NC0089052_Renewal (Application)_20101231

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ENGINEERING ALTERNATIVES ANALYSIS
FOR
NPDES DISCHARGE PERMIT APPLICATION
FOR THE
ZOOLAND FAMILY CAMPGROUND
WASTEWATER TREATMENT PLANT
RANDOLPH COUNTY, NC
Prepared for:
Receivership of Diversified Lending Group, Inc.,
David A. Gill as Receiver
2029 Century Park East, Third Floor
Los Angeles, CA 90067
December 2010
Prepared by:
Diehl & Phillips, P.A.
Consulting Engineers
License No. C -0465
219 E. Chatham Street
Cary, NC 27511
CARO
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EAA -1 to EAA -2
EAA -2 to EAA -4
EAA -5
EAA -6
EAA -7
EAA -7
EAA -7
EMMA
EAA -7
EAA -7 to EAA -8
EAA -8
Alternative No. 1 — Connection to Publicly Owned Treatment Works Page 1 to 6
Alternative No. 2 — Connection to Privately Owned Treatment Works Page 7
Alternative No. 3 — Individual Subsurface Systems
Alternative No. 4 — Wastewater Treatment System, with Effluent
Disposal Through a Subsurface Drip Irrigation
System
Alternative No. 5 — Wastewater Treatment System, with Effluent
Disposal Through Drip a Spray Irrigation System
Alternative No. 6 — Wastewater Treatment System, with Effluent
' Disposal Through a Surface Discharge to the
Little River
Alternative No. 7 — Consideration of Wastewater Re -Use, with
Effluent Disposal Through Spray Irrigation
Appendix B — Preliminary Soils Report Prepared by Piedmont
Environmental Associates, P.A.
Appendix C — Local Government Review Form — Executed
on behalf of Randolph County
Page 7
Pages 8 to 13
Pages 14 to 19
Pages 20 to 25
Pages 26 to 32
Pages 1 to 3
Page 1
TABLE OF CONTENTS
Engineering Alternatives Analysis
'
A.
General
B.
Summary of Wastewater Treatment and Disposal
Options Considered
'
C.
Narrative Description of the Proposed Treatment Works
Schematic of Proposed Treatment Works
D.
General Location Map
'
E.
Scale Site Plan
F.
Special Studies or Modeling Where DWQ Cannot Determine
G.
the Impacts of the Discharge
Financial Qualifications /Substantial Previous Compliance
Statement
H.
Other Possible Combinations of Alternatives
'
I.
Potential Acquisition of Additional Land
].
Conclusion
Appendix A — Economic Evaluation of Alternatives
EAA -1 to EAA -2
EAA -2 to EAA -4
EAA -5
EAA -6
EAA -7
EAA -7
EAA -7
EMMA
EAA -7
EAA -7 to EAA -8
EAA -8
Alternative No. 1 — Connection to Publicly Owned Treatment Works Page 1 to 6
Alternative No. 2 — Connection to Privately Owned Treatment Works Page 7
Alternative No. 3 — Individual Subsurface Systems
Alternative No. 4 — Wastewater Treatment System, with Effluent
Disposal Through a Subsurface Drip Irrigation
System
Alternative No. 5 — Wastewater Treatment System, with Effluent
Disposal Through Drip a Spray Irrigation System
Alternative No. 6 — Wastewater Treatment System, with Effluent
' Disposal Through a Surface Discharge to the
Little River
Alternative No. 7 — Consideration of Wastewater Re -Use, with
Effluent Disposal Through Spray Irrigation
Appendix B — Preliminary Soils Report Prepared by Piedmont
Environmental Associates, P.A.
Appendix C — Local Government Review Form — Executed
on behalf of Randolph County
Page 7
Pages 8 to 13
Pages 14 to 19
Pages 20 to 25
Pages 26 to 32
Pages 1 to 3
Page 1

Appendix D - Executed NPDES Application — Form D,
' with USGS Mapping Indicating Location of
Requested Discharge
1 Appendix E — Preliminary Water Balances for Alternatives
No. 5 and 7
' Appendix F — Correspondence Regarding USGS Streamflow
Estimates For the Proposed Discharge Point in
' the Little River
Appendix G — Miscellaneous Information
I
C'�

ENGINEERING ALTERNATIVES ANALYSIS TO SUPPORT
AN NPDES DISCHARGE PERMIT REQUEST FOR THE PROPOSED ZOOLAND
FAMILY CAMPGROUND WASTEWATER TREATMENT PLANT
' A. GENERAL:
1. Introduction
This Engineering Alternatives Analysis (E.A.A.) is submitted in support of an application for a
' NPDES permit. The proposed permitted flow is 0.0178 MGD. This proposal has been prepared
in accordance with 15A NCAC 2H.105(c)(1) through (7) and the Division of Water Quality's
(DWQ) "Guidance for the Evaluation of Wastewater Disposal Alternatives" (ver. June 23,
2005).
' The proposed permit is for a domestic wastewater treatment plant to serve 195 recreational
vehicle camping lots in the existing Zooland Family Campground. The Campground is located
on approximately 32.21 acres at 3671 Pisgah Covered Bridge Road, Asheboro, NC. The
property is adjacent to the Little River, a Class C stream. As detailed in Appendix A, the
wastewater flows have been estimated in accordance with 15 NCAC 21-1.0219. The wastewater
will be domestic in nature.
' 2. Project Identification Information
Facility Name: Zooland Family Campground WWTP (proposed)
' County: Randolph
Engineering Alternative Analysis preparer:
John F. Phillips, P.E. (919) 467 -9972
Diehl & Phillips, P.A. (919) 467 -5327 (fax)
11
EAA preparer's address and telephone number:
Diehl & Phillips, P.A.
219 E. Chatham St.
Cary, NC 27511
3. Project Description
The proposed treatment plant will serve the existing Zooland Family Campground. The
proposed plant will serve 195 camp spaces and the existing buildings at the site (bathhouse,
office, and laundry). The projected wastewater flow for the Campground is:
92 Full Service spaces (water and sewer hookups) @ 100 gpd /space = 91200 gpd
EAA -1

103 camp spaces with no hookups but access to the common bathhouse, at 75
' gpd /space = 7,725 gpd
' 3 employees at 25 gpd /employee = 75 gpd
Total Projected Wastewater Flow = 17,000 gallons per day
' The location of the existing campground is indicated on Figure No. 1 - Vicinity Mme.
4. Existing Facilities
Zooland Family Campground is an existing facility. The wastewater facilities for the
Campground include a combination of existing subsurface disposal systems and a system that
may have initially been installed as a subsurface system, but has been modified to discharge
to surface waters. The NC Division of Water Quality did not authorize the discharge to surface
' waters, and DWQ issued a Notice of Violation for the unpermitted discharge on September 13,
2010.
5. Phasing
The proposed Zooland Family Campground wastewater treatment facilities will be constructed
in one phase, with a capacity of 17,000 gpd.
B. SUMMARY OF WASTEWATER TREATMENT AND DISPOSAL OPTIONS CONSIDERED
The results of this Engineering Alternatives Analysis clearly indicate that a new wastewater
treatment plant discharging into the Little River is the most economically feasible of all the
environmentally feasible options. The various waste treatment and disposal alternatives
considered and investigated include:
1. Connection to a publicly owned treatment plant and wastewater collection system.
2. Connection to a privately owned treatment plant and wastewater collection system.
3. Utilize individual subsurface systems for each campsite.
4. Wastewater Treatment System, with Effluent Disposal through Subsurface Drip Irrigation
Lines
5. Wastewater Treatment System, with Disposal through Spray Irrigation System
6. Wastewater Treatment System, with Disposal through Discharge to the Little River
7. Wastewater Treatment System, with Disposal of Re -Use Quality Effluent Through Spray
Irrigation System
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EAA -3
FIGURE No.1
VICINITY MAP
NO SCALE

For all alternatives, the water supply will be through the existing public water system (well)
located on the campground property.
' All of the alternatives are environmentally feasible options that are routinely permitted in North
Carolina. The ranking of the alternatives, in terms of environmental feasibility, will vary on a
case -by -case basis. For example, it is generally agreed that connection to a publicly owned
' treatment works (POTW) would be the most desirable. A discharge to surface waters is not as
environmentally desirable as a connection to a POTW, but a new discharge remains an
environmentally feasible option if the receiving stream has sufficient assimilative capacity to
' accept the projected waste load. If the present worth values of the two alternatives in this
example were equal, the POTW connection should be selected, according to 15A NCAC
2H.0105(c)(2). However, if the connection to the POTW is not reasonably cost effective when
' compared to the cost of the new surface discharge, then the POTW connection alternative
must be discarded from further consideration. 15A NCAC 2H.0105(cc) (2) states the selected
alternative must be the most environmentally sound alternative as selected from THE
' REASONABLY COST EFFECTIVE options. (Emphasis added.)
The present worth values of the seven alternatives are:
Appendix A includes a detailed explanation of each alternative, its capital cost and
' operation /maintenance (0 &M) costs, and its present worth.
EAA -4
% of
Alt.
Alternative's
Numb
Description
Present Worth
PW to PW
of
er
Alternative
No. 6
1
Connection to Publicly Owned Treatment Works
$ 2,018,976
142%
2
Connection to Privately Owned Treatment Plant
N/A
N/A
3
Individual Sub - surface Systems
N/A
N/A
4
Wastewater Treatment System, with Effluent Disposal
$ 1,643,506
115%
through Subsurface Drip Irrigation Lines
5
Wastewater Treatment System, with Effluent Disposal
$ 1,737,780
122%
through Spray Irrigation System
6
Wastewater Treatment System, with Effluent
$ 1,423,096
100%
Disposal through a Discharge to the Little River
7
Wastewater Treatment System, with Re -Use Quality
$ 2,142,395
151%
Effluent Disposal Through Spray Irrigation System
Appendix A includes a detailed explanation of each alternative, its capital cost and
' operation /maintenance (0 &M) costs, and its present worth.
EAA -4

C. NARRATIVE DESCRIPTION OF THE PROPOSED TREATMENT WORKS:
1. Design Flows: Proposed Plant: 0.017 MGD = 12 gallons per minute (approximately)
Peaking Factor: 3.0
Peak Flow = 3.0 x 0.017 mgd = 0.051 mgd = 36 gpm
' 2. Pretreatment: Primary Settling (Septic Tank with minimum volume of 17,000 gallons)
3. Treatment Plant:
Volumes: Flow Equalization 6,000 gallons (35% of design flow)
MBBR Tank 5,000 gallons
Filter Feed Tank 2,000 gallons
Pumps: Flow Equalization duplex submersible pumps with timed dose
Dosing Pumps duplex submersible pumps in each Bioclere
Recycle Pump simplex submersible pump in each Bioclere
Filter Feed Pump simplex end - suction pump for each filter
Filter Backwash simplex end - suction pump for each filter
Pump
Aeration: The MBBR (Moving Bed Biofilm Reactor) will have a duplex blower system.
The estimated air requirements are 72 scfm at 5.61 psi for each blower.
Bioclere: Two model 30/32, each with an integral 2,300 - gallon clarifier.
4. Tertiary Filter: Two pressure filters, each with an effective filter surface area of area 4.9
square feet, total filter area of 9.8 square feet
Filtration rate — 1.2 gpm /SF at ADF
Backwash return to the septic tank
Backwash rate— up to 20 gpm /SF
Media — spherical silica sand
5. Disinfection Unit: Tablet chlorination
6. Effluent Flow Measurement: Turbine water meter
7. Chemical Feed System: Alkalinity feed to supplement natural alkalinity as required for
complete nitrification
8. Sludge Storage: In 17,000 gallon septic tank
See Figure No. 2 for a schematic of the proposed treatment system.
EAA -5

