferring the
accumulated wastewater into'the proposed new aeration basins and subsequent
J treatment processes. The flow equalization basin would utilize the existing
blowers and air header/diffuser system'to maintain a state of aeration.while
' influent flows accumulate. Wastewater would be pumped from the equalization
basin to the proposed aeration basins by means of a proposeddual submersible
pump system which would use small (typically Y2 HP pumps) to deliver an
approximately uniform rate of flow to the proposed aeration basins.
The existing sludge holding tank and rectangular clarifier, which are integral
components of the original 25,000 gpd package wastewater treatment. plant, would
be used for sludge digestion in the improved and expanded wastewater treatment
facilities. A portion of the existing aeration basin would also be converted to
1 provide the total. needed volume for sludge digestion.
It should be noted that the existing sludge holding capacity is very limited by
today's standards (only 2,562 gallons) and is largely ineffective in its current state.
This is a significant deficiency that is limiting proper sludge management. The
proposed modifications and improvements include provisions for providing
increased sludge digestion capacity.
The details of the proposed design for a possible expansion of the current
wastewater treatment and discharge capacity are described in Appendix K.
J
Currently, wastewater coming into the existing aeration basin passes through a
bar screen intended to prevent large solids from entering the treatment process.
The original wastewater treatment facility also had a comminutor which was
intended to cut or grind large solids into smaller sizes. Bar screens and/or
comminutor type devices are an essential component of any such wastewater
treatment design. However, the nature of the wastewater coming into the facilities
is such that it commonly has an unusually high amount of rather large towels
associated with cleaning activities within the nursing home. Although efforts are
underway to limit or minimize the disposal of these towels into the system, past
experience makes it prudent to include provisions to reduce the amounts of these
and other similar large objects from entering the treatment processes and causing
problems- such as clogging of pumps, aeration diffusers, etc.
Therefore the proposed improvements and modifications will include replacing the
existing bar screen with a new installation having an influent screening and
J

10
grinding system. This system will have both a new grinder (e.g. "Muffin Monster")
and a bar screen installed in parallel such that influent wastewater may be diverted
to either the grinder or the bar screen as needed or determined by the operator.
The nature. of the nursing home operations is such that relatively high amounts of
chlorine disinfectants are used in cleaning and laundry operations. Although there
has not been any record of documented incidences of high influent chlorine
concentrations, this does not preclude the possibility that a real potential for
-'� problems associated with this may exist. Hence, in order to. allow for the flexibility
of dealing with any batches or infrequent occurrences of high chlorine strengths in
the influent, a proposed chemical feed system .will be included to allow the
flexibility of adding a liquid dechlorine agent into the flow equalization basin if and
_I when conditions warrant. This is not intended to be a continuous feed operation
_ but, more as an optional system to employ if the operator has reason.to believe
that high levels of chlorine may be entering the plant that could impede the
subsequent biological processes. This feed system will be relatively simple and
_ will consist of a small chemical metering pump that will feed liquid dechlorinating
compounds from a plastic 55 gallon drum.
_ There will be installed a flow divider box at the head of the proposed dual
aeration basins for the purpose of equally. dividing the flow received from the flow
-= equalization basin. This flow divider box will also have an adjustable overflow
gate that can be adjusted up or down to allow a portion of the received flow to be
returned to the flow equalization basin. This allows the operator the ability to fine
tune the rate of flow actually delivered into the aeration basins.
Expanding the hydraulic capacity of the existing plant would require that facilities
be upgraded to meet state requirements for reliability. Therefore, this evaluation of
possible expansion will include providing dual aeration basins, dual clarifiers, etc.,
which would not be necessary if an expansion in capacity was not proposed.
If the capacity of the existing plant is expanded, the effluents from the proposed
dual clarifiers would be combined into a single effluent chlorine contact chamber
(with dual, multiple tube tablet chlorinators) followed by a single effluent
dechlorination chamber (with dual, multiple tube tablet dechlorinators.)
Effluent flow measurement would be provided by installing a V-notch weir and,
recording flow meter prior to discharge into the existing effluent pump station
which conveys the final treated effluent into the existing discharge point into the
Pigeon River.
The existing facilities have no standby or auxiliary power source. Whereas the
proposed modifications and improvements would include an expansion of
hydraulic capacity and since the discharge is into Class WS-III, Trout waters, if the
conclusion is to expand the current treatment capacity, the project would include
providing a standby generator with automatic switching system.

_J
An estimate of the costs for the continuation of this alternative and the proposed
modifications and expansion of capacity is included in Appendix A for comparison,
4.04: Combination of Alternatives
Alternatives to discharge that may be technologically feasible, such as connection
to the nearest public sewer, subsurface disposal and/or surface irrigation, could
not be employed in conjunction with the current method of disposal (surface water
discharge) and yield any reduction in capital expenditures. The evaluation of
alternatives shows that these alternatives are clearly not viable due to the
overwhelming magnitude of associated cost.
Combining one of these alternatives while continuing the existing discharge, yields
modest reduction in the cost for non -discharge alternatives alone but merely
increases the overall costs. There would be no overall reduction in capital costs
and the operating costs for combining surface discharge with either of the other
alternatives would be greater than for any single alternative that might be selected.
In short, whereas the conclusion that continued surface discharge is the only
viable option due to the overwhelming differential in capital and operating- costs,
any addition of an additional alternative would merely make the cost differential
worse.
This is demonstrated in the cost analysis of the alternatives where Alternative 4. is
an analysis of what the cost would be incurred if a combination of relying on the
continued discharge at 25,000 GPD were combined with the next lowest cost
- alternative of subsurface disposal for the remaining 25,000 GPD of the total
possible expansion design flow (50,000 GPD.)
As evidenced by the economic'analysis, the results reaffirm that this is not an
economically practical alternative.
Section 5: Summary.and Conclusions:
JAs can be seen from a comparison of the net present value of the various
alternatives, there is a wide difference between the cost estimate of the option of
continuing discharge and options to increase wastewater treatment capacity while
eliminating the existing discharge.
r
With respect to considering the possibility of expanding the existing wastewater
treatment capacity, compared to the cost of the next most cost effective and
reliable ,alternative (Combined wastewater discharge and subsurface disposal) the
estimated Net Present Value is approximately 245 % greater. This represents a .
difference of $1,111,643.

12
In light of the financial impracticality, it is not necessary to further pursue whether
connection is politically acceptable to the POTW, or whether land based disposal
options are workable.
By far, the. most practical and cost effective alternative for possibly expanding the
current wastewater treatment capacity is modifications and improvements of the
existing facilities and the continued discharge to surface waters.
However, as discussed in the Introduction, after evaluating the costs of the various
alternatives for expanding wastewater treatment capacity, and upon recognizing
that there are no viable options for expanding the Silver Bluff Village nursing
facilities, it has been concluded that expansion of treatment capacity will not be
pursued.
I The conclusion of this evaluation process is that Silver Bluff .will not pursue .
_.� expansion but will focus on making improvements and modifications to the existing
facilities at their current 25,000 permitted treatment capacity. These improvements
and modifications are intended for the purpose of alleviating existing deficiencies
and increasing the capabilities for improved treatment performance.
Section 6: Proposed Wastewater Treatment Facilities
As discussed in the Introduction of this report, the first phase of this evaluation
�I was an assessment of -possible alternatives for improving and expanding the
current wastewater treatment capacity. This was done as a part of assessing the
overall potential for growth and future development of Silver Bluff. After reviewing
the alternatives for expansion of treatment capacity, as detailed within this report,
- ! and after evaluating the true potential for expansion and growth of the Silver Bluff
nursing facilities, it has been concluded that Silver Bluff will not be seeking to
expand their existing wastewater treatment capacity.
Based on the findings of this evaluation, it has been concluded that the most
economical and practical alternative is to continue discharge to surface waters at
current permitted treatment capacity. (25,000 gpd.) Recognizing this conclusion, a
proposed plan for modifying and improving the existing wastewater treatment
facilities has been developed. This will involve the following:
J
1. Installing a used/refurbished package wastewater treatment plant that will
be used to provide influent flow equalization (Total EQ volume = 6,727
gallons) and increased sludge holding/digestion (Total sludge digestion =
6,247 gallons.)
2. Removal of portions of a wall now dividing the existing aeration basin from
the existing sludge holding tank. This will effectively increase the size of the
aeration basin from the current 25,000 gallons to 27,562 gallons, thus
giving some additional buffer and detention capacity.
Ti

13
3. Installing a new influent bar screen and solids grinding facilities ("Muffin
Monster")
4. Installing a new influent chemical feed system to allow for the flexibility to
neutralize any incoming high chlorine strength wastes.
More specific details of the proposed design for improvements and modifications
to the existing wastewater.treatment facility, with no expansion beyond the current
25,000 gpd capacity, and the estimated costs are included in Appendix L. A
schematic flow diagram showing the proposed configuration of this selected
alternative.is included in Appendix H.

15
1A. Surface Water Discharge at 50,000 GPD Flow Rate:
(Using a refurbished used package VW11TP)
See Appendix K - Preliminary Engineering Design,
for a detailed description of the
preliminary design. The cost estimates below are
a budgetary estimate based on the best
information available at this time in developing
a preliminary design. Until a final design is
actually prepared, it should be understood that
this estimate may vary substantially from
the final cost of actual construction.
Capital Cost:
Item: Quantity:
Unit Cost:
Cost:
Electrical 1
LS
$ 15,000
Fencing 1
LS
10,000
Handrail & grating 1
LS
20,000
Concrete foundation 1
LS
50,000
Transportation/delivery 1
LS
7,000
Used. Package Extended 1
ea.
60,000
Aeration WWTP w/ C12
Contact basin
Crane (lifting and 1
LS
5,000
placement)
New Dual EQ basin pumps 1
LS
15,000
And controls
New Influent Bar Screen 1
LS
15,000
And Solids Grinding
(Muffin Monster)
New Dual Blowers 1
LS
18,000 -
& Control Panel
New Air lines, diffusers, 1
LS
15,000
Air lifts and skimmers
Cleaning and coating of 1
LS
40;000
Tanks

W
New influent chemical feed 1
New dechlorine contact 1
Basin
-Four (4) New tablet CL2
And dechlorine feeders 1
Used Effluent Flow Meter 1
Grading 1
Misc. Plumbing 1
Auxiliary Generator 1
w/ switchgear
Misc. and Labor 1
Engineering Design 10 %
Engineering Construction 5 %
Progress Inspection Services
LS 3,000
LS 5,000
LS
2,000
LS
1,500
LS
15,000
LS
10,000
LS
15,000
LS
50.000
Sub -total
$ 371;500
37-200
18,600
Total Capital Cost = $ 427,300
Operation & Maintenance Cost
(Present Value, 20 year life, 5.875% interest):
Contract operations services = $ 1,500/mo. _ $ 18,000/yr
Chemical cost = $ 300/mo. = $ 3,600/yr
Electrical Cost = $ 800/mo = $ 9,600/yr
Total annual O & M costs = $ 31,200
PV Annual.Cost-- _ $ 361,521
Total Net Present Value = $ 788,821

17
1B. Surface Water Discharge at 50,000 GPD Flow Rate:
(Using a new package WWTP)
See Appendix K - Preliminary Engineering Design, for a detailed description of the
preliminary design. The cost estimates below are a budgetary estimate based on the best
information available at this time"in developing a preliminary design. Until a final design is
actually prepared, it should be understood that this estimate may vary substantially. from
the final cost of actual construction. _
Capital Cost:
Item: Quanti : Unit Cost: Cost:
Electrical 1 LS $ 15,000
Fencing 1 LS 10,000
Handrail & grating 1 LS 5,000
Concrete foundation 1 LS 50,000
Transportation/delivery 1 LS 10,000
New, Dual train package WWTP LS 308,400
w/ dual aeration basins (25,000 gal. ea.),
dual clarifiers (4,765 gal. ea.), dual chlorine
contact chambers (1,042 gal. ea.), dual
dechlorine contact chambers (10 gal. ea.),
dual blowers, controls, walkways, handrails,
and grating (Note: Quote received from
Pollution Control Systems, Inc.)
Crane (lifting and 1
LS
5,000
placement)
New Dual EQ basin pumps 1
LS
15,000
And controls
New Influent Bar Screen -1
-LS
15,000
And Solids Grinding
(Muffin Monster)
New EQ Basin Blowers 1
LS
10,000
& Control Panel
New Air lines and diffusers 1
LS
8.,000

18
(For EQ Basin)
New influent chemical feed.1
Used Effluent Flow Meter 1
Grading 1
Misc. Plumbing 1
Auxiliary Generator 1
w/ switchgear
Misc. and Labor 1
Engineering Design 10 %
Engineering Construction 5 %
Progress Inspection Services
LS
3,000
LS
1,500
LS
15,000
LS
10,000
LS'
15,000
LS 50,000
Sub -total = $ 545,900
54,600
27,300
Total Capital Cost = $ 627,800
Operation & Maintenance Cost
(Present Value, 20 year life, 5.875%
interest):
Contract operations services = $
1,500/mo. _ $ 18,000/yr
Chemical cost = $ 300/mo. _
$ 3,600/yr
Electrical Cost = $ 800/mo =
$ 9,600/yr
Total annual O & M costs =
$ 31,200
PV Annual Cost = $ 361,521
Total Net Present Value = $ 989,321

19
f 2. Connection to nearest available-POTW Sewer System at 50,000 GPD Flow Rate:
Install, new lift station to collect discharge and convey by force main along existing high
way right of way to junction with existing municipal sewer.
Distance = approx. 22,500 LF
Begin elev. = approx. 2650.0
Highest elev. = approx. 2885.0
Lowest elev. = approx. 2600.0
Lift station Design Avg. flow = 50,000 gpd = 34.7 gpm
Peak flow = 2.5 x 34.7 gpm = 86.8 gpm
_ Pump Design
I' Use 4" Sch. 40 PVC, approx. 22,5001-F
-} FH @ 86.8 gpm = 0.50 ft/100 ft = . 112.5 ft.
SH = 225 ft (approx.)
Use TDH = 350 ft.
Because of the extreme distance and terrain elevation, the resulting TDH
would necessitate unreasonably large pumps for such an application.
Therefore this evaluation will assume that there world be two pump stations
.installed. One at the existing WWTP and a second between the first lift
-' station and the connection to the existing sewer. The pump stations would
still require rather substantial pumps such as ABS Model AFP 1048 with 20
HP motors.
Capital Cost:
Item: Quantity: Unit Cost: Cost:
j 4" force main sewer 22,500 LF. $ 25 $ 562,500
Rock excavation 500 CY $ 100 $ 50,000
Air release 6 Ea. $ 2,500 $ 15,000
i
Pump Stations 2 Ea $ 95,000 $ 190,000
(w/ auxiliary power)
Manholes 2 Ea $ 2,500 $ 5,000
Tap Fee 1 Ea. $ 3,000 $ 3,000
Wastewater Capacity Use Fee 1 Ea. $ 3,000 $ 3,000