17,000 GAL.
SEPTIC TANK
6,000 GAL. P MBBR
PUMP TANK p (8'x8'x10'D)
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. W
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25% SODIUM
P
HYDROXIDE
ALKALIN ITY
FEED
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FLOW
TABLET
PRESSURE
SPLITTER
CHLORINATOR
FILTER
w .
IN TO
BIO -CLERE
� '
MANHOLE
P
p
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,
T•
Z
t
LITTLE
RIVER
V I
2,000 GAL. p
•
BIO -CLERE
SLOUGH &
PRESSURE
600 GAL.
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FILTER FEED
FILTER
CHLORINE
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TANK
CONTACT
FIGURE No. 2
ALTERNATIVE No. 6
PROPOSED WASTEWATER TREATMENT SYSTEM
EAA -6 NO SCALE

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D. GENERAL LOCATION MAP: See Figure No. 1.
E. SCALE SITE PLAN: A site Ian for each alternative is included in Appendix A.
p PP
' F SPECIAL STUDIES OR MODELING WHERE DWQ CANNOT DETERMINE IMPACTS OF
DISCHARGE:
' Not required at this time.
' G FINANCIAL QUALIFICATIONS/ SUBSTANTIAL PREVIOUS COMPLIANCE STATEMENT:
The Zooland Family Campground is currently held by the Receivership of Diversified Lending
Group, Inc. One of the purposes of the receivership is to liquidate the assets of Diversified
' Lending Group, Inc., under the supervision of the courts. The Notice of Violation issued by
DWQ for the campground's unpermitted wastewater system makes the majority of the
' property unusable as an RV campground. The campground's lack of an NPDES discharge
permit makes it essentially impossible for the receivership to obtain any reasonable value for
1 the campground. If the requested permit is issued, the property could be sold to a purchaser
who would construct the wastewater treatment system required to meet the NPDES permit
limits.
H. OTHER POSSIBLE COMBINATIONS OF ALTERNATIVES
' Alternatives No. 1 through No. 7 address the wastewater treatment and disposal alternatives
for the subject property, as required by the DWQ Guidance for the Evaluation of Wastewater
Disposal Alternatives. Alternative No. 7 represents a combination of Alternatives No. 5 and 6.
' There are no other known possible combinations of alternatives that would yield a more cost
effective or environmentally sound alternative than those presented herein.
' I. POTENTIAL ACQUISITION OF ADDITIONAL LAND:
' The potential acquisition of land to provide the required treatment capacity for the land based
disposal systems (Alternatives No. 3 through No. 5, and No. 7) was considered as a part of
this E.A.A. Prior to contacting any adjacent property owners about the possibility of purchasing
portions of their land, economic analyses were performed to determine the effect of additional
land for each alternative.
The economic analyses used the following assumptions:
• The land adjacent to and immediately south of the Campground had similar soils to
' those identified on the Campground property by the soil scientist.
• The land adjacent to and immediately south of the Campground could be purchased at
' market values, in the quantity required by the Alternative be analyzed.
I EAA -7

These assumptions produce the lowest possible land purchase costs for all the alternatives
' that utilize land based disposal systems (Alternatives No. 4, 5, and 7). If the comparative
economic analyses indicate these alternatives have a higher Present Worth than Alternative
' No. 6 (Discharge to Surface Waters), then there would be no purpose in trying to further
define specifically what land could be purchased, whether that land had suitable soils, etc.
The results of the analyses indicated Alternative No. 6 had a substantially lower Present Worth
' than Alternatives No. 4, 5, and 7). Therefore, no adjacent landowners were contacted
regarding the possible sale of a portion of their property.
J. CONCLUSION:
As demonstrated in the information included in this E.A.A. and the Appendices, the selection of
the Alternative with the treated wastewater discharge to surface waters, Alternative No. 6,
was made only after extensive consideration of all the other Alternatives. Of the
' environmentally sound Alternatives, a treatment system discharging treated wastewater to the
Little River is the only reasonably cost effective Alternative, when compared to all of the other
Alternatives. On behalf of the applicant, Diehl & Phillips, P.A. requests approval of a
discharge permit into the Little River at the indicated location, for a total permitted
flow of 0.017 MGD of treated wastewater.
1

APPENDIX A
ECONOMIC EVALUATION OF ALTERNATIVES

' ALTERNATIVE NO. 1
CONNECTION TO PUBLICLY OWNED TREATMENT WORKS
' The Zooland Family Campground is located outside of the extra- territorial jurisdiction (ETJ) of
the City of Asheboro (the nearest municipality with a wastewater collection and treatment
system), but is within a five -mile radius of the City's wastewater collection system. The City's
policies would allow the Campground owner to construct a wastewater pump station at the
Campground, and extend a forcemain to connect to the City's collection system, as long as the
' owner built the system to City standards and paid all costs.
Alternative No. 1 proposes to collect all of the wastewater from the Campground in a
' wastewater pumping station located in the low point in the Campground. The nearest manhole
in Asheboro's collection system is located near the intersection of South Fayetteville Street and
' McCranford Road. The forcemain route would leave the Campground and run northward along
Pisgah Covered Bridge Road, cross I- 73/74, continue along Pisgah Covered Bridge Road to its
intersection with South Fayetteville Street, and the northward along South Fayetteville Street
' to the receiving manhole. The length of forcemain required for this route is approximately
22,400 linear feet.
' The estimated low water level in the pump station would be approximately 655 feet above
Mean Sea Level (MSL). The elevation of the receiving manhole is approximately 860 feet
above MSL. The minimum required pump rate is calculated as:
' 17,000 gallons per day x 3.0 peaking factor / 1440 minutes /day = 35 gallons /minute
This flowrate in a three -inch force main would produce a velocity of approximately 1.6 feet per
second, which is less than the 2.0 feet per second required by NC Division of Water Quality
' (DWQ) standards. The pump rate required to produce a velocity of 2 feet /second is 45 gpm.
Using a Hazen - Williams "C" factor of 120, the pressure loss due to pipe friction would be
approximately 0.81 feet per 100 feet. The estimated length of the forcemain is approximately
' 22,400 feet. The friction losses in this length of line would be approximately 181 feet, yielding
a Total Dynamic Head (TDH) of approximately 386 feet (el. 860 — el. 655 = 205 feet static,
plus 181 feet of friction). A centrifugal wastewater grinder pump cannot furnish the required
' pumping conditions of 45 gpm at 386 feet. The proposed solution for this pumping condition is
to divide the TDH by constructing a second wastewater pumping station near the intersection
of Pisgah Covered Bridge Road and Hopewell Friends Road (See Figure No. 3). Each station
would then have pumping requirements of 45 gpm at approximately 193 feet TDH, which can
be met with high head wastewater grinder pumps that are commonly available.
' The pump stations would each be furnished with standby power generation, an automatic
transfer switch, and an alarm dialer. The pump station at the Campground would also have a
liquid chemical feed system for odor control (required due to the length of the forcemains and
the resultant detention times, especially during low flow periods).
Appendix A
Page 1

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The wastewater system components for Alternative No. 1 and their estimated installed costs
are as follows:
Project Costs
Two 45 GPM wastewater pumping stations with 30 kW standby
power generator, automatic transfer switch, and
autodialer, installed ($103,000 each)
$ 206,000
One liquid chemical odor control feed system and tank
$ 32,000
22,400 LF of 3 -inch forcemain, including fittings, installation,
clean -up, driveway repairs, seeding, etc. at $ 25 per LF
LF total project cost
$ 560,000
Five air release valves and manholes at $3,500 each
$ 17,500
660 LF of 12 -inch casing bored and jacked under
intersecting public roads and I -73/74 at $200 /LF
$ 132,000
Stream crossing (Little River)
$75,000
Subtotal, Estimated Construction Cost $ 1,022,500
Land Acquisition (0.5 acres at $10,000 per acre) $ 5,000
Surveying Fees (5 %) $ 51,100
Engineering Fees (7 %) $71,600
Total Estimated Project Cost $ 1,150,200
Operation and Maintenance Costs
The annual power costs are estimated as follows:
Onsite Pump Station No. 1:
Design pump rate: 45 GPM
TDH: 193 feet — Use Myers model WGX100H, 10 Horsepower pump
10 HP = 7.5 Kilowatt (kW)
17,000 gallons per day /45 gallons per minute
= 378 minutes pumping per day = 6.3 hours per day
Power consumption per year: 7.5 kW x 6.3 hours per day
x 365 days per year = 17,246 kWh per year for pumps
Power costs per year Pump Sta. No. 1 ($ 0.105/kWH)(17,246) _ $1,811
Offsite Pump Station No. 2 (Identical to No. 1):
Power costs per year at ($.105 /kWH) _
Total Annual Power Costs
Appendix A
Page 3
$1,811
$3,622

Equipment Repair /Replacement Costs:
' Assume 15 -year life for pumps, motors, and generator, yielding an annual replacement
charge of $1,101. This is based on a Sinking Fund Factor (A /F, 6 %, 15 years) of
' 0.0430, times the mechanical equipment cost of $60,400. The annual cost of routine
maintenance and repairs is estimated to be 5% of equipment cost.
' Approximate equipment costs are:
Pumps — 4 at $8,000 each $ 32,000
Generators — 2 at $12,000 $ 24,000
Chemical Feed pumps — 2 at $1,000 $ 2,000
Flow meter — 1 at $2,400 $ 2,400
' Fuel Costs:
Based on 52 hours per year run time for exercise and power outages for the 30 kW
standby generator at PS 1 and at PS 2.
' 52 hrs x 1.3 gal. /hr diesel at 50% load = 68 gal /yr /PS
Fuel costs at $3.00 per gal. x 68 gal /year x 2 units = $ 408
' Total Annual Fuel Costs: $ 408
Appendix A
Page 4
Total Mechanical Equipment costs
$ 60,400
Replacement costs at 0.0430 times $ 60,400 =
$ 2,597
'
Maintenance at 5.0% of $ 60,400 =
$3,020
'
Total annual equipment replacement/ repair charge =
$ 5,617
Forcemain Maintenance Costs:
The forcemain would be located within NC DOT rights of way.
NC DOT will not issue
'
utility encroachment agreements to private entities such
as the Zooland Family
Campground. DOT's position is that private entities are not
equipped to provide the
'
maintenance that may be required for the force main, such
as quickly repairing any
leaks that occur, locating and marking the forcemain in
advance of construction
projects along the route that might damage the forcemain,
etc. For the purposes of
'
considering and evaluating this alternative, it is assumed that
the Owner will be able to
secure the necessary NC DOT encroachment agreement. This
could be accomplished by
the Owner turning the wastewater pumping system over to a privately held utility
company that is regulated by the NC Utilities Commission
(NC DOT will issue an
encroachment agreement to these types of companies).
Total Annual forcemain maintenance funding:
$ 3,000
' Fuel Costs:
Based on 52 hours per year run time for exercise and power outages for the 30 kW
standby generator at PS 1 and at PS 2.
' 52 hrs x 1.3 gal. /hr diesel at 50% load = 68 gal /yr /PS
Fuel costs at $3.00 per gal. x 68 gal /year x 2 units = $ 408
' Total Annual Fuel Costs: $ 408
Appendix A
Page 4