20
Road Crossings
Creek Crossings
Metering Station
Tie to exist. MH .
Erosion control
Clearing (approx..5 acre)
Surveying
Electrical
Legal
14 Ea
2 Ea
1 Ea.
1 Ea
LS
0.5 acre
5 days
LS .
LS
Engineering Design 10 %
Engineering Construction 3 %
Progress Inspection Services
Operation & Maintenance Cost:
Local government sewer fee
Annual sewer charges . _
$ 4,000
$ 5,000
$ 30,000
$ 2,000
$ 25,000
$, 7,000
$ 1,500
$ 25,000
$ 10,000
Sub -total
56,000
10,000
30,000
2,000
25,000
3, 000
7,500
25,000
10,000
997,000
99,700
29,900
Total Capital Cost = $ 1,126,600
_ $ 3.44/1000 Gallons
$ 3.44/1000 Gal x 50,000 gpd x 365 day/yr
$ 62,780
Annual electrical charges = $ 1,400/month X 12 mo/yr = $ 16,800
Annual repair and .maintenance = $ 300/mo. X 12 mo/yr = $ 3,600
Total annual costs = $ 83,180
(Present Value, 20 year life, 5.875% interest)
Present Value Annual Cost = $. 963,823
Total Net Present Value = $ 2,090,423

21
3. Land Based Disposal:
3A. Subsurface Disposal at 50,000 GPD Flow Rate:
-' Based on the soil survey information, discussion with the local health department and the
engineers field observations, the soils in this area appear to be severely limited as a
medium for subsurface disposal. In the event that it was found to be apparently a cost
�l effective alternative, an in depth site specific soil investigation would need to be done to
7 confirm that the soils could in fact be used. However, for the purpose of comparing the
potential alternatives within the scope of this evaluation, it will be assumed that a typical
low design loading rate would be workable. Therefore, it will be assumed that a loading
rate of 0.30 gpd/sq. ft. is acceptable.
Therefore, based on the design flow, the area required for subsurface disposal is:
50,000 gpd / 0.30 gpd/sq. ft. = 166,667 SF
Whereas it is required to maintain an equal size area as.a reserve for future repair, the
total required area is 333,334 SF. Assuming a roughly rectangular field (400 ft x 833 ft.
for the initial drain field plus repair and in order to maintain the required buffers to
property lines, etc.), the minimum estimated land required is 470,000 SF or 10.7 acres.
The properties already owned by Silver Bluff Village have .numerous existing buildings
and there are plans for future growth in existing vacant areas. There is also an existing
well on site, and a proposed new well -to be installed. As a consequence of this, there are
no areas available for consideration that are currently owned by Silver Bluff Village.
Hence, any consideration for subsurface disposal must be based on the possibility of
acquiring areas of sufficient size off site.
Capital Cost:
Item:
Quantity:
Unit Cost:
Cost:
4" sewer drain in T trenches
55,556 LF
$ 18
$
1,000,008
Site Clearing
11 acre
$ 6,500
$
71,500
Land
11 acres
$ 25,000
$
275,000
Septic Tanks
t50,000 Gal.
$ 2
$
100,000
Y FM
1,500 LF
$ 20
$
30,000
Pump Station
1 Ea_
$ 40,000
$
40,000
Surveying
5 days
$ 1,500
$
6,500
Soils Investigation
3 day
$ 1,500
$
4,500
Phase I Environmental Site Assessment LS
$ 3,000
$
3,000
Erosion control
LS
$ 10,000
$
10,000
Electrical
LS
$ 10,000
$
10,000
Legal
LS
$ 5,000
$
5,000

22
Sub -total
Engineering 10 %
Engineering Construction 3
Progress Inspection Services
Total Capital Cost
$ 1,555,508
155,555
46,665
$ 1,757,728
Operation & Maintenance Cost (Present Value, 20 year life, 5.875 % interest):
Annual Cost
O &. M of drain field,
Contract operations services = $ 1,500/mo. _ $ 18;000/yr
Annual electrical charges = $ 200/month X 12 mo/yr = $ 2,400/yr
Annual septage pumping = $ 1,000/yr
Total Annual Cost = $ 21,400
PV Annual Cost = $ 247,966
Total Net Present Value = $ 2,005,694

23
313. Surface Irrigation at 50,000 GPD Flow Rate:
-r Surface irrigation preliminary design is based on an assumed allowable application rate
of 0.75 " per week and a required storage basin for 60 days design flow. Based on the
design flow of 50,000 gpd, this results in an estimated disposal area of 17.2 acres.
- Allowing a recommended 50% repair area, the required total area is 25.8 acres.
Assuming a roughly rectangular field (1,000 ft x 1,124 ft. for the initial spray field plus
repair and in order to maintain the required 150 foot buffer to property lines), the
minimum estimated land required is approximately 42.5 acres.
_ Surface irrigation requires prior treatment to reduce raw wastewater constituents to levels
acceptable for surface application. Therefore, the costs estimated in Alternative 1. for
_ improving and expanding the existing wastewater treatment facilities are included in the
estimate of the costs for surface application.
Capital Cost:
Item:
Quantity: Unit Cost: Cost:
3,000,000 gal. storage basin
(1)
$
580,250
Surface irrigation system
750,000 SF
$ 0.35
$
262,500
Monitoring wells
6 ea
$ 4,000
$
24,000
Land
42.5 acres
$ 25,000
$
1,062,500
Fencing
4,500 LF
$ 6.00
$
27,000
3" FM
3,500 LF
$ 20
$
' 70,000
Manholes
1 Ea
$ 2,000
$
2,000
Pump Station
1 Ea
$ 75,000
$
75,000
Surveying
5 days
$ 1,500
$
7,500
Soils Investigation
4 days
$ 1,500
$
6,000
Phase I Environmental Site Assessment LS
$ 3,000
$
3,000
Erosion control
LS
$ 10,000
$
10,000
Easement/Right of Way
2,000 LF
$ 10
$
20,000
Clearing (approx. 20 acre)
20 acre
$ 6,500
$
130,000
Electrical
LS
$ 15,000
$
5,000
Legal
LS
$ 5,000
$
5,000
Sub -total $ 2,289,750
Engineering 10 % 228,970
Engineering Construction 3 % 68,690
Progress Inspection Services

24
Upgrade/Modify Exist. WWTP (See cost estimate for Option 1.)
Total Capital Cost =
(1) Storage:
Excavation 18,600_cu. Yds. @ $ 6.00/yd = $ 111,600
Compaction and Lining 133,900 SF @ $ 3.50/SF = $ 468,650
Sub -total = $ 580,250
Operation & Maintenance Cost
(Present Value, 20 year life, 8% interest):
Annual Cost
0 & M of spray field,
Contract operations services = $ 1,750/mo. _ $ 21,000/yr
(Includes operation of spray irrigation system)
Annual electrical charges = $ 500/month = $.6,000/yr
0 & M of WWTP (Pretreatment prior to spray irrigation)
Chemical cost = $ 300/mo. _ $ 3,600/yr
Electrical Cost = $ 800/mo = $ 9,600/yr,
Total Annual Cost = $ 40,200
PV Annual Cost = $ 465,805
Total Net Present Value = $ 3,480,515
$ 427,300
$ 3,014,710

f 25
4. Combination of Alternatives at 50,000 GPD Flow Rate:
Combining making improvements and modifications to existing WWTP to allow continued
. discharge at 25,000 gpd and using subsurface disposal (the next most cost effective
alternative) for the remaining increase of 25,000 gpd.
4A. Surface Water Discharge at 25,000 GPD Flow Rate:
(Using a refurbished used package WWTP)
Note: Regardless of whether the design flow is 25,000 gpd or 50,000 gpd, the cost
estimate for upgrading and improving the existing package wastewater treatment facility
is practically the same. The most economical plan is to take advantage of the availability
of the used, refurbished dual train, 50,000 gpd package WWTP. This is less costly than a
new, 25,000 gpd WWTP.
Regardless of what design flow would be used, significant modifications to the existing
wastewater treatment facilities are needed. At the, bare minimum this would include
providing influent flow equalization and increased sludge digestion capacity. This can be
accomplished by either modifying the existing package WWTP for these purposes or
providing new, flow equalization and sludge digestion facilities. The net effect is the
same and the costs would be virtually the same. In short, regardless of what the design
flow is (25,000 gpd or 50,000 gpd) either new flow equalization facilities and new sludge
digestion facilities will have to be provided or a new package WWTP must be provided.
The costs of new sludge digestion facilities or the cost of a new package WWTP are
basically the same and, again, this would exceed the cost of the available, used,
refurbished 50,000 gpd package WWTP. In addition to being less costly, the 50,000 gpd
package WWTP also will provide the much desired benefits of dual train reliability.
Specifically, a new 25,000 gpd package WWTP is more expensive than using the
available used/refurbished 50,000 gpd package WWTP and would. not provide the
benefits and increased reliability of the larger, dual train facility.
The following cost estimate for the 50,000 gpd WWTP has been adjusted to take in to
account some very minor differences in costs that might be realized if the design flow
was kept at 25,000 gpd.
Capital Cost:
Item: Quantity: Unit Cost: Cost:
Electrical 1 LS $ 12,000
Fencing 1 LS 10,000
Handrail & grating 1 LS 20,000

26
Concrete foundation
1
LS
50,000
Transportation/delivery
1
LS
7,000
Used Package Extended
1
ea.
60,000
Aeration VWVfP w/ C12
Contact basin
Crane (lifting and
1
LS
5,000
placement)
New Dual EQ basin pumps 1
LS
15,000
And controls
New Influent Bar Screen
1
LS
15,000
And Solids Grinding
(Muffin Monster)
New Dual Blowers
1
LS
15,000
& Control Panel
New Airlines, diffusers,
1
LS
15,000
Air lifts and skimmers
Cleaning and coating of
1
LS
40,000
Tanks
New influent chemical feed 1
LS
3000
New dechlorine contact
1
LS
5,000
Basin
Two (2) New tablet CL2
And dechlorine feeders
1
LS
1,000
Used Effluent Flow Meter
1
LS
1,500
Grading
1
LS
15,000
Misc. Plumbing
1
LS
10,000
Auxiliary Generator
1
LS
15,000
w/ switchgear, .
Misc. and Labor
1
LS
50,000

27
Engineering Design 10 %
Engineering Construction 5 %
Progress Inspection Services
Sub -total = $ 364,500
Total Capital Cost =
Operation & Maintenance Cost
(Present Value, 20 year life, 56875% interest):
Contract operations services = $ 1,500/mo. _ $ 18,000/yr
Chemical cost = $ 200/mo. = $ 2,400/yr
Electrical Cost = $ 600/mo = $ 7,200/yr
Total annual O & M costs = $ 27,600
PV Annual Cost = $ 319,807
Total Net Present Value 4A. (25,000 VWUTP) _ $ 739,007
413. Subsurface Disposal:
36,500
18,200
$ 419,200
Based on the soil survey information, discussion_with the local health department and the
engineers field observations, the soils in this area appear to be severely limited as a
medium for subsurface disposal. In the event that it was found to be apparently a cost
effective alternative, an in depth site specific soil investigation would need to be done to
confirm that the soils could in fact be used. However, for the purpose of comparing the
potential alternatives within the scope of this evaluation, it will be assumed that a typical
low design loading rate would be workable. Therefore, it will be assumed that a loading
rate of 0.30 gpd/sq. ft. is acceptable.
Therefore, based on the .design flow, the area required for subsurface disposal is:
25,000 gpd / 0.30 gpd/sq. ft. = 83,333 SF
Whereas it is -required to maintain an equal size area as a reserve for future repair, the
total required area is 166,667 SF. Assuming a roughly rectangular field (410 ft x 410 ft.
for the initial drain field plus repair and in order to maintain the required buffers to
property lines, etc.), the minimum estimated land required is 260,100 SF or 6 acres.
k The properties already owned by Silver Bluff Village have numerous existing buildings
and there are plans for future growth in existing vacant areas. There is also an existing
I

2s
well on site, and a proposed new well to be installed. As a consequence of this, there are
no areas available for consideration that are currently owned by Silver Bluff Village.
Hence, any consideration for subsurface disposal must be based on the
possibility of
acquiring areas of sufficient size off site.
Capital Cost:
Item: Quantity:
Unit Cost:
Cost:
4" sewer drain in T trenches 27,778 LF
$ 18
— $
500,004
Site Clearing .6 acre
$ 6,500
$
39,000
Land 6 acres
$ 25,000
$
150,,000
Septic Tanks 25,000 Gal.
$ 2
$
50,000
3" FM 1,000 LF
$ 20
$
20,000
Pump Station 1 Ea
$ 30,000
$
30,000
Surveying 3 days
$ 1,500
$
4,500
Soils Investigation 2 day
$ 1,500
$
3,000
Phase I Environmental Site Assessment LS
$ 3,000
$
3,000
Erosion control LS
$ 5,000
$
5,000
Electrical LS
$ 7,000
$
7,000
Legal LS
$ 3,000
$
3,000
Sub -total
$
814,504
Engineering
Engineering Construction
Progress Inspection Services
10%
3%
Total Capital Cost
81,504
24,435
$ 920,443
Operation & Maintenance Cost (Present Value, 20 year life, 5.875 % interest):
Annual Cost
O & M of drain field,
Contract operations services = $ 1,500/mo. _ $ 18,000/yr
f -
Annual electrical charges = $ 175/month X 12 mo/yr =
Annual septage pumping = $ 700/yr
$ 2,100/yr

I
Total Annual Cost = $ 20,800
PV Annual Cost = $ 241,014
29
Total Net Present Value 4B. _ $ 1,161,457
Total Net Present Value of Alternative 4. (Combined Discharge and Subsurface Disposal)
Total NPV = $ 1,900,464

30
Appendix B
USGS Location Map and Aerial Photo

,.� f �r 3' �+ t s•
. II .y r F��. .ir I �r ,Y � r,:�sx.'� d•�'�� Y'�OM { •-
�,?,'?Y'-� `� JyI - �.:iC3+r .'1q• • lid: ^f flL-yli`� {' �� C,
`S� � �. +, .�; 1.k-rJ,rtt• j' ; `�_�ja ��t S'' �� +.. 'L Yt���•. �d.� M�. .+; � __ _ pj/
�'x^sy.ke�ek -. �' �axr xa{� .y4. 11 � 1_C� "7(i � 7 � C? .Y■ I.~� r �� � - 4
��� f3 try �+i." `,��' �.,.q �3 � r.T r�!j �� ���, � � � 4�",; ,d"';�'t• s: �,s.,-..Jd�, -y'.i -,1 i • .} - '
qyu 9 � b� -;f.i � � fq �f.,�'�•i `�� � ■.., {n q� rii -�t. bf� ' ,�
,
61 Do
LAW-
mn
ql
gv
07
MAY—
,,�i�• r �-,-,,T�� -} �,:�. � ems'` �.�.�_ � -
). -t- ""1116
r �
e. ri c l '
,
Gi i

Silver Bluff Village
USGS Location Map -
Canton, N.C. Scale: V = 650'
North
Horizon Engineering & Consulting, Inc.
2510 Walker Road
Mt. Pleasant, N.C. 28124 December 8, 2008

31
Appendix C
Possible Route for Connection to POTW

'�'�m
ly
�r
ram.
1 �„ii
�
ti •� 1 -
-
A
PI
r
l
i r Prop. Connection to POTW
r� vi.. 'r
�~7 !9 � zk.•�1
p. Force Main
Silver Bluff WWTP
North
Silver Bluff Village Horizon En_gineerin_a & Consultin_a, Inc.
Possible Route for Connection to POTW 2510 Walker Road
Mt. Pleasant, N.C. 28124 December 8, 2008
Canton, N.C. Scale:.75" = one mile

32
Appendix D
Possible Location for Subsurface Land Disposal

�r
A
Mi
F'eRMY
`[�> � r.3+�' ,. „� � N r �•� , � Fes,
r
7
g'—'�(arl`
.gat !iv `G,}
/fin+'f�, "�4',l�p�, - • x: < r "4t 0111,
J
°fi�ut
�f�£agtd3„�at` u'r^.'�'' r Trx •. �� _ x "3.{ d`�1,� 4.
S R
` h x
U H
IN
tit f4 :9 A�'!+8�tr�Ak a
r dr, ' "r. Q) '! c +5 - "�4k +cvr`+')`kj��;!'}3
ii 'Ai
�cyaE; y��•�•rn`', ''r�9io� 31
W.
—S'�� ��"` i� 3 3, k� �1y °'�fiUa'``'Jr.7 2L....'i�.;t H 7•ii 2•xtl1 S �?:;�%'dt x i§t �:
ph)'''gg'i i4r
g,fYT
1R'§>4�ys� i Vie. a a n
wan
4 mY ti1-tt
SS—tr
tom'}}a�t�3=cri� a1t"•:�.5� ".��
NOW 4
y{N�r�.�'}�
^` ;= g Proposed Subsurface Disposal Field
r, *}
r ter, �+''`'
ILI
"^h+M tY��'4+y�'�tf46
) i .:-4rr� 1 71�n T�p'� A�t� •'i ' - A,. �' `^��
s-.�, .`s+.N ?`mot' •• �».a. , M1 +�
Sri 3-
'
-_
.��.peT„ 1 f0 2 �•S 5i�"5' N t d t9"r� q 71 „ti•O
Z
Rrage,rx ,�.� Exist. WWTP
r.F � {i,
IF
Mll
e�R.,,�;7{;7'�im�.xr:;';anti^!_`'Af.,�'!+t,'�'°es.,
Silver Bluff Village Horizon Engineering & Consulting, Inc.
Possible Location for Subsurface Disposal 2510 Walker Road
Mt. Pleasant, N.C. 28124 December 8, 2008
Canton, N.C. " Scale: 1" = 250'

33
Appendix E
Possible Location for Surface Land Disposal

Silver Bluff village Horizon Engineering & Consulting, Inc.
Possible Location for Surface Disposal 2510 Walker Road
Mt. Pleasant, N.C. 28124 December 8, 2008
Canton, N.C. Scale: 1" = 900'

34
Appendix F
SCS Soil Maps and Soil Descriptions

35° 28' 35"
35.28' 36"
Map Scale: 1:5,280 if printed on A size (8.5" x 11 ") sheet.IN
'
N Meters
0 50 100 200 300 m
Feet
0 250 500 1,000 11500
USDA' Natural Resources Web Soil Survey 2.1 12/7/2008
IWO Conservation. Service National Cooperative Soil Survey Page 1 of 3 .
00 - 329200 329300 329400 329500 '329600 329700 '329800 329900 330000 330100 330200 '330300
Ir
IItt uy
N f -� •�.�� '`-!�.' 'Sr f � yr�.} . .�it:,t'r` a 4 `ti. " n:'4.'! •r- ;, g !,� N
v�,
� % •' 3 f r rl alb '9 m tt''..?5 �.. "'J• I J' j ' f.'
o � � „ .p� 1'i .� i rr� I `�'} � \ k � � ga� �•f �� .�.. Ora 4 �;� �'f"y' _ .1, o
N x r ti I o a y i= sf l i' tips '
it ��''.' y t}' r II ,� I ��' ' ��"\� ✓ ,I - ,y1r't{ . r. 4 r+l �� ry ° FrALAw
�r
{• iIL 1t - J f J -. I'1f � �r'�.Jl . R'if .� $8 , y.,1F',_ °A.W
a �!� i( •,. ' � J R- .:` � i J e 9 � ,MI � 4 � t -,}y�4 �`• t I • r• -'" I• - � � L o
t '
0
, � 4
w
T —
r� :.�.,. .� 4; --.-�--•.•, ---�--�".--,�- .yam
r r.
� I "�� � t 1 ham,+ a Z�i ' � J ;'�' -- � •�.: "�� `� ,�
JJ'• ,y(i � yid 1�KI
j y, �`:-..'� �,•v. �. . iyti •tM�:� r'• I � r t��' , `.
v
41*
? ! � � ,�{ a}.Ry�{ � y ,, 't - 1�' _ 1 �`r. ■ Nan '{ �
�I. It '�,�� ���� � �,'� �..,. .�-. * _ § •'�' s
329200 .329300 3294n0 32Q6nn 32QRnn 32Q7nn '129Ann 3299nn annnnn 39nlnn 33n2nn 33n3nn

Soil Map -Haywood County Area, North Carolina
(Silver Bluff 3)
MAP LEGEND
MAP INFORMATION
Area of Interest (AOI)
M
Very Stony Spot
Map Scale: 1:5,280 if printed on A size (8.5" x 11") sheet.
Area of Interest (AOI)
Wet Spot
The soil surveys that comprise your AOI were mapped at 1:12,000.
Soils
l
Other
Please rely on the bar scale on each map sheet for accurate map
Soil Map Units
measurements.
Special Line Features
Special
Point Features
h rJ,,
J'
Gully
Source of Map: Natural Resources Conservation Service
r.a
Blowout
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
° `
Short Steep Slope
Coordinate System: UTM Zone 17N NAD83
®
Borrow Pit
Other
This product is generated from the USDA-NRCS certified data as of
.X.
Clay Spot
Political Features
the version date(s) listed below.
}
Closed Depression
Q
Cities
Soil. Survey Area: Haywood County Area, North Carolina
Gravel Pit
Water Features
Survey Area Data: Version 8, Feb 20, 2008
Gravelly Spot
oceans
Date(s) aerial images were photographed: 9/15/2006
@
Landfill
Streams and Canals
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
f�
Lava Flow
Transportation
imagery displayed on these maps. As a result, some minor shifting
,�
Marsh or swamp
�+
Rails
of map unit boundaries may be evident.
R
Mine or Quarry
Interstate Highways
p
Miscellaneous Water
rw
US Routes
p.
Perennial Water
r
Major Roads
v
Rock Outcrop
Local Roads
+
Saline Spot
Sandy Spot
Severely Eroded Spot
0'
Sinkhole
Slide or Slip
ff
Sodic Spot
Spoil Area
t?
Stony Spot
USDA Natural Resources Web Soil Survey 2.1 12/7/2008
"dn Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map=Haywood County Area, North Carolina ,Silver Bluff 3
I
Map Unit Legend
r Haywood County Area,,Nok Carolina<(NC606) :.
Map Ur it Symbol
` Map Unrt,Name
4cres:in AO1
Percent df.:AOI
BkB2
Braddock clay loam, 2 to 8 percent slopes, eroded
22.4
14.4%
BkC2
Braddock clay loam, 8 to 15 percent slopes, eroded
0.4
0.2%
BoD2
Braddock clay loam, 15 to 30 percent slopes,
eroded, stony
7.9
5.1%
EvD
Evard-Cowee complex, 15 to 30 percent slopes
46.2
29.7%
EvE
Evard-Cowee complex, 30 to 50 percent slopes
7.8
5.061.
FnE2
Fannin loam, 30 to 50 percent slopes, eroded
8.3
5.3%
HaC2
Hayesville clay loam, 8 to 15 percent slopes, eroded
17.4
11.2%
HaD2
Hayesville clay loam, 15 to 30 percent slopes,
eroded
0.1
0.0%
RoA
Rosman fine sandy loam, 0 to 2 percent slopes,
occasionally flooded
12.1
7.8%
SCB
Saunook loam, 2 to 8 percent slopes
17.9
11.5%
TrE
Trimont gravelly loam, 30 to 50 percent slopes, stony
11.1
7.1 %
W
Water
3.9
2.5%
Totals for Area of Interest
165.4
100.0%
11
I
Natural Resources Web Soil Survey 2.1 12/7/2008
Conservation Service National Cooperative Soil Survey Page 3 of 3

Sewage Disposal —Haywood County Area, North Carolina
Silver Bluff 3
Sewage Disposal
This table shows the degree and kind of soil limitations that affect septic tank
absorption fields and sewage lagoons. The ratings are both verbal and numerical.
Rating class terms indicate the extent to which the soils are limited by all of the soil
features that affect these uses. Not limited indicates that the soil has features that
are very favorable for the specified use. Good performance and very low
maintenance can be expected. Somewhat limited indicates that the soil has
features that are moderately favorable for the specified use. The limitations can be
overcome or minimized by special planning, design, or installation. Fair
performance and moderate maintenance can be expected. Very limited indicates
that the soil has one or more features that are unfavorable for the specified use.
The limitations generally cannot be overcome without major soil reclamation,
special design, or expensive installation procedures. Poor performance and high
maintenance can be expected.
Numerical ratings in the table indicate the severity of individual limitations. The
ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate
gradations between the point at which a soil feature has the greatest negative
impact on the use (1.00) and the point at which the soil feature is not a limitation
(0.00).
Septic tank absorption fields are areas in which effluent from a septic tank is
distributed into the soil through subsurface tiles or perforated pipe. Only that part
of the soil between depths of 24 and 72 inches or between a depth of 24 inches
and a restrictive layer is evaluated. The ratings are based on the soil properties that
affect absorption of the effluent, construction and maintenance of the system, and
public health. Saturated hydraulic conductivity (Ksat), depth to a water table,
ponding, depth to bedrock -or a cemented pan, and flooding affect absorption of the
effluent. Stones and boulders, ice, and bedrock or a cemented pan interfere with
installation. Subsidence interferes with installation and maintenance. Excessive
slope may cause lateral seepage and surfacing of the effluent in downslope areas.
—� Some soils are underlain by loose sand and gravel or fractured bedrock at a depth
of less than 4 feet below the distribution lines. In these soils the absorption field
may not adequately filter the effluent, particularly when the system is new. As a
result, the ground water may become contaminated.
Sewage lagoons are shallow ponds constructed to hold sewage while aerobic
bacteria decompose the solid and liquid wastes. Lagoons should have a nearly
level floor surrounded by cut slopes or embankments of compacted soil. Nearly
impervious soil material for the lagoon floor and sides is required to minimize
seepage and contamination of ground water. Considered in the ratings are slope,
saturated hydraulic conductivity (Ksat), depth to a water table, ponding, depth to
bedrock or a cemented pan, flooding, large stones, and content of organic matter.
Saturated hydraulic conductivity (Ksat) is a critical property affecting the suitability
for sewage lagoons. Most porous .soils eventually become sealed when they are
used as sites for sewage -lagoons. Until sealing occurs, however, the hazard of
pollution is severe. Soils that have a Ksat rate of more than 14 micrometers per
second are too porous for the proper functioning of sewage lagoons. In these soils,
seepage of the effluent can result in contamination of the ground water. Ground-
water contamination is also a hazard if fractured bedrock is within a depth of 40
inches, if the water table is high enough to raise the level of sewage in the lagoon,
or if floodwater overtops the lagoon.
USDA Natural Resources Web Soil Survey 2.1 12/7/2008
aimConservation Service National Cooperative Soil Survey Page 1 of 4

Sewage Disposal —Haywood County Area, North Carolina
Silver Bluff 3
A high content of organic matter is detrimental to proper functioning of the lagoon
because it inhibits aerobic activity. Slope, bedrock, and cemented pans can cause
construction problems, and large stones can hinder compaction of the lagoon floor.
If the lagoon is to be uniformly deep throughout, the slope must be gentle enough
--- and the soil material must be thick enough over bedrock or a cemented pan to make
land smoothing practical.
Information in this table is intended for land use planning, for evaluating land use
alternatives, and for planning site investigations prior to design and construction.
The information, however, has limitations. For example, estimates and other data
generally apply only to that part of the soil between the surface and a depth of 5 to
7 feet. Because of the map scale, small areas of different soils may be included
within the mapped areas of a specific soil.
The information is not site specific and does not eliminate the need for onsite
investigation of the soils or for testing and analysis by personnel experienced in the
design and construction of engineering works.
Government ordinances and regulations that restrict certain land uses or impose
specific design criteria were not considered in preparing the information in this table.
Local ordinances and regulations should be considered in planning, in site
selection, and in design.
_- Report —Sewage Disposal
[The information in this table indicates the dominant soil condition but does not
eliminate the need for onsite investigation. The numbers in the value columns range
from 0.01 to 1.00. The larger the value, the greater the potential limitation. The table
shows only the top five limitations for any given soil. The soil may have additional
limitations]
f SSewage Disposal Haywood County Area, North Carolina
Y
Map,symbol and soil name � P c t of Sept c;tank absorption fields Sewage lagoons
`1 ; s ,, Rating class and=limiting Value' Rating class and limitingz Value
y r 7 .
x 3 features features
.t
BkB2—Braddock clay loam, 2
to 8 percent slopes, eroded
Braddock, moderately eroded
80
Very limited
Very limited
Seepage, bottom layer
1.00
Seepage
1.00
Slow water movement
0.50
Slope
0.68
BkC2—Braddock clay loam, 8
to 15 percent slopes, eroded
Braddock, moderately eroded
80
Very limited
Very limited
Seepage, bottom layer
1.00
Slope
1.00
Slope
0.63
Seepage
1.00
Slow water movement
0.50
USDA Natural Resources Web Soil Survey 2.1 12/7/2008
'ME Conservation Service National Cooperative Soil Survey Page 2 of 4