' Chemical Costs:
The onsite pump station will require a liquid chemical feed system for odor control (due
to hydrogen sulfide generation in the relatively long sections of proposed forcemain).
' This cost evaluation assumes a potential HzS concentration of approximately 2.5 mg /I in
each forcemain, or a total of 5 mg /I to be offset by the addition of ferrous sulfate. The
estimated annual chemical consumption is calculated as:
0.017 MGD x 365 = 6.21 MGD
6.21 MGD x 8.33 Ibs x 5 mg /I = 258 pounds of hydrogen sulfide per year
' Dose 3.28 gallons of ferrous sulfate /pound of hydrogen sulfide, or 848 gallons of
ferrous sulfate required per year, at $1.15 /gallon
' Total annual odor - control chemical costs will be: $ 975
' Maintenance:
Maintenance staff site visits: 4 man - hours /week /station x
2 stations x 52 weeks /year, at $25 /hour $ 10,400
' Total Annual Maintenance Staff Costs: $10,400
'
City of Asheboro Sewage Treatment Costs:
Minimum monthly sewer fee is $38.35 per month, and this fee includes the first 150
cubic feet. The average monthly flow will be 17,000 gallons /day x 30 days = 510,000
I gallons /month, or 68,173 cubic feet. The City charges $6.28 per 100 cubic feet in
excess of the initial 150 cubic feet. The average monthly charge would be:
$38.35 + ((68,173- 150)/100) x $6.28 = $4,310.19 /month
Total Annual City of Asheboro Sewage Treatment Costs:
Summary of the annual 0 &M costs for Alternative No. 1:
Annual power costs
Equipment repair /replacement
Forcemain Maintenance
Fuel costs
Chemical Costs
Maintenance Staff
City of Asheboro sewer charges
Total Annual O &M costs
Present Worth Analysis
Year 0 Costs
Wastewater System Construction
Total Year 0 - Capital Cost
Appendix A
Page 5
$ 51,722
$ 3,622
$ 5,617
$ 3,000
$ 408
$ 975
$ 10,400
$511722
$ 75,744
$ 1,150,200
$ 1,150,200

Annual 0 &M Costs
Year 1 -20
$ 75,744
Present Worth of Alternative No. 1
Year 0: $ 1,150,200
Years 1 -20: (75,774) (P /A, 6 %, 20) _ (75,774)(11.4699) _ $ 868,776
Present Worth of Alternative No. 1: $ 2,018,976
Appendix A
Page 6

' ALTERNATIVE NO. 2
CONNECTION TO A PRIVATELY OWNED TREATMENT PLANT
' There are not, to the best of the preparer's knowledge, any privately owned treatment plants
within a five mile radius of Zooland Family Campground that have sufficient capacity to accept
' the 17,000 gpd flow from the campground. Therefore, connection to a privately owned
wastewater treatment plant in not considered a viable Alternative for this E.A.A.
' ALTERNATIVE NO. 3
' INDIVIDUAL SUB- SURFACE SYSTEMS
' Individual sub - surface septic systems for each campsite were not considered because the soils
in the area of the campsites have been graded, compacted, and partially covered with
pavement (as noted in the Soil Scientist's report), which renders this area unsuitable for septic
' systems. Although it would be possible to have individual septic tanks and effluent pumps at
each campsite, and individual sub - surface disposal and repair fields (located on adjacent
property), this approach would not be feasible. Concentrating 17,000 gpd of septic tank
effluent (with no additional treatment) in a grouping of individual subsurface disposal areas
would most likely not be permitted by the regulatory agencies. To have a separate treatment
' system at each campsite is obviously inefficient, as opposed to having a common wastewater
treatment system.
' The only feasible option for subsurface wastewater disposal at Zooland Family Campground
would be to collect the wastewater from all the campsites, treat it in one wastewater
treatment facility, and then pump the treated effluent to a single subsurface disposal site
' adjacent to the campground.
Therefore, Alternative No. 3 is dropped from further consideration in this EAA. Alternative No.
4 will examine the possibility of a common wastewater treatment system, with the treated
effluent being disposed of in a subsurface drip irrigation system.
' Appendix A
Page 7

ALTERNATIVE NO. 4
WASTEWATER TREATMENT SYSTEM, WITH EFFLUENT DISPOSAL THROUGH A
SUBSURFACE DRIP IRRIGATION SYSTEM
This Alternative utilizes a central treatment system to achieve the Treatment System II (TS -II)
effluent standards set for in the rules of the NC Division of Environmental Health (DEH). This
agency, in conjunction with the local environmental health department in each NC county,
permits and regulates wastewater systems that dispose of treated effluent below the ground
surface. As noted previously, there are insufficient undisturbed, suitable soils areas for a
subsurface disposal system within the existing property limits of the Campground. The Soil
Scientist's report estimated a Long Term Acceptance Rate (LTAR) of 0.067 gallons per day per
square foot (area loading, not trench bottom loading) for the suitable soils at the Campground.
Due to the lack of usable soils on the existing property, this Alternative proposes the Owner
purchase a sufficient quantity of land adjacent to the Campground to support a subsurface
disposal system, and to support the required repair area (must have a repair area sufficient to
allow the construction of a duplicate subsurface disposal system). In order to develop this
Alternative and its minimum present worth, it will be assumed that sufficient land could be
obtained from the adjacent landowner south of the Campground, and that the soils on that
site would be similar to the undisturbed soils on the Campground property.
The treatment system proposed for this Alternative is a biological wastewater treatment
system, as manufactured by AquaPoint. The system would consist of:
• Primary Settling Tank (17,000 gallons effective volume septic tank)
• Flow Equalization Tank (6,000 gallons) with duplex equalization pumps and submersible
aerator
• Flow divider box
Two Model 30/32 Bioclere fixed film systems, installed in parallel, with integral clarifiers,
recirculation pumps, and sludge return pump
• Tablet chlorinator with 600 gallon chlorine contact tank
• 6,000 gallon effluent pump tank with duplex pumps
The treated effluent would be pumped to a subsurface drip irrigation system located on the
' property immediately south of the Campground. The amount of land required for the drip
irrigation zone is estimated as follows:
' LTAR = 0.067 gallons /day /square foot
17,000 gpd /0.067 gpd /sf = 253,731 square feet
' The drip irrigation tubing is typically installed on a two -foot spacing using a vibratory plow.
The amount of drip tubing required would be:
' 253,731 SF /2 ft effective application width of tubing = 126,866 linear feet of drip tubing
' Appendix A
Page 8

Due to the inherent irregularities in ground surface slopes, there is always an inefficiency
factor that causes the actual area required to exceed the calculated theoretical area required.
For drip irrigation systems, experience has indicated this inefficiency will typically be on the
order of 1.2 to 1.3. For this analysis, a factor of 1.25 will be used.
The area required for the drip irrigation system would therefore be 253,731 SF x 1.25 =
317,164 SF. This area must then be doubled to provide land for the required 100% repair
area, increasing the total to 634,328 SF. The subsurface drip fields must have a 25 -foot
separation from all property lines, and a minimum setback of 50 feet from all surface waters.
The minimum area required to provide the required setbacks and the total area for sub-
surface disposal is 17.77 acres, based on the assumption that the adjacent land south of the
campground could be purchased. If any other site is purchased, the capital costs of this
system would increase due to the additional piping and energy required to transport effluent
to the site.
An illustration of this Alternative is presented in Figure No. 4. The components of this system
and their estimated installed cost are as follows:
Project Costs
One 17,000 GPD treatment system (materials only), as described above
One 17,000 gallon septic tank (materials only)
Two 6,000 gallon pump tanks (materials only) 2 x $6,930 =
One 600 gallon tank (materials only)
One flow splitter manhole (materials only)
Drip Irrigation Pumps and Controls
Installation of treatment system — general construction
Alarm dialer, installed
One 20 kW standby generator and
automatic transfer switch, installed
Electrical construction
11200 LF of 3" PVC forcemain from effluent pump tank to the drip
irrigation zones, at $18 /LF
1,200 LF of 2" PVC forcemain return from drip irrigation zones to
the flow equalization tank, at $15 /LF
Drip irrigation system (126,866 LF), complete with zone valves, air
release valves, supply and return manifolds, and drip tubing
at an installed cost of $3.00 LF
Clearing wooded site for drip system, erosion control, seeding, etc.
(7.3 acres at $5,000 /acre)
Subtotal, Estimated Construction Cost
Land Acquisition (17.77 acres at $4,000 per acre)
Soil Scientist Fees (5 %)
Engineering Fees (7 %)
' Total Estimated Wastewater Treatment and Disposal Costs
Appendix A
Page 9
$ 150,700
$ 19,140
$ 13,860
$900
$ 1,430
$ 24,000
$ 126,018
$ 3,000
$ 18,800
$ 33,400
$ 21,600
$ 18,000
$ 380,600
$ 36,500
$ 847,948
$ 71,080
$ 42,400
$59,400
$ 1,020,828

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CENTRAL TREATMENT SYSTEM
x & SUBSURFACE DRIP IRRIGATION DISPOSAL
GRAPHIC SCALE
0 250 500 1000
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ALTERNATIVE No. 4
CENTRAL TREATMENT SYSTEM
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GRAPHIC SCALE
0 250 500 1000
I inch = 500 ft.