Sewage Disposal —Haywood County Area, North Carolina
Silver Bluff 3
z
SewageaDisposal SHaywootl County Area, North Carolina a
77
Map symbol and soil name:,
Pctwof
Septic tank absorption fields
Sewage'lagoons F
map unit
,
Rating class andrlimiting '
Value
Rating class and hmiting� '
Value
BoD2-Braddock clay loam,
15 to 30 percent slopes,
eroded, stony
Braddock, moderately eroded
85
Very limited
Very limited
Slope
1.00
Slope
1.00
Seepage, bottom layer
1.00
Seepage
1.00
Slow water movement
0.50
EvD—Evard-Cowee complex,
15 to 30 percent slopes
Evard, stony
55
Very limited
Very limited
Slope
1.00
Slope
1.00
Slow water movement
0.50
Seepage
0.50
Cowee stony
35
kVery limted z w
VeryJimited
,
t
...
s p'
4.
Depttt to�soft bedrock,
1 00
.� ,,�,
� ,.
a.
•m+r��iJ�y»7,-.;T £" �2 .ry _r'i
+ �i
�. �Y
t�
3,A 7 i✓ %" `"xC btY
Det to betl�ock
J} +
00
Y V jy �Y �i ��
Slo
'S'��x,.a� S
3r ,,+ -fii'Ey"rzx
.. h_
y �,
} w .. j',
3d6n'f 51 .:�, ,A,.fi'i2,'»"rKl..
EvE—Evard-Cowee complex,
30 to 50 percent slopes
Evard, stony
55
Very limited
Very limited
Slope
1.00
Slope _
1.00
Slow water movement
0.50
Seepage
0.50
Cowee stony
ti r 35
Uery limitetl.+ x �c�
Veryiimitedx
r
t
�s -
.;�
De th to soft bedrock-2 1i
p , v r.s>s... r,.•= ..) ""'-
...
Gb�100
®epthito bedrocks
Slope x �r
0.
x . ° w
'.,
K
. r..
'tv
a
t` n +'
X
Slow water movement 4
0 50z
Seepage lt�,r : u
0 50'-
S
u 4z
FnE2—Fannin loam, 30 to 50
percent slopes, eroded
Fannin
80
Very limited
Very limited
Slope
1.00
Slope
1.00
Slow water movement
0.50
Seepage
0.50
HaC2—Hayesville clay loam, 8
to 15.percent slopes, eroded
Hayesville, moderately
80
Very limited
Very limited
eroded
Seepage, bottom layer
1.00
Slope
1.00
Slope
0.63
Seepage
1.00
Slow water movement
0.50
u,SDAA Natural Resources
Conservation Service
Web Soil Survey2.1
National Cooperative Soil Survey
12/7/2008
Page 3 of 4

Silver Bluff 3
Sewage Disposal —Haywood County Area, North Carolina
,} Sewage Disposal -Haywood County -Area, North Carolina
'Map symi of and soil name°.
--
Pct' of
map unit
,Septic::tank;absorption fields
Sewageaagoons;
.._
Rating class and hmitmg
,1 + features
•.
Value
..
Rating class and hmrtmg
futures
- .:
Value
-
HaD2—Hayesville clay loam,
15 to 30 percent slopes,
eroded
Hayesville, moderately
eroded
80
Very limited
Very limited
Slope
1.00
Slope
1.00
Seepage, bottom layer
1.00
Seepage
1.00
Slow water movement
0.50
RoA—Rosman fine sandy
loam, 0 to 2 percent slopes,
occasionally flooded
Rosman, occasionally
flooded
80
Very limited
Very limited
Flooding
1.00
Flooding
1.00
Seepage, bottom layer
1.00
Seepage
1.00
Depth to saturated zone
0.94
Depth to saturated zone
0.40
ScB—Saunook loam, 2 to 8 -
percent slopes
Saunook
80
Somewhat limited
Somewhat limited
Slow water movement
0.50
Slope
0.68
Seepage
0.50
TrE—Trimont gravelly loam,
30 to 50 percent slopes,
stony
Trimont, stony
85
Very limited
Very limited
Slope
1.00
Slope
1.00
Slow water movement
0.50
Seepage
0.50
W—Water
Water
100
Not rated
Not rated
Data Source Information
Soil Survey Area: Haywood County Area, North Carolina
Survey Area Data: Version 8, Feb 20, 2008
USDA Natural Resources Web Soil Survey 2.1 _ 12/7/2008
Conservation Service National Cooperative Soil Survey Page 4 of 4

Engineering Properties —Haywood County Area, North Carolina
—1
I
Engineering Properties
This table gives -the engineering classifications and the range of engineering
properties for the layers of each soil in the surrey area.
Depth to the upper and lower boundaries of each layer is indicated.
Texture is given in the standard terms used by the U.S. Department of Agriculture.
These terms are defined according to percentages of sand, silt, and clay in the
fraction of the soil that is less than 2 millimeters in diameter. "Loam," for example,
is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent
sand. If the content of particles coarser than sand is 15 percent or more, an
appropriate modifier is added, for example, "gravelly."
Classification of the soils is determined according to the Unified soil classification
system (ASTM, 2005) and the system adopted by the American Association of
State Highway and Transportation Officials (AASHTO, 2004).
The Unified system classifies soils according to properties that affect their use as
n construction material. Soils are classified according to particle -size distribution of
the fraction less than 3 inches in diameter and according to plasticity index, liquid
_ limit, and organic matter content. Sandy and gravelly soils are identified as GW,
GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH,
and OH; and highly organic soils as PT. Soils exhibiting engineering properties of
two groups can have a dual classification, for example, CL-ML.
The AASHTO system classifies soils according to those properties that affect
roadway construction and maintenance. In this system, the fraction of a mineral soil
that is less than 3 inches in diameter is classified in one of seven groups from A-1
through A-7 on the basis of particle -size distribution, liquid limit, and plasticity index.
Soils in group A-1 are coarse grained and.low in content of fines (silt and clay). At
the other extreme, soils in group A-7 are fine grained. Highly organic soils are
classified in group A-8 on the basis of visual inspection.
_ If laboratory data are available, the A-1, A-2, and A-7 groups are further classified
as A-1-a, A-1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional
refinement, the suitability of a soil as subgrade material can be indicated by a group
index number. Group index numbers range from 0 for the best subgrade material
to 20 or higher for the poorest.
Rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter
are indicated as a percentage of the total soil on a dry -weight basis. The
percentages are estimates determined mainly by converting volume percentage in
the field to weight percentage.
Percentage (of soil particles) passing designated sieves is the percentage of the
soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves,
numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00,
0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests
of soils sampled in the survey area and in nearby areas and on estimates made in
the field.
Liquid limit and plasticity index (Atterberg limits) indicate the plasticity
characteristics of a soil. The estimates are based on test data from the survey area
or from nearby areas and on field examination.
Silver Bluff 3
USDA Natural Resources Web Soil Survey 2.1 12/7/2008
i� Conservation Service National Cooperative Soil Survey Page 1 of 8

r—i
Silver Bluff 3
Engineering Properties —Haywood County Area, North. Carolina
References:
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification
^( of soils for engineering purposes. ASTM Standard D2487-00.
Natural Resources Web Soil Survey 2.1 12/7/2008
Conservation Service National Cooperative Soil Survey Page 2 of 8

Engineering Properties —Haywood County Area, North Carolina
Report —Engineering Properties
Silver Bluff 3
2"
ie W County Area; North
qring, roppil""
_P
aO"'ufiIk*b-&;kfid&sdll
'""0 Atli
9 DA texture tk�, �1
gSif,
rag !nqR
g�p!eve number-4 ajb�oiissni
Jq APlasticl
uid"
t
'Y�
A7.'
index;.''
ni ie
:�j 0 3 10
4 "",260
Ind esmcFies
In
Pct
Pct
Pct
BkB2—Braddock clay
loam, 2 to 8 percent
slopes, eroded
Braddock, moderately
0-11
Clay loam
CL, SC
A-6,
0
0-5
80-100
61-100
52-98
40-78
35-52
18-28
eroded
A-7-6
1
11-57
Clay, clay loam, sandy
CL, GC,
A-7-6
0
0-12
86-100
65-100
55-100
44-88
43-64
25-40
clay, gravelly clay
SC, CH
.
57-80
Loam, gravelly sandy clay
SC, CL
A-6,
0
0-12
86-100
65-100
55-100
42-81
27-45
12-25
loam, sandy clay loam
A-7-6
BkC2—Braddock clay
loam, 8 to 15 percent
slopes, eroded
Braddock, moderately
0-11
Clay loam
CL, SC
A-6,
0
0-5
80-100
61-100
52-98
40-78
35-52
18-28
eroded
A-7-6
11-57
Clay, clay loam, sandy
GC, SC,
A-7-6
0
0-12
86-100
65-100
55-100
44-88
43-64
25-40
clay, gravelly clay
CH, CL
1
57-80
Loam, gravelly sandy clay
SC, CL
A-6,
0
0-12
86-100
65-100
55-100
� 42-81
27-45
12-25
loam, sandy clay loam
A-7-6
BoD2—Braddock clay
loam, 15 to 30 percent
slopes, eroded, stony
Braddock, moderately
E,
Clay loam
CL
A-6,
0
0-5
80-100
61-100
52-98
40-78
35-52
18-28
eroded
A-7-6
11-57
Clay, clay loam, sandy
SC, CH,
A-7-6
0
0-12
86-100
65-100
55-100
44-88
43-64
25-40
clay, gravelly clay
. CL, GC
57-80
Loam, gravelly sandy clay
CL, SC
A-6,
0
0-12
86-100
65-100
42-81
27-45
12-25
loam, sandy clay loam
A-7-6
USDA Natural Resources Web Soil Survey 2.1 12/7/2008
Conservation Service National Cooperative Soil Survey Page 3 of 8

Engineering Properties —Haywood County Area, North Carolina
Silver Bluff 3
Engineering Properties —Haywood Gou+nty Area; North Carolina -
�.
Map andsoil
Depth
USDA.texture
Classification
Eragmentse,
Percentage
passing s!eve number•—
Ligmd
Plasticity;
umtsymbdl
-
Unified - yAASHTO
` >10 . 3 10
' 4
10 40 200
_
s
inches inches
In
Pct
Pct
Pct
EvD—Evard-Cowee
complex, 15 to 30
percent slopes
I
-
Evard, stony
0-5
Gravelly loam
SC-SM,
A-4,
0-5
0-14
68-87
45-87
36-83
24-60
20-43
2-13
SM
A-2-4
5-29
Sandy clay loam, clay
CL, SC
A-2-6,
0
0-1
90-100
76-100
60-95
32-59
27-45
12-25
loam, loam
A-6,
A-7-6
29-37
Sandy loam, loam, sandy
SC-SM,
A-2-4,
0
0-5
82-100
59-100
43-81
22-45
22-32
7-13
clay loam
SC
A-4
37-80
Sandy loam, loam, loamy
SC-SM
A-2-4,
0
0-15
77-100
49-100
34-84
15-46
16-32
2-13
sand
A-4
Cowee'stony,
0 5
Gravvelly loam:
SM ML
A-2 4
0 5
0 13
78 96
50 96
41 90s_
28 ,66
231i3
4 13
s
4
s
SC SM
A 4
�
r
e
m
Gravelly sandy clayloam,t
SC'-
A-6 A 7
0 1 F
0 13 .:
71-92
37 76
29 72:
16 45
27; 45,
12 25
gravelly sandy loam
A 2 6
{
clay loam
Weathered bedrock
UNatural Resources Web Soil Survey 2.1 12/7/2008
Conservation Service National Cooperative Soil Survey Page 4 of 8

snomavnno County Area, North Carolina
Silver Bluff 3
eringi 0.
men s.
num
Pia 16
complex, 30 to 50
percent slopes
clay loam
SC
A-2-4
sand
A-4
FnE2—Fannin loam, 30 to
50 percent slopes,
eroded
sandy loam
A-5
u»oA Natural Resources . Web Soil evmov2.1 12r712008
29M '

Engineering county Area, North Carolina
1 � ' Silver Bluff »
rh
HaC2—Hayesville clay
loam, 8 to 15 percent
slopes, eroded
eroded
SC
A-7-6,
sandy clay loam
ML, SM
HaD2—Hayesville clay
loam, 15 to 30 percent
slopes, eroded
IVIL, CH
loam, loam
MH, ML
sandy clay loam
SC, CL
I
»su» Natural Resources Web Soil aunveyx.1 12nv2008
a�
Conservation Service National Cooperative Soil Survey Page oovn

Engineering County Area, North Carolina
Silver Bluff 3
ig
377
RoA—Rosman fine sandy
loam, 0 to 2 percent
slopes, occasionally
flooded
sandy loam
SM,
A-2-4
SM
ScB—Saunook loam, 2 to
8 percent slopes
clay loam
A-7-6
gravelly loam, fine
Natural Resources Web Soil Survey 2.1 1217/2008
Conservation Service National Cooperative Soil Survey Page rmo

Engineering Properties —Haywood County Area, North Carolina
Silver Bluff 3
i j, 'S' I I
iirp, P.
gin- avwd".1 n
M�g County
-tro
;Map
cl"
men
g,Percentage
g passing sieve -number
;Ligwd
Plasticity;;
'urt;symbol4hdt§6iL
"'b
, -limit,
index
nified AASHTO
-4u
W
I n ce
In
Pct
Pct
Pct
TrE—Trimont gravelly
loam, 30 to 50 percent
slopes, stony
Trimont, stony
0-9
Gravelly loam
SM, ML
A-2-4,
0-2
5-15
70-85
60-76
30-65
20-55
30-51
NP-10
A-4,
A-5,
A-1
9-45
Sandy clay loam, clay
CL,ML,
0
0-5
90-100
85-100
75-90
35-65
25-51
6-18
loam, loam
Sc, SM
�A-4,A-6,
A-7
45-80
Fine sandy loam, gravelly
SC-SM,
A-2-4,
0-2
0-15
70-100
60-100
30-85
20-65
25-50
NP-16
sandy loam, loam,
SM, ML
A-4,
sandy loam
A-5,
A-1
W—Water
Water
I —
—
—
I —
Data Source Information
Soil Survey Area: Haywood County Area, North Carolina
Survey Area Data: Version 8, Feb 20, 2008
USDA Natural Resources Web Soil Survey 2.1 1217/2008
2120— Conservation Service National Cooperative Soil Survey Page 8 of 8