Operation and Maintenance Costs
The annual power costs are estimated as follows:
Pumps in wastewater system:
Flow Equalization Pumps — will be controlled by repeat cycle timer, to dose the
treatment system at regular intervals. Pumps will be 0.4 HP pumps, with a
nominal capacity of 30 gpm against 21 feet TDH.
Brake horsepower provided: 0.40 BHP
KW input to motor: 0.35 KW (85% motor efficiency)
Operating time: 17,000 gpd /30 gpm = 567 minutes = 9.45 hours /day
Power consumption per day: 0.35 KW x 9.45 hours per day= 3.31 kWh per day
Power consumption per year: = 1,208 kWh per year
Power costs per year ($.105 /kWH) = $127 per year for FE pumps
Bioclere recycle pumps:
Pump rating is 45 gpm at 20 feet
Pumps operate on a repeat cycle timer — estimate 12 hours per day operation
Brake horsepower provided: 0.50 BHP (50% efficiency)
KW input to motor: 0.44 kW (85% motor efficiency)
Power consumption per year: 0.44 kW x 12 hours per day
x 365 days per year x 2 Bioclere units = 3,854 kWh per year
Power costs per year = $404 per year for recycle pumps
Bioclere sludge return pump:
Pump rating is 45 gpm at 20 feet
Pump operate on a repeat cycle timer — estimate 52 hours per day operation
Brake horsepower provided: 0.50 BHP (50% efficiency)
KW input to motor: 0.44 kW (85% motor efficiency)
Power consumption per year: 0.44 kW x 2 hours per day
x 365 days per year x 2 Bioclere units = 642 kWh per year
Power costs per year = $68 per year for sludge return pump
Duplex drip irrigation pumps:
Pump rating is 60 gpm at 125 feet
Brake horsepower provided: 3.0 BHP
KW input to motor: 2.63 kW (85% motor efficiency)
Operating time: 17,000 gpd /60 gpm = 284 minutes, plus 5% allowance for line
flushing = 300 minutes = 5 hours /day
Power consumption per year: 2.63 kW x 5 hours per day
x 365 days per year = 4,800 kWh per year
Power costs per year = $504 per year for drip irrigation pumps
Appendix A
Page 11

Summary of annual power costs:
Flow equalization pumps
Bioclere recycle pumps
Bioclere sludge return pump
Duplex drip irrigation pumps
Total Annual Power Costs
$ 127
$ 404
$ 68
$ 504
$ 1,103
Lab Analyses:
For the purposes of this report, the following tests and testing frequencies will be used:
Test
Cost
Frequency
Annual Cost
BOD -5
25
Monthly
300
NH3 -N
20
Monthly
$ 240
TSS
15
Monthly
180
Fecal Coliform
20
Monthly
240
Total N
$35
Quarterly
$ 140
Total P
$20
Quarterly
$80
Annual Testing Costs
if 180
Annual solids (sludge) disposal cost:
Septic tank will be pumped annually.
= 17,000 gallons /year at $0.15 /gallon =
$ 2,550
Equipment Repair/Replacement Costs:
Assume 15 -year life for pumps, motors, and generator, yielding an annual replacement
'— charge of $1,101. This is based on a Sinking Fund Factor (A /F, 6 %, 15 years) of
0.0430, times the mechanical equipment cost of $25,600. The annual cost of routine
maintenance and repairs is estimated to be 5% of equipment cost.
Replacement costs at 0.0430 times $ 25,600 =
Maintenance at 5.0% of $ 25,600 =
$ 1,101
1,280
Total annual equipment replacement/ repair charge = $ 2,381
Fuel Costs:
' Based on 52 hours per year run time for exercise and power outages for the
20 kW standby generator.
' 52 hrs x 0.70 gal. /hr diesel at 50% load = 36.4 gal /yr /PS
Fuel costs at $3.00 per gal. x 36.4 gal /year = 109
Total Annual Fuel Costs: $ 109
Ij
Appendix A
Page 12

1
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Chemical Costs:
Based on an estimated chlorine dosage of 5 mg /I, estimated total annual costs for
chlorine disinfecting tablets is $ 1,965 (8.3 pails of tablets, at 45 pounds /pail). See
Appendix G for calculations).
Total Annual Chemical Costs (chlorine): $ 1,965
Contract Operations:
Cost to hire a licensed subsurface system operator or operations
company to operate
the treatment system, and file all required reports.
Total Annual Operations Costs:
$45,000
Summary of the annual 0 &M costs for Alternative No. 4:
Annual power costs
$ 1,103
Annual testing cost
$ 1,180
Sludge disposal
$ 2,550
Equipment repair / replacement
$ 2,381
Fuel Costs
$ 109
Chemical Costs (chlorine tablets)
$ 1,965
Licensed contract operations cost
$45,000
Total Annual O &M Costs
$ 54,288
Present Worth Analysis
Year 0 Costs
Wastewater Treatment and Disposal System Construction $ 1,020,828
Total Year 0 — Capital Costs $ 1,0201828
Annual 0 &M Costs
Year 1 -20 $ 54,288
Present Worth of Alternative No. 4
Year 0: $ 1,020,828
Years 1 -20: (54,288) (P /A, 6 %, 20)= (54,288)(11.4699) $622,678
Present Worth of Alternative 4: $ 1,643,506
Appendix A
Page 13

' ALTERNATIVE NO. 5
WASTEWATER TREATMENT SYSTEM, WITH EFFLUENT DISPOSAL THROUGH A
' SPRAY IRRIGATION SYSTEM
' This Alternative utilizes a central treatment system consisting of the wastewater treatment
system that was previously described under Alternative No. 4. This treatment system would
achieve the secondary treatment and disinfection levels required under 15A NCAC
2T.0505(b)(1). The disinfected wastewater would then surface applied through solid set
sprinkler heads to be further treated by the soils. The wastewater cannot be applied when
' there is a chance of runoff, such as when the ground is saturated by rainfall. To address this
concern a storage lagoon is required to provide the storage volume required during a wetter
than average winter. The system operator will generally operate the irrigation system in
' accordance with the calculated water balance to insure the system's storage needs do not
exceed the lagoon volume.
1 The recommended application from the preliminary soils report was a maximum of 24 inches
per year. Using DWQ's Water Balance spreadsheet, and precipitation and temperature data
from Asheboro for the period 1933 to 1993, the required minimum spray irrigation area is
10.25 acres. In addition to the area required for spray irrigation, DWQ's rules require the
spray areas be set back 150 feet from property lines, 100 feet from streams, and 400 feet
from neighboring houses. The required minimum storage volume for the lagoon is calculated
to be 2,289,982 gallons. See Preliminary Water Balance calculations in Appendix E.
In order to develop this Alternative and its minimum present worth, it will be assumed that
' sufficient land could be obtained from the adjacent landowner south of the Campground, and
that the soils on that site would be similar to the soils on the Campground property. The total
1 amount of land required for spray irrigation, required setback buffers, and the storage lagoon
would be 26.2 acres.
1
1
See Figure No. 5 for an illustration of this Alternative. The components of this system and their
estimated installed cost are as follows:
Project Costs
One 17,000 GPD treatment system (materials only), as described above $ 150,700
One 17,000 gallon septic tank (materials only) $ 19,140
Two 6,000 gallon pump tanks (materials only) 2 x $6,930 = $ 13,860
One 600 gallon tank (materials only) $900
One flow splitter manhole (materials only) $ 1,430
Effluent Pumps and Controls $ 14,600
Installation of treatment system — general construction $ 120,378
Alarm dialer, installed $ 3,000
One 20 kW standby generator and
automatic transfer switch, installed $ 18,800
Electrical construction $ 33,400
Appendix A
Page 14

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FIGURE No. 5
ALTERNATIVE No. 5
CENTRAL TREATMENT SYSTEM
& SPRAY IRRIGATION DISPOSAL
GRAPHIC SCALE
500 0 250 5,00 1000
I inch = 500 ft.

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One lined lagoon (130 days storage, per DWQ Water Balance
Spreadsheet), with bottom dimensions of 90 Ft x 180 Ft,
3:1 side slopes, 12 foot maximum water level, two feet of
freeboard, one foot min. below required storage volume:
9,665 CY cut to fill at $5.00 /CY
$ 48,325
48,500 SF of 40 mil HDPE liner at $1.95 /SF, installed
$ 94,575
Spray irrigation system including:
10 zones with 25 heads per zone (52' grid spacing between
risers — each zone irrigates 1.025 acres):
10 x 25 - 1" risers w /nozzles and support pipe at $100 /each
$ 25,000
10 x (520 LF of 1" PVC pipe per zone) at $7.50 /LF
$ 39,000
10 x (520 LF of 1 1/2" PVC per zone) at $9.00 /LF
$ 46,800
10 x (52 LF of 2" PVC per zone) at $13.00 /LF
$ 6,760
10 x (52 LF of 3" PVC per zone) at $18.00 /LF
$ 9,360
10 x (156 LF of 4" PVC per zone) at $24.00 /LF
$ 37,440
2,000 LF of 4" force main from irrigation pump station to the
10 zones at $24.00 /LF
$ 48,000
10 solenoid zone valve stations at $ 400 each
$ 4,000
Packaged irrigation pump station with 175 gpm pump (equipment only)
$ 31,500
4 foot diameter precast concrete wetwell with suction pipe
$ 3,000
Irrigation pump station installation, including electrical construction
$ 24,300
1,300 chain link fence at $13.00 /LF (lagoon and plant area)
$ 16,900
4,500 LF barbed wire fence at $3.50 /LF (spray field area)
$ 15,750
Erosion control, clearing, seeding, etc. (11 acres at $5,000 /ac.)
$55,000
Subtotal, Estimated Construction Cost $ 881,9185
Land Acquisition (26.2 acres at $4,000 per acre) $ 104,800
Soil Scientist Fees (5 %) $ 44,100
Engineering Fees (7 %) $61,700
Total Estimated Wastewater Treatment and Disposal Costs $ 1,092,518
Operation and Maintenance Costs
' The annual power costs are estimated as follows:
Pumps in wastewater system:
Flow Equalization Pumps — will be controlled by repeat cycle timer, to dose the
' treatment system at regular intervals. Pumps will be 0.4 HP pumps, with a
nominal capacity of 30 gpm against 21 feet TDH.
Brake horsepower provided: 0.40 BHP
KW input to motor: 0.35 KW (85% motor efficiency)
Operating time: 17,000 gpd /30 gpm = 567 minutes = 9.45 hours /day
Power consumption per day: 0.35 KW x 9.45 hours per day= 3.31 kWh per day
Power consumption per year: = 1,208 kWh per year
Power costs per year ($.105 /kWH) = $ 127 per year for FE pumps
Appendix A
Page 16
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Bioclere recycle pumps:
Pump rating is 45 gpm at 20 feet
Pumps operate on a repeat cycle timer — estimate 12 hours per day operation
Brake horsepower provided: 0.50 BHP (50% efficiency)
KW input to motor: 0.44 kW (85% motor efficiency)
Power consumption per year: 0.44 kW x 12 hours per day
x 365 days per year x 2 Bioclere units = 3,854 kWh per year
Power costs per year = $ 404 per year for recycle pumps
Bioclere sludge return pump:
Pump rating is 45 gpm at 20 feet
Pump operate on a repeat cycle timer — estimate 52 hours per day operation
Brake horsepower provided: 0.50 BHP (50% efficiency)
KW input to motor: 0.44 kW (85% motor efficiency)
Power consumption per year: 0.44 kW x 2 hours per day
x 365 days per year x 2 Bioclere units = 641 kWh per year
Power costs per year = $ 68 per year for sludge return pump
Duplex effluent pumps (pump to storage lagoon):
Pump rating is 60 gpm at 65 feet TDH
Brake horsepower provided: 1.5 BHP
KW input to motor: 1.62 kW (85% motor efficiency)
Operating time: 17,000 gpd /60 gpm = 284 minutes = 4.73 hours /day
Power consumption per year: 1.62 kW x 4.73 hours per day
x 365 days per year = 2,800 kWh per year
Power costs per year = $ 294 per year for effluent pumps
Irrigation pump:
18,244 gal per day (see Water Balance) x 365 days /200 irrigation days = 33,295
gallons per irrigation day. Pump rate is 7 gpm per sprinkler head, or 175
gpm per zone. Pump TDH is estimated to be 70 feet for maximum static
lift, 60 feet friction losses to each zone, plus 115 feet (50 psi) at the
sprinkler nozzles, or 246 feet (107 psi) for TDH.
33,295 gallons per irrigation day /175 gal per min. = 190 min. pumping per
irrigation day, or 3.17 hours per irrigation day
Brake horsepower required: 15.5 BHP (70% efficiency)
KW input to motor: 13.63 KW (85% motor efficiency)
Power consumption per irrigation day:
13.63 KW x 3.17 hours per day = 43.2 kWh per irrigation day
Power consumption per year = 43.2 kWh per irrigation day x 200 irrigation days
per year = 8,640 kWh per year
Power costs per year = $ 907 per year for the irrigation pump
Appendix A
Page 17

1
Summary of annual power costs:
Flow equalization pumps
Bioclere recycle pumps
Bioclere sludge return pump
Duplex effluent pumps (pump to storage lagoon):
Irrigation Pump
Total Annual Power Costs
$ 127
$ 404
$ 68
$ 294
907
$ 1,800
Lab Analyses:
For the purposes of this report, the following tests and testing frequencies will be used:
Test
Cost
Frequency
Annual Cost
BOD -5
25
4 X Year
$ 100
NH3 -N
$20
4 X Year
$ 80
TKN
40
4 X Year
$ 160
Nitrate -N
25
4 X Year
100
TSS
15
4 X Year
$ 60
Fecal Coliform
$20
4 X Year
80
Total Dissolved Solids
$15
3 X Year
$ 45
Chloride
$20
3 X Year
60
Annual Testing Costs
685
Annual solids (sludge) disposal cost:
Septic tank will be pumped annually.
= 17,000 gallons /year at $0.15 /gallon =
$ 2,550
Equipment Repair /Replacement:
Assume 15 -year life for pumps, motors, and generator, yielding an annual replacement
charge of $1,918. This is based on a Sinking Fund Factor (A /F, 6 %, 15 years) of
0.0430, times the mechanical equipment cost of $44,600. The annual cost of routine
maintenance and repairs is estimated to be 5% of equipment cost.
' Replacement costs at 0.0430 times $ 44,600 = $ 11918
Maintenance at 5.0% of $ 44,600 = $2,230
Total annual equipment replacement/ repair charge = $ 4,148
' Fuel Costs:
Based on 52 hours per year run time for exercise and power outages, for the
20 kW standby power generator.
■ 52 hrs x 0.70 gal. /hr diesel at 50% load = 36.4 gal /yr /PS
■ Fuel costs at $3.00 per gal. x 36.4 gal /year = IAN
Total Annual Fuel Costs: $ 109
Appendix A
Page 18
1

Chemical Costs:
Based on an estimated chlorine dosage of 5 mg /I, estimated total annual costs for
chlorine disinfecting tablets is $ 1,965 (8.3 pails of tablets, at 45 pounds /pail)
Total Annual Chemical Costs (chlorine):
$ 1,965
Contract Operations:
Cost to hire a licensed wastewater treatment plant operator /company to operate the
treatment and irrigation systems, and file all required reports (assumes spray irrigation
areas have low maintenance tree crop cover, or hay fields mowed at no charge in
exchange for hay removal).
Total Annual Operations Costs:
Summary of the annual 0 &M costs for Alternative No. 5:
Annual power costs
Annual testing costs
Sludge disposal
Equipment repair /replacement
Fuel costs
Chemical Costs (chlorine tablets)
Contract operations
Total Annual O &M costs
Present Worth Analysis
Year 0 Costs
Wastewater Treatment and Disposal System Construction
Total Year 0 Cost — Capital Costs
Annual O &M Costs
Year 1 -20
$45,000
$ 1,800
$ 685
$ 2,550
$ 4,148
$ 109
$ 1,965
$45,000
$ 56,257
$ 1,092,518
$ 1,092,518
$ 56,257
Present Worth of Alternative No. 5
Year 0: $ 1,092,518
Years 1 -20: (56,257) (P /A, 6 %, 20) = (56,257)(11.4699) $645,262
Present Worth of Alternative 5:
Appendix A
Page 19
$ 1,737,780

' ALTERNATIVE NO. 6
WASTEWATER TREATMENT SYSTEM, WITH EFFLUENT DISPOSAL THROUGH A
' SURFACE DISCHARGE TO THE LITTLE RIVER
Alternative No. 6 utilizes a central wastewater treatment system to treat the wastewater to a
level that is suitable for discharge to surface waters. This system does not rely on land areas
for effluent storage or disposal, thus its area requirements are minimal when compared to the
' on -site disposal alternatives. This Alternative permits all 195 camper spaces and accessory
uses to be served by the treatment system, without having to acquire any additional property.
I The treatment system proposed for this Alternative is a biological wastewater treatment
system, as manufactured by AquaPoint. The system would consist of:
• Primary Settling Tank (17,000 gallons effective volume septic tank)
• Flow Equalization Tank (6,000 gallons) with duplex equalization pumps and submersible
aerator
' 0 Aerated Moving Bed Biofilm Reactor (MBBR), with duplex blowers
• Flow divider box
• Two Model 30/32 Bioclere fixed film systems, installed in parallel, with integral clarifiers,
recirculation pumps, and sludge return pump
• 2,000 gallon tertiary filter feed tank
• Two 30 inch diameter tertiary pressure filters
Alkalinity feed system
• Tablet chlorinator with 600 gallon chlorine contact tank
' • Prefabricated building to house blowers, filters, and chemical feed system
The treated and disinfected effluent would be discharged into the Little River via a gravity flow
' effluent pipe. This Alternative is illustrated in Figure No. 6. The wastewater treatment system
components for this Alternative and their estimated installed costs are as follows:
Project Costs
One 17,000 GPD treatment system (materials only), as described above $ 197,200
' including MBBR media, blowers, controls, Bioclere units,
pressure filters, chemical feed system, and start-up assistance
One 17,000 gallon septic tank (materials only) $ 19,140
One 6,000 gallon pump tank (materials only) $ 6,930
' One 8' x 8' x 10' MBBR tank (materials only) $ 6,820
One 2,000 gallon filter feed tank (materials only) $ 4,290
' One 600 gallon tank (materials only) $ 900
One flow splitter manhole (materials only) $ 1,430
Installation of system — general construction $ 142,026
Building to house blowers, pressure filters, and chemical feed pumps $ 18,500
Alarm dialer, installed $ 3,000
Appendix A
Page 20

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J ALTERNATIVE No. 6
I , 11 ,
CENTRAL TREATMENT SYSTEM
& DISCHARGE TO LITTLE RIVER
GRAPHIC SCALE
500 0 250 500 1000
1 inch = 500 ft.

' One 25 kW standby generator and
automatic transfer switch, installed $ 23,600
Electrical construction $ 43,600
' Subtotal, Estimated Construction Cost $ 467,436
Engineering Fees (7 %) $ 32,700
' Total Estimated Wastewater Treatment and Disposal Costs $ 500,136
' Operation and Maintenance Costs
The annual power costs are estimated as follows:
' Pumps in wastewater system:
Flow Equalization Pumps — will be controlled by repeat cycle timer, to dose the
' treatment system at regular intervals. Pumps will be 0.4 HP pumps, with a
nominal capacity of 30 gpm against 21 feet TDH.
' Brake horsepower provided: 0.40 BHP
KW input to motor: 0.35 KW (85% motor efficiency)
Operating time: 17,000 gpd /30 gpm = 567 minutes = 9.45 hours /day
' Power consumption per day: 0.35 KW x 9.45 hours per day= 3.31 kWh per day
Power consumption per year: = 1,208 kWh per year
' Power costs per year ($.105 /kWH) = $127 per year for FE pumps
Bioclere recycle pumps:
Pump rating is 45 gpm at 20 feet
Pumps operate on a repeat cycle timer — estimate 12 hours per day operation
Brake horsepower provided: 0.50 BHP (50% efficiency)
KW input to motor: 0.44 kW (85% motor efficiency)
Power consumption per year: 0.44 kW x 12 hours per day
x 365 days per year x 2 Bioclere units = 3,854 kWh per year
Power costs per year = $404 per year for recycle pumps
Bioclere sludge return pump:
Pump rating is 45 gpm at 20 feet
Pump operate on a repeat cycle timer — estimate 2 hours per day operation
Brake horsepower provided: 0.50 BHP (50% efficiency)
KW input to motor: 0.44 kW (85% motor efficiency)
Power consumption per year: 0.44 kW x 2 hours per day
x 365 days per year x 2 Bioclere units = 642 kWh per year
Power costs per year = $68 per year for sludge return pump
Appendix A
Page 22

' MBBR Blower:
Design flow rate: 72 CFM at 5.6 PSIG
Blower horsepower: 4.02 BHP
kW input to motor: 3.53 kW (85% motor efficiency)
Main plant blower typically cycled by time clock; this analysis will assume 18
hours /day operation
' Power consumption per year: 3.53 KW x 18 hours per day
x 365 days per year = 23,192 kWH per year
Power costs per year = $ 2,435
Filter feed pumps:
Design flow rate (maximum): 1.5 -gpm /square foot, or 7.4 gpm for a 30 -inch
diameter vessel.
TDH : 60 feet
Brake horsepower required: 0.32 BHP (35% efficiency)
KW input to motor: 0.28 kW (85% motor efficiency)
Pump run time = 8,500 gpd /7.4 gpm = 1,149 minutes = 19.1 hours
Power consumption per year: 0.28 kW x 19.1 hours per day
x 365 days per year x 2 filter pumps = 3,904 kWh per year
Power costs per year = $ 410
Filter Backwash Pumps:
Design flow rate and TDH: 20 gpm /SF, or 98 gpm for a 30 -inch diameter vessel
TDH : 50 feet
Brake horsepower required: 2.06 BHP (60% efficiency)
KW input to motor: 1.8 kW (85% motor efficiency)
Pump run time is estimated to be 20 minutes /day = 0.33 hour /day
Power consumption per year: 1.8 kW x 0.33 hours per day
x 365 days per year x 2 filters = 434 kWh per year
Power costs per year = $ 46
Summary of annual power costs:
Flow equalization pumps $ 127
Bioclere recycle pumps $ 404
Bioclere sludge return pump $ 68
MBBR Blower $ 2,435
Filter Feed Pump $ 410
Filter Backwash Pump 46
Total Annual Power Costs $ 3,490
Appendix A
Page 23

Lab Analyses:
For the purposes of this report, the following tests and testing frequencies will be used:
Test
Cost
Frequency
Annual Cost
BOD -5
25
3/Week
$3,900
NH3 -N
$20
3 /Week
$3,120
TSS
15
3/Week
$2,340
Fecal Coliform
20
3/Week
$3,120
Annual Testing Costs
$12,480
Annual solids (sludge) disposal cost:
Septic tank will be pumped annually.
= 17,000 gallons /year at $0.15 /gallon =
$ 2,550
' Equipment Repair /Replacement Costs:
Assume 15 -year life for pumps, motors, and generator, yielding an annual replacement
charge of $1,101. This is based on a Sinking Fund Factor (A /F, 6 %, 15 years) of
' 0.0430, times the mechanical equipment cost of $37,400. The annual cost of routine
maintenance and repairs is estimated to be 5% of equipment cost.
' Replacement costs at 0.0430 times $ 37,400 = $ 1,608
Maintenance at 5.0% of $ 37,400 = 1,870
' Total annual equipment replacement/ repair charge = $ 3,478
' Fuel Costs:
Based on 52 hours per year run time for exercise and power outages for the
25 kW standby generator.
52 hrs x 0.90 gal. /hr diesel at 50% load = 46.8 gal /yr /PS
Fuel costs at $3.00 per gal. x 46.8 gal /year = 140
Total Annual Fuel Costs: $ 140
Chemical Costs:
Based on an estimated chlorine dosage of 5 mg /I, estimated total annual costs for
chlorine disinfecting tablets is $ 1,965 (8.3 pails of tablets, at 45 pounds /pail):
Total Annual Chlorine Costs:
$ 1,965
Based on an estimated 13.3 gallons per day of 25% sodium hydroxide solution (see
Appendix G for calculations):
Total Annual Sodium Hydroxide Costs: 1,365
Total Annual Chemical Costs: $ 3,330
Appendix A
Page 24