Irrigation - Surface —Haywood County Area, North Carolina
Silver Bluff 3
Irrigation - Surface
This table shows the degree and kind of soil limitations that affect -irrigation systems
on mineral soils. The ratings are both verbal and numerical. Rating class terms
indicate the extent to which the soils are limited by all of the soil features that affect
these uses. Not limited indicates that the soil has features that are very favorable
for the specified use. Good performance and very low maintenance can be
expected. Somewhat limited indicates that the soil has features that are moderately
favorable for the specified use. The limitations can be overcome or minimized by
special planning, design, or installation. Fair performance and moderate
maintenance can be expected. Very limited indicates that the soil has one or more
features that are unfavorable for the specified use. The limitations generally cannot
be overcome without major soil reclamation, special design, or expensive
installation procedures. Poor performance and high maintenance can be expected.
Numerical ratings in the table indicate the severity of individual limitations. The
ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate
gradations between the point at which a soil feature has the greatest negative
impact on the use (1.00) and the point at which the soil feature is not a limitation
(0.00).
Irrigation systems are used to provide supplemental water to crops, orchards,
vineyards, and vegetables in area where natural precipitation will not support
desired production of crops being grown.
Irrigation, surface (graded) evaluates a soil for graded flood or furrow irrigation
systems. The ratings are for soils in their natural condition and do not consider
present land use. .
Graded surface irrigation systems include graded border and graded furrow
irrigation systems. Graded border irrigation systems allow irrigation water to flow
across the soil surface while being confined by borders. Graded furrow irrigation
systems are systems that allow irrigation water to flow down furrow valleys while
the crop being irrigated is planted on the furrow ridge. Generally, graded border
�j systems are suitable for small grains while graded furrow systems are suitable for
row crops.
The soil properties and qualities important in the design and management of graded
�{ surface irrigation systems are depth, available water holding capacity, sodium
adsorption ratio, surface rocks, permeability, salinity, slope, wetness, and flooding.
Features that affect system performance and plant growth are salinity, sodium
-} adsorption ratio, wetness, calcium carbonate content, and available water holding
capacity. .
Irrigation, surface (level) evaluates a soil for basin, paddy, level furrow, or level
border irrigation systems. The ratings are for soils in their natural condition and do
not consider present land use.
Level surface irrigation systems are irrigation systems that use flood irrigation
techniques to spread irrigation water at a specified depth across the application
area. Basin, paddy, and borders generally use external ridges or borders to confine
the irrigation application while level furrow systems use furrow valleys and end
blocks or border ridges to confine the irrigation application during irrigation. With
furrow irrigation the crop is usually planted on the furrow ridge. Generally, basin,
paddy and level border irrigation systems are suitable for rice, small grain, pasture,
and forage production. Level furrow systems are generally suited for row crops.
USDA Natural Resources Web Soil Survey 2.1 12/7/2008
�iiiiifi Conservation Service National Cooperative Soil Survey Page 1 of 5

Irrigation - Surface —Haywood County Area, North Carolina
Silver Bluff 3
The soil properties and qualities important in the design and management of level
surface irrigation systems are depth, available water holding capacity, sodium
adsorption ratio, permeability, salinity, slope, and flooding. The soil properties and
qualities that influence installation are depth, flooding, and ponding. The features
that affect performance of the system and plant growth are salinity, sodium
adsorption ratio, and available water holding capacity.
- Information in this table is intended -for land use planning, for evaluating land use
alternatives, and for planning site investigations prior to design and construction.
The information, however, has limitations. For example, estimates and other data
generally apply only to that part of the soil between the surface and a depth of 5 to
7 feet. Because of the map scale, small areas of different soils may be included
within the mapped areas of a specific soil.
The information is not site specific and does not eliminate the need for onsite
investigation of the soils or for testing and analysis by personnel experienced in the
design and construction of engineering works.
Government ordinances and regulations that restrict certain land uses or impose
specific design criteria were not considered in preparing the information in this table.
Local ordinances and regulations should be considered in planning, in site
selection, and 'in design. The irrigation interpretations are not designed or intended
to be used in a regulatory manner.
Report —Irrigation - Surface
[The information in this table provides irrigation interpretations for mineral soils. It
indicates the dominant soil condition but does not eliminate the need for onsite
investigation. The numbers in the value columns range from 0.01 to 1.00. The larger
the value, the greater the potential limitation. The table shows only the top five
limitations for any given soil. The soil may have additional limitations]
Irrigation Surface-aiaywood County,Area North Cacolma
fJlap symbol and*soil name."
Pcf of
lrngation, Surface (graded)
Irrigation, Surface
w,
maps unit
Ratmg,class and limiting; '.
=Value
-Rating class and limttmg
Ualue .
_.`
,':
features
features
r•
BkB2—Braddock clay loam, 2
to 8 percent slopes, eroded
Braddock, moderately eroded
80
Very limited
Very limited
Slope
1.00
Slope
1.00
Seepage
0.18
Seepage
0.18
Too acid
0.14
Too acid
0.14
BkC2—Braddock clay loam, 8
to 15 percent slopes, eroded
Braddock, moderately eroded
80
Very limited
Very limited
Slope
1.00
Slope
1.00
Water Erosion
0.82
Seepage
0.18
Seepage
0.18
Too acid
0.14
Too acid
0.14
Natural Resources Web Soil Survey 2.1 12/7/2008
Conservation Service National Cooperative Soil Survey Page 2 of 5

Irrigation - Surface —Haywood County Area, North Carolina
Silver Bluff 3
Irr ation Surface —Ha ood:Count Area Ndrth.CaroIina
Map symtiol and soil name'
Rct 'of
Irrigation, Surface (grad tcy,
rridatI6n.-Suffadei(level)'
map unit
Rating class and limiting
Value
Rating class and l* 'it'
-Value, `
> s
features ;;,$
_
features
BoD2—Braddock clay loam,
15 to 30 percent slopes,
eroded, stony
Braddock, moderately eroded
85
Very limited
Very limited
Slope
1.00
Slope
1.00
Water Erosion
1.00
Seepage
0.18
Seepage
0.18
Too acid
0.14
Too acid
0.14
EvD—Evard-Cowee complex,
15 to 30 percent slopes
Evard, stony
55
Very limited
Very limited
Slope
1.00
Slope
1.00
Water Erosion
1.00
Seepage
0.43
Seepage
0.43
Gowee stony, t
35<
Very limited ` 4
{^,x
fr
Very limited
- Y
9x
,> x
r>
'
Slope+ °
1 00
Slope
}1 00.
., t
;
s
.r
Water Erosion
r> 1 00
De th to soft bedrock
D'94
., .
bedrock; r
094
Lovy�.vvater holtlmg capacity
0 89
Low water holding capacity
0 89
Seepage
0 43
�
f f ;�
Seepage �z'
i 0
Tooacid
r
F
y
x ,43
EvE—Evard-Cowee complex,
30 to 50 percent slopes
Evard, stony
55
Very limited
Very limited
Slope
1.00
Slope
1.00
Water Erosion
1.00
Seepage
0.43
Seepage
0.43
;Cowee stony,
35
.Very limttetl
V I meted'
ery� i
00
Slope
1 00
,
Y
` i.
Y
1IVa`teruEroslon' fiA `
1'00
Depth to soft bedrock
0 94
r
,t
ry
L
Depth to soft' betlrock`,
0'94
Low water holding capacity
fi
Lbw water Holding capacity
0 89
Seepage r
0 43`
Seepage r g
0=43
Y
at P
FnE2—Fannin loam, 30 to 50
percent slopes, eroded
Fannin
80
Very limited
Very limited
Slope
1.00
Slope
1.00
Water Erosion
1.00
Seepage
0.43
Seepage
0.43
Low water holding capacity
0.01
Low water holding capacity
0.01
USDA Natural Resources Web Soil Survey 2.1 12f7I2008
® Conservation Service National Cooperative Soil Survey Page 3 of 5

Irrigation - Surface -Haywood County Area, North Carolina
Silver Bluff 3
Irrigation Surface-,Haywood.,County'Area;.NorthZakolina
Map symbol and sail name ;i
'
Pcf =of
map umt77
�: ° Irrigation, $uifiace (graded) <: '
_, . Irrigation, Surface (level) .., _
Rating class and lfmitmg
features
Value
Rating class and hmitrig
features{
Value ,
HaC2-Hayesville clay loam, 8
to 15 percent slopes, eroded
Hayesville, moderately
eroded
80
Very limited
Very limited
Slope
1.00
Slope
1.00
Water Erosion
0.82
Seepage
0.43
Seepage
0.43
Too acid
0.04
Too acid
0.04
HaD2-Hayesville clay loam,
15 to 30 percent slopes,
eroded
Hayesville, moderately
eroded
80
Very limited
Very limited
Slope
1.00
Slope
1.00
Water Erosion
1.00
Seepage
0.43
Seepage
0.43
Too acid
0.04
Too acid
0.04
RoA-Rosman fine sandy
loam, 0 to 2 percent slopes,
occasionally flooded
Rosman, occasionally
flooded
80
Somewhat limited
Somewhat limited
Slope
0.50
Seepage
_ 0.43
Seepage
0.43
Occasional flooding
0.40
Occasional flooding
0.40
ScB-Saunook loam, 2 to 8
percent slopes
Saunook
80
Very limited
Very limited
Slope
1.00
Slope
1.00
Seepage
0.43
Seepage
0.43
Too acid
0.04
Too acid
0.04
TrE-Trimont gravelly loam,
30 to 50 percent slopes,
stony
Trimont, stony
85
Very limited
Very limited
Slope
1.00
Slope
1.00
Water Erosion
1.00
Seepage
0.43
Seepage
0.43
W-Water
Water
100
Not Rated
Not Rated
USDA Natural Resources Web Soil Survey 2.1 12/7/2008
'� Conservation Service National Cooperative Soil Survey Page 4 of 5

33
Appendix G
Summary of Analysis of Waste Water Constituents
(This includes a printout of the results of the last twelve months of effluent discharge monitoring
reports (DMRs) and the results of seven (7) consecutive days of influent wastewater analysis.)

34
Summary of Effluent Discharge Monitoring Reports

M
tD
t0
Q
m
(U
m
(U
o)
F-
3
F
O
w
LL
v
m
Lo
GD
m
m
N
01
U
w
0
PERMIT NUMBER: NCO033600 PERIOD END'NG MONTH. 12 - 2008 OMR 12 Month Calculated
FACILITY NAME* Silva Bluff Villege - Pigeoa Valley Res- Hame PAGE 3 OF 3
CITY: Canton COMM Haytwod REGION: Ashet-ille
OUTFALL:001 EFFLUENT
MCA
0031G
0400
CD530
206LO
3LEE LG
5005:
500EG
deg C
n3/l
st
Mg/1
mg/1
F/1:0m1
=Qi
o3/1
Temperature,
000, 57Dey 12D
Py
ids, -,o:al
Nitrogen,
CoLifot-c., Fetal
Fier=, in
Chle_ire, Tctal
Yates Deg_
Dag_ C.
Stspended
F_ _naa Total
t_'F, g-F-C
co_duit or -�so'
P.esiduaL
Ceat£grade
(es 1:;
Froth,44.5C
CfELCc&a- F-Lat:
30
30
02�
t-O8
14.25
8.724
7.3 - 7.8
4.762
1.725
4.384328
0.0235
8.675.
3 �!
30
6.025
2-08
-
16.75
3.9225
7.2 - 7-6
7.9
2.25
1.189207
0.0225
2.555556
30
3J
Q. U25
3-08
16.2
26.83
7.1 - 7.5
7.8
2.955
1.681793
0.0234
7.888889
30
7J
%1.025
4-08
17.75
0.712
6.8 - 7.7
6.67
5.535
1.515717
0.023
5
30
i0
0.C:25
5 - 08
19.75
4.425
7.1 - 7.4
5.6375
2.82
1.1892-37
0.023
6.333333
31e
33-3u25
6-08
22.6
4.705
7.4 - 7.5
7.875
1
2.378414
0.0228
10
7-OB
025`
25
4A36
7 - 7A
2.8
1.28
1.515717
0.0235
12.875
3�
If,
0. G25
8-08
22.5
7.0175
7A - 7.7
5-59
4.985
1.6B1793
0.02125
4
301
35
e.625
23
7.3425 17.4
- 8 1
6.2925
4.06
5.045378
0-022
11.717778
30
0.025
10 - 08
120
17.6
VSJ352
10-0235
110,222222
16.492
- 7.9
5.295
1.515717

fu
(ti PFRMTN` MBER: N00033600 PERIOD ENDING MDARH. 12 -2007 DMR 12 Month Cal --dated
Ln
(n
C)'
m
m
r-
IT
(9
r-
e-1
Q�
0
M
LD
LO
�r
lD
m
Iv
m
N
m
F-
Q
3
E
0
x
LL
v
m
m
m
m
ti
m
U
W
0
FACILITY NAME- Silver Blu$ V illage- Pigeon Vallee Reg H=e PAGE. 3 OF 3
CITY_ Cammn COUNTY. ky1'A-00d REGION: Ashmille
OUTFALL:001 EFFLUENT
0�:10
00?i0
004011
0v53B
GZ611-
31E•lE.
-50:50
56DE0
deg c
mg /1
:u
rgll
fr.!,,!
tI10:
mad
us/1
Te¢.�eratuie,
Bar), 5-D2V (20
p0
Sc1:ds, Tcts]
Ritcager.,
CoU orc, Feca:
Ile•.+, io
Cr.leriae, Tote]
V.atEr Dea.
Centigrzde
Deg. C)
Suspend-d
Fs=.�La T*-al
Ias ,Cl
Mr, K-i'c
6co-.h,54.5^.
mn6,uit c•r th2
treatpant plat
Residual
'
1 - 07
31
30
0.025
182
9.866
7 - 8
7.306
4.05
1.741101
0-0216
1.868389
2 - 07
30
35
0.025
15.5
10.835
7.1 - 7.9
7.375
5.055
1.169207
0.021
7.375
3 - 07
30
.3
0.025
18.75
252025
7.1 - 7.6
4.525
1.78
1
0.022
5.666667
4 - 07
30
33
0.623
19.6
362125 Violation
7 - 7.9
5.2825
1
1
0.0208
9-222222
5-07
39
30
0.025
22
9.806
7.3 - 8.1
2-8
1 1
1
0.021
9.888889
6-07
3J
30
0.025
22.5
6.9325
7.1 - 7-5
3.T75
1.3
1.189207
0.023
11.625
7-07
30
3�
0.025
22.6
4.995
7.6 - 8.2
3.7875
2.37
1178279
0.022
8.333333
8 - 07
3"
3'
0.025
22.25
5.342
7.6- 8.1
6.42
4.425
1.14869E
0.02275
10.333333
9 - 07
30
30
. 0.025
21.5
4.915
6.9 - 7.4
4.85
6.48
1
0.02275
6.26
10 - 07
3J
30
0.025
19.8
3.044
7.3 - 7.8
6.46
2.33
1.319509
0.0222
9
11 - 07
30
30
j.025
17.5
26.5875
7.4 - 7.6
11
2.76
1.414214
0.022
4.125
12 - 07
3a
14.2325
30
0:025
14.2
24.6
7 - 7.8
1
1
0.0218
7.111111