Contract Operations:
Cost to hire a licensed Grade II system operator or operations company to operate the
treatment system, and file all required reports.
Total Annual Operations Cost:
Summary of the annual 0 &M costs for Alternative No. 6:
Annual power costs
Annual testing cost
Sludge disposal
Equipment repair / replacement
Fuel Costs
Chemical Costs
Licensed contract operations cost
Total Annual O &M Costs
Present Worth Analysis
Year 0 Costs
Wastewater Treatment and Disposal System Construction
Total Year 0 — Capital Costs
Annual 0 &M Costs
Year 1 -20
$55,000
$ 3,490
$ 12,480
$ 2,550
$ 3,478
$ 140
$ 3,330
$55,000
$ 80,468
$ 500,136
$ 500,136
$ 80,468
Present Worth of Alternative
Year 0: $ 500,136
Years 1 -20: (80,468) (P /A, 6 %, 20)= (80,468)(11.4699) $922,960
Present Worth of Alternative 6: $ 1,423,096
Appendix A
Page 25

ALTERNATIVE NO. 7
CONSIDERATION OF WASTEWATER RE -USE, WITH EFFLUENT DISPOSAL
' THROUGH SPRAY IRRIGATION SYSTEM
This Alternative is similar to Alternative No. 5, except that the wastewater is treated to re -use
' quality, as defined by 15 NCAC 02T.0906. The treated effluent is stored in a lagoon, and then
applied on the land surface through a spray irrigation system. One of the benefits of treating
' to re -use quality is the effluent may be applied up to the property line, with no setback
required. However, the re -use rules require that the wastewater be treated to more stringent
limits, that the treatment system have a more thorough disinfection system than utilized under
' Alternative No. 5, have an effluent turbidimeter, and have a lined "upset pond" with five days
of storage. By elimination of the property line setbacks, less land would have to be purchased.
' The treatment system required for this Alternative would be identical to the one proposed in
Alternative 6 — Discharge to Surface Waters, with the following additional equipment /features:
'
• Effluent Turbidimeter
• Automatic diversion valve to divert turbid effluent to the 5 -day storage pond
• Transfer pump and control system to return stored effluent from the 5 -day pond to the
'
treatment system
• Spray irrigation system — identical to the one proposed under Alternative No. 5
'
Figure No. 7 illustrates the additional land that would be required for the spray irrigation of re-
use quality effluent. The wastewater treatment system components for
this Alternative and
'
their estimated installed costs are as follows:
Project Costs
'
One 17,000 GPD treatment system (materials only), as described above
$ 197,200
including MBBR media, blowers, controls, Bioclere units,
pressure filters, chemical feed system, and start-up assistance
'
One 17,000 gallon septic tank (materials only)
$ 19,140
One 6,000 gallon pump tank (materials only)
$ 6,930
One 8' x 8'x 10' MBBR tank (materials only)
$ 6,820
tOne
2,000 gallon filter feed tank (materials only)
$ 4,290
One 600 gallon tank (materials only)
$ 900
One flow splitter manhole (materials only)
$ 1,430
'
One turbidimeter, chart recorder, automatic diversion valves,
transfer pump, and transfer piping
$ 17,400
'
Installation of system — general construction
$ 152,466
Building to house blowers, pressure filters, and chemical feed pumps
$ 18,500
Alarm dialer, installed
$ 3,000
'
One 25 kW standby generator and
automatic transfer switch, installed
$ 23,600
Electrical construction
$ 48,700
'
Appendix A
Page 26

1
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1
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1
One lined lagoon (130 days storage, per DWQ Water Balance
Spreadsheet), with bottom dimensions of 90 Ft x 180 Ft,
3:1 side slopes, 12 foot maximum water level, two feet of
freeboard, one foot min. below required storage volume:
9,665 CY cut to fill at $5.00 /CY
$ 48,325
48,500 SF of 40 mil HDPE liner at $1.95/SF, installed
$ 94,575
One lined lagoon (5 days storage, per DWQ rules), with bottom
dimensions of 5 Ft x 10 Ft, 3:1 side slopes, 8 foot maximum
water level, two feet of freeboard, one foot min. below required
storage volume:
716 CY cut to fill at $5.00 /CY
$ 3,580
41780 SF of 40 mil HDPE liner at $1.95 /SF, installed
$ 9,321
Spray irrigation system including:
10 zones with 25 heads per zone (52' grid spacing between
risers — each zone irrigates 1.025 acres):
10 x 25 - 1" risers w /nozzles and support pipe at $100 /each
$ 25,000
10 x (520 LF of 1" PVC pipe per zone) at $7.50 /1-F
$ 39,000
10 x (520 LF of 1 1/2" PVC per zone) at $9.00 /LF
$ 46,800
10 x (52 LF of 2" PVC per zone) at $13.00 /LF
$ 6,760
10 x (52 LF of 3" PVC per zone) at $18.00 /LF
$ 9,360
10 x (156 LF of 4" PVC per zone) at $24.00 /LF
$ 37,440
2,000 LF of 4" force main from irrigation pump station to the
10 zones at $24.00 /1-F
$ 48,000
10 solenoid zone valve stations at $ 400 each
$ 4,000
Packaged irrigation pump station with 175 gpm pump (equipment only)
$ 31,500
4 foot diameter precast concrete wetwell with suction pipe
$ 3,000
Irrigation pump station installation, including electrical construction
$ 24,300
1,300 chain link fence at $13.00 /1-F (lagoon and plant area)
$ 20,800
4,500 LF barbed wire fence at $3.50 /LF (spray field area)
$ 15,750
Erosion control, clearing, seeding, etc. (11 acres at $5,000 /ac.)
$55,000
Subtotal, Estimated Construction Cost $ 1,022,887
Land Acquisition (13.94 acres at $4,000 per acre) $ 55,760
Soil Scientist Fees (5 %) $ 51,100
Engineering Fees (7 %) $ 71,600
Total Estimated Wastewater Treatment and Disposal Costs $ 11,201,347
Appendix A
Page 27

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RE -USE SPRAY IRRIGATION FIELDS
` FIGURE No..7
ALTERNATIVE No. 7
, II 1
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I' TREATMENT TO RE —USE QUALTTY
& SPRAY IRRIGATION DISPOSAL
1
GRAPHIC SCALE
500 0 250 500 1000
i- -----
-
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Operation and Maintenance Costs
The annual power costs are estimated as follows:
Pumps in wastewater system:
Flow Equalization Pumps — will be controlled by repeat cycle timer, to dose the
treatment system at regular intervals. Pumps will be 0.4 HP pumps, with a
nominal capacity of 30 gpm against 21 feet TDH.
Brake horsepower provided: 0.40 BHP
KW input to motor: 0.35 KW (85% motor efficiency)
Operating time: 17,000 gpd /30 gpm = 567 minutes = 9.45 hours /day
Power consumption per day: 0.35 KW x 9.45 hours per day= 3.31 kWh per day
Power consumption per year: = 1,208 kWh per year
Power costs per year ($.105 /kWH) = $127 per year for FE pumps
Bioclere recycle pumps:
Pump rating is 45 gpm at 20 feet
Pumps operate on a repeat cycle timer — estimate 12 hours per day operation
Brake horsepower provided: 0.50 BHP (50% efficiency)
KW input to motor: 0.44 kW (85% motor efficiency)
Power consumption per year: 0.44 kW x 12 hours per day
x 365 days per year x 2 Bioclere units = 3,854 kWh per year
Power costs per year = $404 per year for recycle pumps
Bioclere sludge return pump:
Pump rating is 45 gpm at 20 feet
Pump operate on a repeat cycle timer — estimate 2 hours per day operation
Brake horsepower provided: 0.50 BHP (50% efficiency)
KW input to motor: 0.44 kW (85% motor efficiency)
Power consumption per year: 0.44 kW x 2 hours per day
x 365 days per year x 2 Bioclere units = 642 kWh per year
Power costs per year = $68 per year for sludge return pump
MBBR Blower:
Design flow rate: 72 CFM at 5.6 PSIG
Blower horsepower: 4.02 BHP
kW input to motor: 3.53 kW (85% motor efficiency)
' Main plant blower typically cycled by time clock; this analysis will assume 18-
hours /day operation
Power consumption per year: 3.53 KW x 18 hours per day
x 365 days per year = 23,192 kWh per year
Power costs per year = $ 2,435
' Appendix A
Page 29

Filter feed pumps:
Design flow rate (maximum): 1.5 -gpm /square foot, or 7.4 gpm for a 30 -inch
diameter vessel.
TDH: 60 feet
Brake horsepower required: 0.32 BHP (35% efficiency)
KW input to motor: 0.28 kW (85% motor efficiency)
Pump run time = 8,500 gpd /7.4 gpm = 1,149 minutes = 19.1 hours
Power consumption per year: 0.28 kW x 19.1 hours per day
x 365 days per year x 2 filter pumps = 3,904 kWh per year
Power costs per year = $ 410
Filter Backwash Pumps:
Design flow rate and TDH: 20 gpm /SF, or 98 gpm for a 30 -inch diameter vessel
TDH: 50 feet
Brake horsepower required: 2.06 BHP (60% efficiency)
KW input to motor: 1.8 kW (85% motor efficiency)
Pump run time is estimated to be 20 minutes /day = 0.33 hour /day
Power consumption per year: 1.8 kW x 0.33 hours per day
x 365 days per year x 2 filters = 434 kWh per year
Power costs per year = $ 46
Irrigation pump:
18,244 gal per day (see Water Balance) x 365 days /200 irrigation days = 33,295
gallons per irrigation day. Pump rate is 7 gpm per sprinkler head, or 175
gpm per zone. Pump TDH is estimated to be 70 feet for maximum static
lift, 60 feet friction losses to each zone, plus 115 feet (50 psi) at the
sprinkler nozzles, or 246 feet (107 psi) for TDH.
33,295 gallons per irrigation day /175 gal per min. = 190 min. pumping per
irrigation day, or 3.17 hours per irrigation day
Brake horsepower required: 15.5 BHP (70% efficiency)
KW input to motor: 13.63 KW (85% motor efficiency)
Power consumption per irrigation day:
13.63 KW x 3.17 hours per day = 43.2 kWh per irrigation day
Power consumption per year = 43.2 kWh per irrigation day x 200 irrigation days
per year = 8,640 kWh per year
Power costs per year = $ 907 per year for the irrigation pump
Summary of annual power costs:
Flow equalization pumps
$ 127
Bioclere recycle pumps
$ 404
Bioclere sludge return pump
$ 68
MBBR Blower
$ 2,435
Filter Feed Pump
$ 410
Filter Backwash Pump
$ 46
Irrigation Pump
907
Total Annual Power Costs
$ 4,397
Appendix A
Page 30