37
Results of Influent Wastewater Analysis
-7

PO Box 7565
Asheville NC 28802
'
Phone:
828 350-9364
:.
j
Fax:
828 350-9368
Environmental Testing Solutions, Inc.
Certificate Of Analysis
Project name: Silver Bluff Village
Project number:
080929.500
Collection date: 29-Sep-08
Date received: 29-Sep-08
Sample identification: Influent - Composite
Sample number:
52704
Parameter
Method
Result
RL
Units
Date
Analyst
Footnotes
Analyzed
BOD, 5 day
SM 5210 B
52
2.0
mg/L
i-opt-os
KEK
1
Solids, Total Suspended
SM 2540 D
38
2.0
mg/L
i-o.t-os
MRW
- Ammonia Nitrogen
SM 4500 NH3 D
3.6
0.10
mg/L
3-O.t-08
KEK
2
Chemical Oxygen Demand
HACH 8000
160
50
/L g/L
mg
s-o�aoe
KEK
Alkalinity, Total
SM 2320 B
150
1.0
mg/L
5-0ca08'
BSC
Nitrate + Nitrite
SM 4500-No3 F
0.18
0.10
mg/L
9-oct-os
Heasler
3
Collection date: 30-Sep-08
Date received: 30-Sep-08
Sample identification: Influent - Composite
Sample number:
52760
^' Parameter
Method
Result
RL
Units
Date Analyst
Footnotes
Analyzed
BOD, 5 day
SM 5210 B
230
2.0
mg/L
i-opt-o8 BLS
1
Solids, Total Suspended
SM 2540 D
87
2.0
mg/L
3-Oct-08 BLS
Ammonia Nitrogen
SM 4500 NH3 D
5.9
0.10
mg/L
3-Oct-08 KEI{
Chemical Oxygen Demand
HACH 8000
420
50
mg/L
s-oct.os KEK
Alkalinity, Total
SM 2320 B
230
1.0
mg/L
5-0pt-08 BSC
Nitrate + Nitrite
SM 4500-NO3 F
0.74
0.10
mg/L.
9-Oct-08 Heasler
3
-� Collection date: 1-Oct-08
Date received: 1-Oct-08
Sample identification: Influent - Composite
Sample number:
52816
Parameter
Method
Result
RL
Units
Date
Analyst Footnotes
Analyzed
BOD, 5 day
SM 5210 B
360
2.0
mg/L
i-o.t.os
KEK 1
Solids, Total Suspended
SM 2540 D
61
2.0
mg/L
3-O.t-08
BLS
Ammonia Nitrogen
SM 4500 NH3 D
6.3
0.10
mg/L
3-Oct-08
KEK
Chemical Oxygen Demand
HACH 8000
270
50
mg/L
8-o.t-o8
KEK
Alkalinity, Total
SM 2320 B
130
1.0
ing/L
5-o.t-os
BSC
Nitrate + Nitrite
SM 4500-NO3 F
0.46
0.10
mp-,/L
9-Oct-Os
Heasler 3
This report should not be reproduced, exept in its entirety, without the written consent of Environmental Testing Solutions, lnc.
The results in this report relate only to the samples submitted for analysis.

Certificate of Analysis
Project name: Silver Bluff Village
7
Collection date: 2-Oct-08
Date received: 2-0ct-08
PO Box 7565
Asheville, NC 28802
Phone: [phone]
Fax: [phone]
Project number: 080929.500
Sample identification: Influent - Composite Sample number:
52851
Parameter Method Result RL Units DateAnalyst Footnotes
BOD, 5 day
SM 5210 B
250
2.0
mg/L
2-Oct-o8
BLS 1
Solids, Total Suspended
SM 2540 D
25
2.0
mg/L
2-oct-08
BLS
Ammonia Nitrogen
SM 4500 NH3 D
6.2
0.10
mg/L
3-Oct-08
KEK
Chemical Oxygen Demand
HACH 8000
460
50
mg/L
8-oct-os
KEK
Alkalinity, Total
SM 2320 B
110
1.0
mg/L
5-oct-08
BSC
Nitrate + Nitrite
SM 4500-NO3 F
0.53
0.10
mg/L
9-0ct-08
Heasler 3
Collection date: 3-Oct-08
Date received: 3-Oct-08
Sample identification: Influent - Composite Sample number: 52860
Parameter
Method'
Result
RL
Units
Date
,Analyst Footnotes
Analyzed
BOD, 5 day
SM 5210 B
240
2.0
mg/L
3-00-08
KEK 1
Solids, Total Suspended
SM 2540 D
60
2.0
mg/L
8-oct-o8
MRW
Ammonia Nitrogen
SM 4500 NH3 D
3.7
0.10
mg/L
io-oct-os
KEK
Chemical Oxygen Demand
HACH 8000
450
50
mg/L
8-Oct-08
KEK
Alkalinity, Total
SM 2320 B
94
1.0
mg/L,
s-oct-os
BSC
Nitrate + Nitrite
SM 4500-NO3 F
0.56
0.10
mg/L
9-oct-o8
Heasler 3
Collection date:
Date received:
4-Oct-08
4-Oct-08
Sample identification: Influent - Composite
Sample number: 52864
Parameter
Method
Result
RL
Units
Date
Analyst Footnotes
Analyzed
BOD, 5 day
SM 5210 B
140
2.0
mg/L
s-oct-os
KEK 1
Solids, Total Suspended
SM 2540 D
90
2.0
mg/L
8-oct-os
MRW
Ammonia Nitrogen
SM 4500 NH3 D
4.8
0.10
mg/L
to-oa.os
KEK
Chemical Oxygen Demand
HACH 8000
280
50
mg/L
8-oct-os
KEK
Alkalinity, Total
SM 2320 B
120
1.0
mg/L
s-Oct-os
BSC
Nitrate + Nitrite
SM 4500-NO3 F
0.51
0.10
ITIWL.
9-0ct-08
Heasler 3
This report should not be reproduced, exept in its entirety, without the written consent of Environmental Testing Solutions, Inc.
The results i> this report relate only to the samples submitted for analysis.

Project name:
Collection date:
Date received:
PO Box 7565
Asheville, NC 28802
Phone: [phone]
Fax: [phone]
Certificate of Analysis
Silver Bluff Village Project number:
5-Oct-08
5-Oct-08
Sample identification: Influent - Composite Sample number:
080929.500
52865
Parameter
Method
Result
RL
Units
Date
Analyst Footnotes
Analyzed
DOD, 5 day
SM 5210 B
78
2.0
mg/L
s-opt-os
KEK 1
Solids, Total Suspended
SM 2540 D
46
2.0
mg/L
8-0pt-08
MRW
Ammonia Nitrogen
SM 4500 NH3 D
5.0
0.10
mg/L
uo-opt-o8
KEK
Chemical Oxygen Demand
HACH 8000
230
50
mg/L
8-00-08
KEK
Alkalinity, Total
SM 2320 B
98
1.0
mg/L
5-opt-08
BSC
Nitrate + Nitrite
SM 4500-NO3 F
0.63
0.10
mg/L
9-00t-08
Header 3
Footnotes:
RL = Reporting Limit. Values are reported down to the Reporting Limit only.
1. Laboratory control standard was outside established limits, due to incorrect preparation by vendor.
2. Spike was outside established limits.
3. Analyyed by Prism Laboratories, Inc.
Date reviewed: I U l 3 _v e) NC Certification Number: 600
Data reviewed by: Kelley E. Keenan SC Certification Number: 99053
,(� NC Drinking Water Certification Number: 37786
Signature: �� " fit' L�'-L Ii^`—
This report should not be reproduced, exept in its entirety, without the written consent of Environmental Testing Solutions, hic
The results in this report relate only to the samples submitted for analysis.

.3 __ NC Certification No. 402
SC Certification No. 99C12
G == NC Drinking Water Cert. No. 37735
=.11 S-1- A-Iybul 8 svironmental Solutions
environmental Testing Solutions Proiect Name: Silvert;luff Village
Attn: Kelley Keenan Project ID: Inf
PO Box 7565 Sample Matrix: Water
Asheville, NC 28802
Laboratory Report
101 1 0/08
Client Sample iD:
Influent
Prism Sample iD:
226411
COC Group: .
G1008021
Time Collected:
09/29/08 7:20
Time Submitted:
10/01/08 11:15
Parameter Result Units Report MDL Dilution Method
Limit Factor
Nitrate + Nitrite by Automated Cadmium Reduction
Analysis
Date/Time
Analyst Batch
ID
Nitrate + Nitrite 0.18 mg/L 0.10 0.0059 1 SM4500-NO3 F 10/09/08 15:31 header Q36011
Sample Comment(s):
BRL = Below Reporting Limit
Values are reported down to the reporting limit only. No J-Flags applied.
The results in this report relate only to the samples submitted for analysis and meet state certification requirements other than
NELAC certification except for those instances indicated in the case narrative and/or test comments.
All results are reported on a wet -weight basis
Angela D. Overcash, V.P. Laboratory Services
This report should not be reproduced, except in its entirety, without the written consent of Prism Laboratories, Inc.
449 Springbrook Road - P.O. Box 240543 - Charlotte, NC 28224-0543
Phone: [phone] - Toll Free Number: 1-8001529-6364 - Fax: [phone] Page 1 of I

" NC Certification No. 402
T SC Certification No. 99012
4 = NC Drinking Water Cert. No. 37735
--
Full Service Analytical & Ewfi,onmcnital Solutions
Environmental Testing Solutions Project Name: Silverbluff Village
Attn: Kelley Keenan Project ID: Inf
PO Box 7565 Sample Matrix: Water
Asheville, NC 28802
.Laboratory Report
- 10/10/08
Client Sample ID:
Influent
Prism Sample ID:
226412
COC Group.-
G1008022
Time Collected:
09/30/08 7:25
Time Submitted:
10/01/08 11:15
Parameter Result Units Report MDL Dilution Method Analysis Analyst Batch
Limit Factor Date/Time ID
Nitrate + Nitrite by Automated Cadmium Reduction
Nitrate + Nitrite 0.74 mg/L 0.10 0.0059 1 SM4500-NO3 F 10/09/08 15:31 heasler Q36011
Sample Comment(s):
BRL = Below Reporting Limit
Values are reported down to the reporting limit only. No J-Flags applied.
The results in this report relate only to the samples submitted for analysis and meet state certification requirements other than
NELAC certification except for those instances indicated in the case narrative and/or test comments.
All results are reported on a wet -weight basis
Angela D. Overcash, V.P. Laboratory Services
This report should not be reproduced, except in its entirety, without the written consent of Prism Laboratories, Inc.
449 Springbrook Road - P.O. Box 240543 - Charlotte, NC 28224-0543
Phone: [phone] - Toll Free Number: 1-800/529-6364 - Fax: [phone]
Page 1 of 1

-'i
NC Certification No. 402
Laboratory Report
SC Certification No. 99012
_
NC Drinking Water Cert. No. 37735
iC/10/08
Full Somica Analytical & Environmental Solutions
-
Environmental Testing Solutions Project Name:
Silverbluff Village
Client Sample ID: INFLUENT
Attn: Kelley Keenan
Project ID:
Inf
Prism Sample ID: 226607
PO Box 7565
Sample Matrix:
Water
COC Group: G1008072
Asheville, NC 28802
Time Collected: 10/01/08 7:25
Time Submitted: 10/02/08 11:30
Method Analysis Analyst Batch
Result Units Report
MDL Dilution
Parameter
—
Limit
Factor
DateMme ID
Nitrate + Nitrite by Automated Cadmium Reduction
Nitrate + Nitrite
0.46 mglL 0.10
0.0059 1
SM4500-NO3 F 10/09/08 15:31 heasler Q36011
Sample Comment(s):
BRL = Below Reporting Limit
Values are reported down to the reporting limit only. No J-Flags applied.
The results in this report relate only to the samples submitted for analysis and meet state certification requirements other than
NELAC certification except for those instances indicated in the case narrative andlor test comments.
All results are reported on a wet -weight basis
— Angela D. Overcash, V.P. Laboratory Services
r
This report should not be reproduced, except in its entirety, without the written consent of Prism Laboratories, Inc.
449 Springbrook Road - P.O. Box 240543 - Charlotte, NC 28224-0543
Phone: [phone] - Toll Free Number: 1-8001529.6364 - Fax: [phone]
Page 1 of 1

- - NC Certification No_ 402
SC Certification No. 99012 .
NC Drinking Water Cert. No. 37735
Full Service Analytlwl & EmIronmnul Solutions
Environmental Testing Solutions Project Name: Silverbluff Village
Attn: Kelley Keenan Project ID: Inf
PO Box 7565 Sample Matrix: Water
I Asheville, NC 28802
Laboratory Report
10/10/08
Client Sample ID:
Influent
Prism Sample ID:
227251
COC Group:
G1008259
Time Collected:
10/02/08 7:24
Time Submitted:
16/08/08 11:00
Parameter Result Units Report MDL Dilution Method Analysis Analyst Batch
Limit Factor Date/Time ID
Nitrate + Nitrite by Automated Cadmium Reduction
Nitrate + Nitrite 0.53 mg/L 0.10 0.0025 1 SM4500-NO3 F 10/09/08 16:31 heasler Q36011
Sample Comment(s):
BRL = Below Reporting Limit
Values are reported down to the reporting limit only. No J-Flags applied.
The results in this report relate only to the samples submitted for analysis and meet state certification requirements other then
_ NELAC certffication except for those instances indicated in the case narrative and/or test comments.
All results are reported on a wet -weight basis
Angela D. Overcash, V.P. Laboratory Services
This report should not be reproduced, except in its entirety, without the written consent of Prism Laboratories, Inc.
449 Springbrook Road - P.O. Box 240543 - Charlotte, NC 28224-0543
Phone: [phone] - Toll Free Number: 1-800/529-6364 - Fax: [phone] Page 1 of 1

_ = NC Certificatlon No. 402
SC Certification No. 99012
r NC Drinking Water Cert. No. 37735
Pull Service Analytical & environmental Solutions
P:nvironmental'esting Solutions Project Name: Silverbluff Village
Attn: Kelley Keenan Project ID: Inf
PO Box 7565 Sample Matrix: Water
Asheville, NC 28802
Laboratory Report
10/10/08
Client Sample ID:
Influent
Prism Sample ID:
227252
COC Group:
G1008260
Time Collected:
10/03/08 7:30
Time Submitted:
10/08/08 11:00
Parameter Result Units Report MDL Dilution Method Analysis Analyst Batch
Limit Factor Date/Time ID
Nitrate + Nitrite by Automated Cadmium Reduction
Nitrate + Nitrite 0.56 mg/L 0.10 0.0025 1 SM4500-NO3 F 10/09/08 15:31 heasier Q36011
Sample Comment(s):
BRL = Below Reporting Limit
Values are reported down to the reporting limit only. No J-Flags applied.
The results in this report relate only to the samples submitted for analysis and meet state certification requirements other than
NELAC certification except for those Instances indicated in the case narrative and/or test comments.
All results are reported on a wet -weight basis
Angela D. Overcash, V.P. Laboratory Services
This report should not be reproduced, except in its entirety, without the written consent of Pdsm Laboratories, Inc.
449 Springbrook Road - P.O. Box 240543 - Charlotte, NC 28224-0543
Phone: [phone] - Toll Free Number: 1-8001529-6364 - Fax: [phone] Page 1 of 1

. NC Certification No. 402
SC Certification No. 99012
NC Drinking Water Cert. No. 37735
Full Service Melyrical & Environmental Solutions
Environmental Testing Solutions Project Name: Silverbluff Village
Attn. Kelley Keenan Project ID: Inf
PO Box 7565 Sample Matrix: Water
Asheville, NC 28802
Laboratory Report
10/10/08
Client Sample 0:
Influent
Prism Sample ID:
227253
COC Group:
G1008261
Time Collected:
10/04/08 7:30
Time Submitted:
10/08/08 11:00
Parameter Result Units Report MDL Dilution Method Analysis Analyst Batch
Limit Factor Date/Time ID
Nitrate + Nitrite by Automated Cadmium Reduction
Nitrate + Nitrite 0.51 mg/L 0.10 0.0025 1 SM4500-NO3 F 10109/08 15:31 heasler Q36011
- ----- --
Sample Comment(s):
BRL = Below Reporting Limit
Values are reported down to the reporting limit only. No J-Flags applied.
The results in this report relate only to the samples submitted for analysis and meet state certification requirements other than
NELAC certification except for those instances indicated in the case narrative and/or test comments.
All results are reported on a wet -weight basis
Angela D. Overcash, V.P. Laboratory Services
This report should not be reproduced, except in its entirety, without the written consent of Prism Laboratories, Inc.
449 Springbrook Road - P.O. Box 240543 - Charlotte, NC 28224-0543
Phone: [phone] - Toll Free Number: 1-8001529-6364 - Fax: [phone] Page 1 of 1

NC Certification No. 402
SC Certification No. 99012
NC DrinKing Water Cert. No. 37735
Rol Servico Ana lytlrat & Environmental Soluttons
-
Environmental Testing Solutions
Project Name: Silverbluff Village
Attn: Kelley Keenan
Project ID: Inf
PO Box 7565
Sample Matrix: Water
Asheville, NC 28802
Laboratory Report
10/10/08
Client Sample ID:
Influent
Prism Sample ID:
227254
COC Group:
G1008262
Time Collected:
10/05/08 7:30
Time Submitted:
10/08/08 11:00
Parameter Result Units Report MDL Dilution . Method Analysis Analyst Batch
Limit Factor Date/Time ID
--------- — —_.........-._.... ........
------
Nitrate + Nitrite by Automated Cadmium Reduction
Nitrate + Nitrite 0.63 mg/L 0.10 0.0025 1 SM4500-NO3 F 10/09/08 15:31 heasler Q36011
Sample Comment(s):
BRL = Below Reporting Limit
Values are reported down to the reporting limit only. No J-Flags applied.
The results in this report relate only to the samples submitted for analysis and meet state certification requirements other than
NELAC certification except for those instances indicated in the case narrative and/or test comments.
All results are reported on a wet-welght basis
Angela D. Overcash, V.P. Laboratory Services
This report should not be reproduced, except in Its entirety, without the written consent of Prism Laboratories, Inc.
449 Springbrook Road - P.O. Box 240543 - Charlotte, NC 28224-0543
Phone: [phone] - Toll Free Number: 1.800/529-6364 - Fax: [phone] Page 1 of 1

38
Appendix H
Existing WWTP Process Flow Schematic
And
Proposed WWTP Process Flow Schematic

Exist. Dechlorine
Contact Basin
Exist.
Chlorine
Contact
Basin
Exist.
Clarifier
( 177 SF.)
Exist.
Sludge
Holding
(2,560 gal)
Existing WWTP Process Flow Diagram
Silver Bluff Village - WWTP
r-
Exist. Effluent
Pump Station
Exist.
Chlorine
Contact
Basin
Exist.
Clarifier
(96 SF.)
Exist.
Aeration
Basin
(25,000 gal)
Exist. Influent Bar
Screen
Horizon Engineerina & Consulting, Inc.
2510 Walker Road
Mt. Pleasant, N.C. 28124 December 7, 2008
Canton, N.C.
Scale: NTS

Exist. Dechlorine
Contact Basin Exist. Effluent
Pump Station
Exist.
Exist.
Chlorine
Chlorine
Contact
Contact
Basin
Basin
Exist.
Exist.
Clarifier
Clarifier
( 177 SF.)
(96 SF.)
Exist.
Prop. Sludge
Aeration
Digestion
Basin
(6,247 gal)
(Modified to
(27,652 gal)
Prop. Flow
Equalization
(6,727 gal)
Prop. Influent
Solids Grinder and
Bar Screen
Proposed Modified 25,000 GPD WWTP Process Flow DINTS
rizon Engineering & Consulting, Inc.
Silver Bluff Village - WWTP
0 Walker Road
Pleasant, N.C. 28124 January 13, 2009
Canton, N.C. Scal

39
Appendix I
Residuals Management Plan

40
Residuals Management Plan
Prepared by: J. Thurman Horne, P.E.
Horizon Engineering & Consulting, Inc.
January 12, 2009
Residuals Management Plan:
The proposed expansion, improvements and modifications of existing facilities do not substantially alter
the mode of operations for existing WWTP. The basic treatment processes remain the same, with the
addition of influent flow equalization. Therefore, there is no expected increase in the volumes of sludge to
be generated and it is expected that actual volumes and frequency of pumping and removal shall decline
1; dramatically after the new facilities are completed and the facilities have added capacity for sludge
holding and digestion. The proposed construction will include increasing the current sludge digestion
capacity. The new sludge digestor is sized to retain over 30 days of calculated sludge generation at
maximum design flow.
The amounts of sludge generated may vary dependent upon factors including the strength of wastewater,
variations in treatment efficiency, temperature, etc. The role of the digestor is to serve as an outlet where
the operator may periodically waste excess volumes of sludge that are not needed as return to the aeration
basin. The operator will waste sludge to the digestor as part of maintaining mixed liquor within preferred
ranges and based on physical observations plus performance testing.
The digestor functions to reduce the physical volume of the sludge through the aerobic digestion process.
j Periodically, the accumulated volumes of sludge in the digestor will need to be removed and disposed off
site. This is already practiced at the existing WWTP, which is to be expanded. The current method of
disposal is by private contractor and is disposed by the contractor at a local municipal wastewater
treatment facility.

41
Appendix J
Summary of Effluent Flow Rate Monitoring

42
Silver Bluff Village
Effluent Flow Monitoring
Summary
�l
From:8/02/08
To: 8/27/08:
Date:
Total 24 hour Flow Avg. Rate.
Max. Rate
n
4
(gallons)
(9pm)
-
(gpm)
8/27
19,676
13.5
33.3
^� 8/26
31,685
21.8
54.9
8/25
19,217
13.2
49.1
8/24 .
17,149
11.8,
31..-1
8/23
16,052
11.0
29A
8122.
14,744
10.1
28.0 .
-8/21
^j
23,915
16.4
50.5
8/20
1.9,936
13.7
35.8
8/19
20,.918
144.4
36.6
8/18
21,369 :
14.7
34.9
8/17
24,390
16.8
37.8
8/16
26,017
17:9
63.1
8/15 -
23,159
15.9
35.1
8/14
20,709
14.3
38.5
8/13
19,763
13.6
33.6
8/12
19,642
13.5
38.7.
8/11
.19,723
13.6
38.8
8110
17,389
11.9
31.3
8/09
17,431
12.0
33.4
8/08
19,495
13.4
35.1
8/07
20,159
13.9
29.5
8/06
22-859
15.7
41.5
8/05
18,502
12.7
31.2
8/04
17,954
12.3
29.5
8/03
17,800
12.2
31.0
8102
14,320
9.8
25.0
Avg.
20,153
13.9
36.8

43
Appendix K
Preliminary Engineering Design
Possible Expansion and Improvements to Existing Wastewater
Treatment Facilities Using Available Used/Refurbished 50,000 GPD
Dual Train Package WWTP

44
Silver Bluff Village WWTP
Basis of. Design: 50,000 GPD Design Flow
A. Development Description:
Service Area
Silver Bluff Village
Location
North Carolina
Type of Usage
Residential and commercial
Type of Waste
Domestic (nursing home)
Status
Existing WWTP to be replaced/upgraded
B. Existing Wastewater Treatment: .
Type
0.250 MGD Activated Sludge WWTP
NPDES No.
NC0033600
Receiving Stream
Pigeon River
River Basin,
French Broad
Stream Classification WS-III, Trout
Owner
Silver Bluff Village
Permit Expiration
January 31, 2011
C. Design Wastewater Characteristics
Constituents
BOD
250-300 mg/1
TSS-
200 mg/l
NH3-N
25 mg/1
. COD
500 mg/l
Design Flow
50,000 gpd
D. Required Effluent Limits (Existing Permit)
Mon. Avg. Daily Max.
BOD
30.0 mg/l 45.5 mg/1
TSS
3 0. 0 mg/l 45.0 mg/1
NH3-N
NA NA
Fecal Coliform 200/100 ml 400/100.m1
PH
6-9 s.u.
D.O.
5.0 mg/l (min.)
TRC
28 ug/l

45
Proposed Treatment Process Components
17
Preliminary Treatment
Rough screening and grinding
Flow equalization
Flow splitting (between dual train plants)
Secondary Treatment
Dual extended aeration basins
Dual clarifiers
Disinfection
Tablet chlorinator and declorinator
Sludge Treatment
Aerobic digestion
Sludge Disposal
Existing periodic removal and disposal by licensed waste
disposal company for disposal.
E. Proposed WWTP Component Design
1. Rough Screening
Type
Manual inclined
Screening area
Peak flow rate
86.8 gpm use 90 gpm
2. Influent Solids Grinding
"Muffin Monster"
3. Flow Equalization
Aerated, variable level
Required Min. 25% of design flow = 12,500 gallons
Convert existing Aeration Basin to -Flow Equalization
Actual Volume to be provided = 19,000 gallons
Pumps
Static Head = 22 ft.
Friction head
Pipe length, use 150 ft. — 4" Dia. Sch 40 PVC
90's use 10
Check valves, use one
Gate valve, use two
FH = 300 Equiv. Ft. x 0.53 ft./100 ft.
FH = 1.6 ft.

46
Total Design Head = 23.6 Ft. use 30 Ft.
Number Two (2)
Capacity Minimum required = 86.8 gpm @ 30 ft TDH (approx.) solids
handling pumps
Controls Level activated, alternating pumps, dual pump run on high
level demand, low level cut off, audible and visual alarms
plus auto dialer.
4. • Biological Treatment
Type Extended Aeration
Design Volume:
F/M ratio = 0.125
MLVSS = 3,500 mg/l
F/M = lbs. BOD per day/lbs. MLVSS
0.125 = (0.050 MGD x 620 mg/l BOD x 8.34 lb/gal) /(Req'd Vol. x 3500 mg/l
MLVSS x 8.34 lb/gal )
Req'd Vol. _ (0.050 x 300)/(0.125 x 3500)
= 0.0343 MG
Install two (2) new aeration basins, each 25,000 gallons
Total Volume to be provided = 50,000 gallons
Aeration Tanks
Number Two (2)
Volume 25,000 gallons each, 50,000 gallons total
Freeboard (min.) 12 inches
Air supplied (See Air Requirement)

47
5. Sludge Digestion Tank Design
Number one
Design Flow 50,000 gpd
Design Sludge Age >20 days
Required Holding 30 days
Influent TSS 200 mg/1
Effluent TSS 30 mg/1
Removed TSS 170 mg/1
Influent BOD 300 mg/l
Effluent BOD 30 mg/l
Removed BOD 270 mg/1
Total solids generated
TSS removed + 50% BOD removed
= 170 mg/1 x (50,000 gpd x 30 days) x 8.341b/gal) + .50 x 270 mg/l x
(50,00.0gpd x 30 days) x 8.34 lb/gal) 1,000,000
2,127 lb. + 1,689 lb.
= 3,816 lb.
Sludge volatile fraction = 80%
Reduction of volatile fraction by digestion = 40%
Sludge solids after digest. = (3,816 lb.) — (.80 x .40 x 3,816 lb)
2,595 lb.
Sludge = 2.50 % solids, 97.50 % water
Sludge volume (lbs.) = 2,595 lb + 97.50/2.50 x (2,595 lb)
103,800 lb.
Required sludge volume (gal.)
103,800lb. /8.341b/gal.
12,446 gallons

48
Air Requirements
Use volume of existing sludge holding tank (2,562 gal.),
Convert Clarifier (4,167 gal) and a portion of existing
aeration basin (6,000 gal) to. Sludge Digestion Basin
Actual Volume to be provided = 12,729 gallons
Influent TSS
200 mg/l
Effluent TSS
30 mg/1
Removed TSS
170 mg/l
Influent BOD
300 mg/1
Effluent BOD
30 mg/1
Removed BOD
270 mg/1
Influent NH3-N
25 mg/1
Effluent NH3-N
20 mg/1
Removed NH3-N
5 mg/l
Note: There is no permit effluent limit for NH3-N. however, an incidental removal
of 5 mg/1 will be assumed.)
A. Estimated BOD = GPD x my/1 x 8.33
1,000,000
50,000 gpd x 270 mg/l x 8.34
1,000,000
112.6 lbs./day BOD
B. Estimated NH3-N = GPD x mg/1 x 8.34
1,000,000
50;000 gpd x 5 mg/l x 8.34
1,000,000
2.1 lbs./day NH3-N
C. Air needed for BOD and NH3-N removal
BOD = *2,100 CF/lb BOD x 112.6 lb. BOD/day
1,440 min./day
164 CFM