L
IF
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71
J
1
Lab Analyses:
For the purposes of this report, the following tests and testing frequencies will be used:
Test
Cost
Frequency
Annual Cost
BOD -5
25
3 /Week
$3,900
NH3 -N
20
3/Week
$3,120
TSS
$15
3 /Week
$2,340
Fecal Coliform
20
3 /Week
$3,120
Annual Testing Costs
$12.480
Annual solids (sludge) disposal cost:
Septic tank will be pumped annually.
= 17,000 gallons /year at $0.15 /gallon = $ 2,550
' Equipment Repair /Replacement Costs:
Assume 15 -year life for pumps, motors, and generator, yielding an annual replacement
charge of $1,101. This is based on a Sinking Fund Factor (A /F, 6 %, 15 years) of
0.0430, times the mechanical equipment cost of $44,600. The annual cost of routine
maintenance and repairs is estimated to be 5% of equipment cost.
' Replacement costs at 0.0430 times $ 44,600 = $ 1,918
Maintenance at 5.0% of $ 44,600 = $2,230
' Total annual equipment replacement/ repair charge = $ 4,148
Fuel Costs:
Based on 52 hours per year run time for exercise and power outages for the
' 25 kW standby generator.
52 hrs x 0.90 gal. /hr diesel at 50% load = 46.8 gal /yr /PS
Fuel costs at $3.00 per gal. x 46.8 gal /year = 140
' Total Annual Fuel Costs: $ 140
' Chemical Costs:
Based on an estimated chlorine dosage of 5 mg /I, estimated total annual costs for
chlorine disinfecting tablets is $ 1,965 (8.3 pails of tablets, at 45 pounds /pail):
' Total Annual Chlorine Costs: . $ 1,965
' Based on an estimated 13.3 gallons per day of 25% sodium hydroxide solution (see
Appendix G for calculations):
' Total Annual Sodium Hydroxide Costs: 1,365
Total Annual Chemical Costs:
Appendix A
Page 31
$ 3,330

1
1
1
1
1
1
1
1
1
1
1
1
1
1
Contract Operations:
Cost to hire a licensed Grade II system operator or operations company to operate the
treatment system, and file all required reports.
Total Annual Operations Cost:
Summary of the annual 0 &M costs for Alternative No. 7:
Annual power costs
Annual testing cost
Sludge disposal
Equipment repair / replacement
Fuel Costs
Chemical Costs
Licensed contract operations cost
Total Annual O &M Costs
Present Worth Analysis
Year 0 Costs
Wastewater Treatment and Disposal System Construction
Total Year 0 — Capital Costs
Annual 0 &M Costs
Year 1 -20
$55,000
$ 4,397
$ 12,480
$ 2,550
$ 4,148
$ 140
$ 3,330
$55,000
$ 82,045
$ 1,201,347
$ 1,201,347
$ 82,045
Present Worth of Alternative
Year 0: $ 1,201,347
Years 1 -20: (82,045) (P /A, 6 %, 20)= (82,045)(11.4699) $941,048
Present Worth of Alternative 7: $ 2,142,395
Appendix A
Page 32

L
I�
L�
1
APPENDIX B
I PRELIMINARY SOILS REPORT PREPARED BY PIEDMONT
ENVIRONMENTAL ASSOCIATES, P.A.

Piedmont Environmental Associates, PA
5401 Thacker Dairy Road • Greensboro, NC 27406 • 336 - 215 -8820
Creek Campground. The campground was built in the early seventies.
The evaluation was conducted by James L. Beeson who is a licensed soil scientist. The
evaluation was conducted during moist soil conditions on September 28h, 2010 with the
use of ahand- auger. Characteristics that affect the suitability of systems include soil
depth to expansive clay, seasonal high water table, rock, and unusable saprolite.
Topography and slope also affect the suitability of an area for septic systems. Also
existing use impacts possible uses. The evaluation of these components was conducted
on the site. The level of the evaluation was preliminary forthe entire area.
Findings are conveyed by showing areas on the enclosed map that are usable for different
system types. Two basic system categories used for this evaluation are surface and sub-
surface. The sub - surface soil types are primarily 30 inches deep to an unsuitable
characteristic. The area mapped as having a usable soil type occupies 75,000 square feet.
However, sub- surface systems are not permitted in areas that have been compacted by
roads or excavated for the installation of utilities. Much of the 75,000 square feet would
be eliminated for use due to the frequency and location of the installed utilities in this
area. The approximated flow from the site would be 120 gallons per space times over
one - hundred spaces would yield a daily flow of more than 12,000 gallons per day. The
space needed for a sub - surface system in this region would require 15 square feet per
gallon of daily flow. The area required if free of excavated and compacted areas would
be approximately 180,000 square feet. This calculation does not include an equally sized
repair area normally required for a sub - surface system.
The possible areas for surface disposal system would include the red - hatched area and the
area hatched in blue. As mapped this area occupies approximately 400,000 square feet.
This number does not take into account the required setbacks normally applied to surface
disposal systems. In order to determine the distance for the setbacks the level of
proposed treatment must be determined. To rehabilitate much of the area for potential
10/1/2010 Project #2010 -30
Diehl & Phillips P.A.
Attn: Mr. John Phillips
219 East Chatham Street
CAry, NC 27511 -3474
This report details the findings of a preliminary site soil evaluation performed on
approximately 32.81 acres located at 3671 Pisgah Covered Bridge RD in Randolph
County. The evaluation was conducted at the clients request in order to determine the
site's suitability for the installation of both sub - surface and surface wastewater disposal
systems to serve domestic strength wastewater. The site is currently occupied by Banjo
Creek Campground. The campground was built in the early seventies.
The evaluation was conducted by James L. Beeson who is a licensed soil scientist. The
evaluation was conducted during moist soil conditions on September 28h, 2010 with the
use of ahand- auger. Characteristics that affect the suitability of systems include soil
depth to expansive clay, seasonal high water table, rock, and unusable saprolite.
Topography and slope also affect the suitability of an area for septic systems. Also
existing use impacts possible uses. The evaluation of these components was conducted
on the site. The level of the evaluation was preliminary forthe entire area.
Findings are conveyed by showing areas on the enclosed map that are usable for different
system types. Two basic system categories used for this evaluation are surface and sub-
surface. The sub - surface soil types are primarily 30 inches deep to an unsuitable
characteristic. The area mapped as having a usable soil type occupies 75,000 square feet.
However, sub- surface systems are not permitted in areas that have been compacted by
roads or excavated for the installation of utilities. Much of the 75,000 square feet would
be eliminated for use due to the frequency and location of the installed utilities in this
area. The approximated flow from the site would be 120 gallons per space times over
one - hundred spaces would yield a daily flow of more than 12,000 gallons per day. The
space needed for a sub - surface system in this region would require 15 square feet per
gallon of daily flow. The area required if free of excavated and compacted areas would
be approximately 180,000 square feet. This calculation does not include an equally sized
repair area normally required for a sub - surface system.
The possible areas for surface disposal system would include the red - hatched area and the
area hatched in blue. As mapped this area occupies approximately 400,000 square feet.
This number does not take into account the required setbacks normally applied to surface
disposal systems. In order to determine the distance for the setbacks the level of
proposed treatment must be determined. To rehabilitate much of the area for potential

IJames L. Beeson
T Www% A
use the camper spaces would need to be eliminated, the roads would need to be
'
eliminated, and the utility components eliminated. Once this is proposed and the
setbacks applied there may be a limited space for surface disposal. The average
application rate for a surface disposal system in the area would be approximately 24
'
inches per year. This would equate to 15 gallons per square foot per year or .04 gallons
per square foot per day. The resulting requirement to provide capacity for each gallon of
daily flow is twenty five square feet of area that meets all required setbacks.
'
In conclusion the majority of the park is occupied with camper spaces, roads, amenities
and utilities. The areas not occupied currently would not begin to accommodate the daily
'
flow projected by the current number of spaces. Any on -site surface disposal would be a
balancing act of calculating the area of wetted area (which would occupy current camper
spaces) with the daily flow of the remaining spaces. It is my opinion that any sub - surface
'
disposal permit for any size would have problems with the frequency of the roads,
compacted areas and underground utilities located in the usable soil type area. If you
have any further questions please feel free to call.
Sincerely,
IJames L. Beeson
T Www% A

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Sub-surface S
Yy: iS
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plumbing
roads
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electrical lines
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APPENDIX C
LOCAL GOVERNMENT REVIEW FORM - EXECUTED
ON BEHALF OF RANDOLPH COUNTY

Attachment A. Local Government Review Form
General Statute Overview: North Carolina General Statute 143 -215.1 (c)(6) allows input from local governments in the issuance
of NPDES Permits for non - municipal domestic wastewater treatment facilities. Specifically, the Environmental Management
Commission (EMC) may not act on an application for a new non - municipal domestic wastewater discharge facility until it has
received a written statement from each city and county government having jurisdiction over any part of the lands on which the
proposed facility and its appurtenances are to be located. The written statement shall document whether the city or county has a
zoning or subdivision ordinance in effect and (if such an ordinance is in effect) whether the proposed facility is consistent with the
ordinance. The EMC shall not approve a permit application for any facility which a city or county has determined to be
inconsistent with zoning or subdivision ordinances unless the approval of such application is determined to have statewide
significance and is in the best interest of the State.
Instructions to the Applicant: Prior to submitting an application for a NPDES Permit for a proposed facility, the applicant
shall request that both the nearby city and county government complete this form. The applicant must:
• Submit a copy of the permit application (with a written request for this form to be completed) to the clerk of the city and
the county by certified mail, return receipt requested.
• If either (or both) local government(s) fail(s) to mail the completed form, as evidenced by the postmark on the certified
mail card(s), within 15 days after receiving and signing for the certified mail, the applicant may submit the application to
the NPDES Unit.
• As evidence to the Commission that the local government(s) failed to respond within 15 days, the applicant shall submit a
copy of the certified mail card along with a notarized letter stating that the local government(s) failed to respond within the
15 -day period.
Instructions to the Local Government: The nearby city and /or county government which may have or has jurisdiction over
any part of the land on which the proposed facility or its appurtenances are to be located is required to complete and return this
form to the applicant within 15 days of receipt. The form must be signed and notarized.
Name of local
ri
0)
I (City/ &unty)
Does the city/co ty have jurisdiction over any part of the land on which the proposed facility and its appurtenances are to be
located? Yes No [ ] If no, please sign this form, have it notarized, and return it to the applicant.
Does the city/county have in effect a zoning or subdivision ordinance? Yetel No [ ]
If there is a zoning or subdivision ordinance in effect, is the plan for the proposed facili consistent with the ordinance? Yeslj�
No[ ] r� ,s 6� leiCtIIy c 7C/G i "�� rjo1— C'On�Lr 11/'
Date / 0 I Signatu
(City Manager /County Manager)
State of NOr f /] I?a , County of
On this 2 r6 day of _De L'e1;l %iii ,_912/j, personally appeared before me, the said
name A f l,LC(' A T P.��� to me known and known to me to be the person described in
and who executed the foregoing document and he (or she) acknowledged that he (or she) executed the same and being duly sworn
by me, made oath that the statements in the foregoing document are true.
'1
My Commission expires �� _U 7" 2UIV .(Signature of Notary Public) (!X
Notary Pub (Official Seal)
080"PA,p
LL�
� IC b �
..mss ~•��r, � ��
NO)" 'e
N►
EAA Guidance Document Version: June 23, 2005 A,'+, 1 � ; V•
%�'�'