49
NH3-N = *6,500 CF/lb NH3 x 2.1 lb. NH3/day
1,440 min./day
9 CFM
Total required for BOD and NH3-N = 173 CFM
* 1.5 lb. 02/1b. BOD + 4.6 lb. 02/ lb. NH3-N
D. Air needed for mixing
25 CFM/1000 CF aeration tank volume
25 CFM x 50,000 gal.
1,000 CF x 7.48 gal/CF
= 167 CFM
E. Air needed for sludge digestion tank
= 25 CFM/1000 CF volume
= 25 CFM x 12,729 gallons / 7.48 alb
1000 CF
= 42.5 CFM
F. Air needed for flow equalization
20 CFM/1000 CF volume
20 CFM x 19,000 gal.
1,000 CF x 7.48 gal/CF
50.8 CFM
G. Air Lifts/skimmers = 10 CFM / Lift
10 CFM/Lift x 2 lifts
20 CFM
H. Chlorine/Dechlorine Mixing = 2100 gallons volume

50
20 CFM/1000 CF volume
20 CFM x 2,100 gal.
1,000 CF x 7.48 gal/CF
5.6 CFM
Use three (3) blowers, each rated for 200 CFM each.
1. One - 200 CFM blower for aeration basin (173 CFM required)
2. One — 200 CFM blower for flow equalization (50.8 CFM required),
sludge digestion (42.5 CFM required), sludge air lifts (20 CFM
required) and chlorine/dechlorine mixing (5.6 CFM required)
3. One — 200 CFM blower as a backup for blowers 1. and 2.
5. Clarification:
Type
Number
Required Dimensions (each)
Rectangular, hopper bottom
Required two (2)
Freeboard 12 inches (min.)
Surface Settling Max. 800 gpd/SF @ average flow
Detention Min. 4 hrs @ average flow
Weir Overflow Rate Max. 10,000 GPD/LF
Sludge Return Air lift
Scum Removal Air lift
Req'd Surface
Min.
= 31.25 SF each
Req'd Volume
Min.
= 4,167 gallons each
Req'd weir length
Min.
= 2.5 LF each..
Install two (2) new hopper bottom clarifiers, each 6,000
gallons each
Total Volume to be provided=12,000 gallons
Total Surface Area = 20 ft x 10 ft. = 200 SF
Total Weir length =10 ft x 2 = 20 LF

51
6. Disinfection:
Type Chlorine/dechlorine
Use two (2) tablet chlorinators w/min. four feed tubes and contact chamber
followed by two (2) tablet dechlorinators w/ min. four feed tubes.
Chlorine:
Req'd Detention
Min. = 30 min.
Req'd Volume
= 1,042 gallons
Dechlorine:
Req'd Detention
Min. = 30 sec.
Req'd Volume
= 17.5 gallons
7. Effluent Flow Measurement
V-notch weir with used ISCO Model 4210 Ultrasonic (or used ISCO 4230 Bubbler)
flow meter/recorder

52
Appendix L
Preliminary Engineering Design
Selected Alternative
Improvements and Modifications of Existing 25,000 GPD
VW11TP — No Expansion in Capacity

53
Preliminary Engineering Design
No Expansion. Improvements to 25,000 GPD Existing Wastewater Treatment Facilities Using Available
Used/Refurbished Package -WWTP for Flow Equalization and Increased Sludge Digestion.
F.
G.
H.
I.
Silver Bluff Village WWTP
Basis of Design: 25,000 GPD Design Flow
Development Description:
Service Area Silver Bluff Village
Location North Carolina
Type of Usage Residential and commercial
Type of Waste Domestic (nursing home)
Status Existing WWTP to be upgraded
Existing Wastewater Treatment:
Type
NPDES No.
Receiving Stream
River Basin
Stream Classification
Owner
Permit Expiration
0.025 MGD Activated Sludge WWTP
NCO033600
Pigeon River
French Broad
WS-III, Trout
Silver Bluff Village
January 31, 2011
Design Wastewater Characteristics
Constituents
BOD
TSS
NH3 -N
COD
Design Flow
250-300 mg/1
200 mg/l
25 mg/1
500 mg/1
25,000 gpd
Required Effluent Limits (Existing Permit)
Mon. Avg. Daily Max.
BOD 3 0. 0 mg/l 45.5 mg/l
TSS 3 0. 0 mg/1 45.0 mg/1
NH3-N NA NA
Fecal Coliform 200/100 ml 400/100 ml

54
PH 6-9 s.u.
D.O. 5.0 mg/1(min.)
TRC 28 ug/l
Proposed Treatment Process Components
Preliminary Treatment Rough screening.and grinding
Flow equalization
Secondary Treatment Existing extended aeration basin
Existing dual clarifiers
Disinfection Existing tablet chlorinator and dechlorinator
Sludge Treatment Aerobic digestion
Sludge Disposal Existing periodic removal and disposal by licensed waste
disposal company for disposal.
I Proposed WWTP Component Design
1. Rough Screening
Type Manual inclined
Screening area
Peak flow rate 43.4 gpm
2. Influent Solids Grinding "Muffin Monster"
3. Flow Equalization Aerated, variable level
Required Min. 25% of design flow = 6,250 gallons
Provide new flow equalization facilities by using a
portion of a proposed used/refurbished-package WWTP.
Actual Volume to be provided = 6,250 gallons
Pumps
Static Head = 15 ft.
Friction head
Pipe length, use 50 ft. — 3" Dia. Sch 40 PVC
90's use 10
Check valves, use one
Gate valve, use two

55
FH = 160 Equiv. Ft. x 0.55 ft./100 ft.
(-? FH = 0.88 ft.
Total Design Head = 15.9 Ft. use 20 Ft.
Number Two (2)
Capacity Minimum required = 43.4 gpm @ 20 ft TDH (approx.) solids
handling pumps
Controls Level activated, alternating pumps, dual pump run on high
level demand, low level cut off, audible and visual alarms
plus auto dialer.
8.. Biological Treatment
Type Extended Aeration
Design Volume:
F/M ratio = 0.125
MLVSS = 3,500 mg/l
F/M = lbs. BOD per day/lbs. MLVSS
0.125 = (0.0250 MGD x 620 mg/l BOD x 8.34 lb/gal) /(Req'd Vol. x 3500
mg/1 MLVSS x 8.34 lb/gal )
Min. Req'd Vol. _ (0.0250 x 300)/(0.125 x 3500)
0.0171 MG or 24 hr. detention (25,000 gal.)
Use existing aeration basin, 25,000 gallons, add existing
sludge holding basin = 2,562 gal. Total final aeration
volume = 27,562 gallons.
Aeration Tanks
Number
Volume
Freeboard (min.)
Air supplied
One
25,000 gallons
12 inches
(See Air Requirement)

56
5. Sludge Digestion Tank Design
Number one
Design Flow 25,000 gpd
Design Sludge Age >20 days
Required Holding 30 days
Influent TSS 200 mg/1
Effluent TSS 30 mg/1
Removed TSS 170 mg/1
Influent BOD 300 mg/1
Effluent BOD 30 mg/l
Removed BOD 270 mg/1
Total solids generated
TSS removed + 50% BOD removed
170 mg/1 x (25,000 gpd x 30 days) x 8.34 lb/gal) + .50 x 270 mg/1 x
(25,000gpd x 30 days) x 8.341b/gal)/ 1,000,000
1,064 lb. + 845 lb.
1,909 lb.
Sludge volatile fraction = 80%
Reduction of volatile fraction by digestion = 40%
Sludge solids after digest. _ (1,909 lb.) — (.80 x .40 x 1,909 lb)
1,298 lb.
Sludge = 2.50 % solids, 97.50 % water
Sludge volume (lbs.) = 1,298 lb + 97.50/2.50 x (1,298 lb)
51,920 lb.
Required sludge volume (gal.)
= 51,920lb. /8.34lb/gal.
6,226 gallons
Existing sludge holding tank = 2,562 gal. Need additional 3,664 gal.

57
Use volume of proposed used package WWTP
(Total useable volume w/ 1.5 ft. freeboard = 15,043 gallons)
Use used WWTP aeration Basin (6,247 gal) for sludge digestor.
Use used WWTP circular clarifier (7,011 gal) and CL2 basin (1,786
gal) as new Flow Equalization Basin (Total EQ Basin Volume = 8,797
gal., Actual useable EQ volume, assuming low level cut off at 2'.
Equals 6,727 gallons (Note: Min. Req'd = 6,250 gallons)
Air" Requirements
Influent TSS 200 mg/1
Effluent TSS 3 0 mg/1
Removed TSS 170 mg/l
Influent BOD 300 mg/l
Effluent BOD 30 mg/1
Removed BOD 270 mg/l
Influent NH3-N 25 mg/1
Effluent NH3-N 20 mg/1
Removed NH3-N 5 mg/1
Note: There is no permit effluent limit for NH3-N. however, an incidental removal
of 5 mg/l will be assumed.)
Estimated BOD = GPD x msz/1 x 8.33
1,000,000
25,000 gpd x 270 mg/l x 8.34
1,000,000
56.3 lbs./day BOD
B. Estimated NH3-N = GPD x mg/1 x 8.34
1,000,000
25,000 gpd x 5 mg/l x 8.34
1,000,000
1.0 lbs./day NH3-N

58
H. Air needed for BOD and NH3-N removal
BOD = *2,100 CF/lb BOD x 56.3 lb. BOD/dav
1,440 min./day _
82 CFM
NH3-N *6,500 CF/lb NH3 x 2.1 lb. NH3/dav
1,440 min./day
4.5 CFM
Total required for BOD and NH3-N = 86.5
CFM
* 1.5 lb. 02/lb. BOD + 4.6 lb. 02/ lb. N113-N
I. Air needed for mixing
25 CFM/1000 CF aeration tank volume
25 CFM x 27,562 gal.
1,000 CF x 7.48 gal/CF
92 CFM
J. Air needed for sludge digestion tank
25 CFM/l000 CF volume
= 25 CFM x 6,247 gallons / 7.48 alg /CF
1000 CF
20.9 CFM
K. Air needed for flow equalization
20 CFM/1000 CF volume
20 CFM x 8,797 gal.
1,000 CF x 7.48 gal/CF
= 23.5 CFM

59
L. Air Lifts/skimmers = 10 CFM / Lift
= 10 CFM/Lift x 2 lifts
20 CFM
H. Chlorine/Dechlorine Mixing = 1040 gallons volume
= 20 CFM/1000 CF volume
20 CFM x 1,040 gal.
1,000 CF x 7.48 gal/CF
2.8 CFM
1. One existing - 100 CFM blower is adequate for aeration basin (92 CFM
required)
2. Add one new —100 CFM blower for flow equalization (23.5 CFM
required), sludge digestion (20.9 CFM required), sludge air lifts (20
CFM required) and chlorine/dechlorine mixing 2.8 CFM required)
3. One existing —100 CFM blower will serve as a backup for blowers 1.
and 2.
6. Clarification:
Type
Existing Rectangular, hopper bottom
Number
Two (2)
Required Dimensions (each)
Freeboard
12 inches (min.)
Surface Settling
Max. 800 gpd/SF @ average flow
Detention
Min. 4 hrs @ average flow
Weir Overflow Rate
Max. 10,000 GPD/LF
Sludge Return
Air lift
Scum Removal
Air lift
-Req'd Surface
Min. = 15.63 SF each
(Exist. 8' x 12' = 96 SF)
Req'd Volume
Min. = 4,167 gallons
(Exist. 4,167 gallons)
Req' d weir length
Min. = 2.5 LF each
(Exist. 8 LF)

60
Note: The existing, original 25,000 GPD package WWTP has a
dual hopper bottom clarifier that is barely acceptable with respect to
minimum required volume. There is a second existing clarifier
(circular) that was added subsequently. This clarifier has approx. 15,000
gallons of volume. This is more than adequate volume. This circular
clarifier can be reused in the new design to provide. additional clarifier
volume, along with the existing dual hopper bottom clarifiers. The operator
has reported that there is no bottom scraper assembly in the existing
circular clarifier. This will need to be provided and installed for the clarifier
to function properly.
7. Disinfection:
Type Chlorine/dechlorine
Use exist. tablet chlorinators and exist. contact chamber followed by exist.
tablet dechlorinators.
Chlorine:
Req'd Detention Min. = 30 min.
Req'd Volume = 520 gallons( Exist. Volume = 651 gal.)
Dechlorine:
Req'd Detention Min. = 30 sec.
Req'd Volume = 9 gallons (Exist Volume is more
than adequate)

61
1A. Surface Water Discharge at 25,000 GPD Flow Rate:
(Using a refurbished used package WWTP for Flow Equalization and Sludge
Digestion.)
See Appendix K - Preliminary Engineering Design, for a detailed description of the
preliminary design. The cost estimates below are a budgetary estimate based on the best
information available at this time in developing a preliminary design.
Until a final design is
actually prepared, it should be understood that this estimate may vary substantially from
the final cost of actual construction.
Capital Cost:
Item: Quantity: Unit Cost:
Cost:
Electrical 1 LS
$ 8,000
Fencing 1 LS
4,000
Handrail 1 LS
5,000
Concrete foundation 1 LS
15,000
Transportation/delivery 1 LS
3,000
Used Package Extended 1 ea..
15,000
Aeration WWTP w/ C12
Contact basin
Crane (lifting and 1 LS
3,000
placement)
New Dual EQ basin pumps 1 LS
15,000
And controls
New Influent Bar Screen 1 LS
15,000
And. Solids Grinding
(Muffin Monster)
New Blower 1 LS
8,000
& Control Panel
(For EQ Basin and sludge. digestor)
New Air lines, diffusers, 1 LS.
8,000
Air lifts and skimmers
(For EQ Basin and sludge digestor)

62
Cleaning and coating of 1 LS 10,000
Tanks (For EQ Basin and sludge digestor)
New influent chemical feed 1 LS 3,000
Grading 1 LS 5,000
Misc. Plumbing 1 LS 8,000
Misc. and Labor 1 LS 25,000
Sub -total = $ 1501000
Engineering Design 16 % 24,000
Engineering Construction 5.25 % 7,875
Progress Inspection Services
Total Capital Cost = $ 181,875