APPENDIX D
I EXECUTED NPDES APPLICATION - FORM D WITH USGS
I MAPPING INDICATING LOCATION OF REQUESTED
DISCHARGE

NPDES APPLICATION - FORM D
For privately owned treatment systems treating 100% domestic wastewaters <1.0 MGD
Mail the complete application to:
N. C. DENR / Division of Water Quality / NPDES Unit
1617 Mail Service Center, Raleigh, NC 27699 -1617
NPDES Permit COO
If you are completing this form in computer use the TAB key or the up - down arrows to moue from one
field to the next. To check the boxes, click your mouse on top of the box. Otherwise, please print or type.
1. Contact Information:
Owner Name
Diversified Lending Group, Inc., a corporation in Receivership'
Facility Name
Zooland Family Campground
Mailing Address
c/o Mr. David A. Gill, 2029 Century Park East, Third Floor
City
Los Angeles
State / Zip Code
CA 90067 -2904
Telephone Number
(310) 277 -0077
Fax Number
(310) 277 -5735
e -mail Address
DAGQDGDK.com
2. Location of facility producing discharge:
Check here if same address as above ❑
Street Address or State Road 3671 Pisgah Covered Bridge Road
City Asheboro
State / Zip Code NC 27205
County Randolph
3. Operator Information:
Name of the firm, public organization or other entity that operates the facility. (Note that this is not
referring to the Operator in Responsible Charge or ORC)
Name Receivership of Diversified Lending Group, Inc., David A. Gill
as Receiver
Mailing Address
c/o Mr. David A. Gill, 2029 Century Park East, Third Floor
City
Los Angeles
State / Zip Code
CA 90067 -2904
Telephone Number
(310) 277 -0077
Fax Number
(310) 277 -5735
' In re SEC vs. Diversified Lending Group, Inc., et. al, U.S. District Court, Central District of California,
Western Division, case number CV 09- 01533 -R (SSx). The Receiver acts only in his official capacity
and not in his personal capacity).),
1 of 3
Form -D 05/08

' NPDES APPLICATION - FORM D
For privately owned treatment systems treating 100% domestic wastewaters <1.0 MGD
' 4. Description of wastewater:
Facility Generating Wastewater(check all that apply):
' Industrial ❑ Number of Employees
Commercial ❑ Number of Employees
Residential ❑ Number of Homes
' School ❑ Number of Students /Staff
Other ® Explain: See below
I' Describe the source(s) of wastewater (example: subdivision, mobile home park, shopping centers,
restaurants, etc.):
Campground for recreational vehicles and campers. Property has spaces for 92 sites with water and
sewer connections (at 100 gpd /space), and spaces for 103 sites without water and sewer hookups, but
I' with access to a common comfort station /bathhouse (at 75 gpd /space). Total estimated flow is:
(92x100) +(103x75) = 16.925 gpd, plus allowance for 3 employees at office at 25 gpd /emp =
17.000 gallons per dap estimated total flow
' Population served: 393
5. Type of collection system
® Separate (sanitary sewer only) ❑ Combined (storm sewer and sanitary sewer)
' 6. Outfall Informat ion:
Number of separate discharge points one
' Outfall Identification number(s) 001
Is the outfall equipped with a diffuser? ❑ Yes ® No
7. Name of receiving stream(s) (Provide a map showing the exact location of each outfall):
Little River
' 8. Frequency of Discharge: ® Continuous ❑ Intermittent
If intermittent:
Days per week discharge occurs: Duration:
' 9. Describe the treatment system
List all installed components, including capacities, provide design removal for BOD, TSS, nitrogen and
' phosphorus. If the space provided is not sufficient, attach the description of the treatment system in a
separate sheet of paper.
See attached description
1
1
t 2of3
1
Form -D 05/08

1
1
n
1
1
NPDES APPLICATION - FORM D
For privately owned treatment systems treating 100% domestic wastewaters t1.0 MGD
10. Flow Information:
Treatment Plant Design flow 0.017 MGD
Annual Average daily flow Not available MGD (for the previous 3 years)
Maximum daily flow Not available MGD (for the previous 3 years)
11. Is this facility located on Indian country?
❑ Yes ® No
12. Effluent Data
Provide datafor the parameters listed Fecal Coliform, Temperature and pH shall be grab samples, for all other
parameters 24 -hour composite sampling shall be used If more than one analysis is reported, report daily maximr.un
and monthly average. If only one analysis is reported, report as daily maxirnutm.
Parameter
Daily
Maximum
Monthly
Average
Units of
Measurement
Biochemical Oxygen Demand (BOD5)
NA – Proposed
Discharge
NA – Proposed
Discharge
NA – Proposed
Discharge
Fecal Coliform
N/A Prop. Disch.
N/A Prop. Disch.
N/A Prop. Disch.
Total Suspended Solids
N/A Prop. Disch.
N/A Prop. Disch.
N/A Prop. Disch.
Temperature (Summer)
N/A Prop. Disch.
N/A Prop. Disch.
N/A Prop. Disch.
Temperature (Winter)
N/A Prop. Disch.
N/A Prop. Disch.
N/A Prop. Disch.
pH
N/A Prop. Disch.
N/A Prop. Disch.
N/A Prop. Disch.
13. List all permits, construction approvals and /or applications:
Type Permit Number Type
Hazardous Waste (RCRA) NESHAPS (CAA)
UIC (SDWA) Ocean Dumping (MPRSA)
NPDES X Dredge or fill (Section 404 or CWA)
PSD (CAA) Other
Non - attainment program (CAA)
14. APPLICANT CERTIFICATION
Permit Number
I certify that I am familiar with the information contained in the application and that to the
best of my knowledge and belief such information is true, complete, and accurate.
Printed name of Person Signing
Receiver
Title
' LIP-4 November 15, 2010
Signature of Applicant Date
North Carolina General Statute 143 -215.6 (b)(2) states: Any person who knowingly makes any false statement representation, or certification in any
application, record, report, plan, or other document files or required to be maintained under Article 21 or regulations of the Environmental Management
Commission implementing that Article, or who falsifies, tampers with, or knowingly renders inaccurate any recording or monitoring device or method
required to be operated or maintained under Article 21 or regulations of the Environmental Management Commission implementing that Article, shall be
1 guilty of a misdemeanor punishable by a fine not to exceed $25,00, or by imprisonment not to exceed six months, or by both. (18 U.S.C. Section 1001
provides a punishment by a fine of not more than $25,000 or imprisonment not more than 5 years, or both, for a similar offense.)
3 of 3 Form -D 05/08
1

NARRATIVE DESCRIPTION OF THE PROPOSED TREATMENT WORKS:
1. Design Flows: Proposed Plant: 0.017 MGD = 12 gallons per minute
(approximately)
Peaking Factor: 3.0
Peak Flow = 3.0 x 0.017 mgd = 0.051 mgd = 36 gpm
2. Pretreatment: Primary Settling (Septic Tank with minimum volume of
17,000 gallons)
3. Treatment Plant:
Aeration: The MBBR (Moving Bed Biofilm Reactor) will have a duplex
blower system. The estimated air requirements are 72 scfm
at 5.61 psi for each blower.
Bioclere: Two model 30/32, each with an integral 2,300 - gallon
clarifier.
4. Tertiary Filter: Two pressure filters, each with an effective filter surface
area of area 4.9 square feet, total filter area of 9.8
square feet
Filtration rate — 1.2 gpm /SF at ADF
Backwash return to the septic tank
Backwash rate— up to 20 gpm /SF
Media — spherical silica sand
5. Disinfection Unit: Tablet chlorination
Volumes: Flow Equalization
6,000 gallons (35% of design flow)
MBBR Tank
5,000 gallons
Filter Feed Tank
2,000 gallons
Pumps: Flow Equalization
duplex submersible pumps with timed
dose
Dosing Pumps
duplex submersible pumps in each
Bioclere
Recycle Pump
simplex submersible pump in each
Bioclere
Filter Feed Pump
simplex end - suction pump for each filter
'
Filter Backwash
Pump
simplex end - suction pump for each filter
Aeration: The MBBR (Moving Bed Biofilm Reactor) will have a duplex
blower system. The estimated air requirements are 72 scfm
at 5.61 psi for each blower.
Bioclere: Two model 30/32, each with an integral 2,300 - gallon
clarifier.
4. Tertiary Filter: Two pressure filters, each with an effective filter surface
area of area 4.9 square feet, total filter area of 9.8
square feet
Filtration rate — 1.2 gpm /SF at ADF
Backwash return to the septic tank
Backwash rate— up to 20 gpm /SF
Media — spherical silica sand
5. Disinfection Unit: Tablet chlorination

6. Effluent Flow Measurement: Turbine water meter
' 7. Chemical Feed System: Alkalinity feed to supplement natural alkalinity as
required for complete nitrification
' 8. Sludge Storage: In 17,000 gallon septic tank
1
1
1

1
1
1
1
1
1
1
1
1
1
1
17,000 GAL.
SEPTIC TANK
6,000 GAL.
PUMP TANK
P MBBR
p (8'x8'x10'D)
i
to
. W
Imo'
. W
i `f'
Z
u
I�
25% SODIUM
P
HYDROXIDE
ALKALIN ITY
FEED
1
�FLOW
!
TABLET
PRESSURE
i
W
SPLn -m
CHLORINATOR
FILTER
IN 4'0
BIO -CLERE
W i
MANHOLE
p
P
.
'
TO
Z
#
LITTLE
x
2,000 GAL.
P
RIVER
P
EU-� :
BIO -CLERE
SLOUGH &
PRESSURE
600 GAL.
FILTER FEED
FILTER
CHLORINE
�
TANK
CONTACT
FIGURE No. 2
ALTERNATIVE No. 6
PROPOSED WASTEWATER TREATMENT SYSTEM
EAAfi
NO SCALE

u
12 ,,� . SEAGROVE QUADRANGLE
du IR A R R ix �::; • NORTH CAROLINA
NAT FOR m 7.5 MINUTE SERIES (TOPOGRAPHIC)
Tonk
1
P�t��ECT SITE � • •
Kies a
• Mtn �- -
Ndnvo
Mtn
•a
7'arQodc C�� ? N� Iklwiare I:aw► A�' iN�b ':.a� r DWta: LiSti'S
UWnAHIRM
r ATION AL j -
F1>iIEyT
i -*ft Stale: I : UMI Dead L44 Darin 1F=

APPENDIX E
PRELIMINARY WATER BALANCES FOR
ALTERNATIVES NO. 5 AND 7

a M M M M M i M M M M r M M M M M M M
A Spray Irrigation Water Balance for
Permit No:
Permittee Name:
Facility ZOOLAND Family Campground
Soil Scientist: Jim Beeson, LSS
Engineer: Diehl & Phillips, P.A.
Water Budget Prepared By:
John Phillips, P.E.
DWQ WaterBudget.xls Project Id Version 5 December 2004

M ■� ■� w M M M= M M M == r = == M M
Enter Data =__> Precipitation Worksheet FYI
Calculate the precipitation for an 80th percentile "wet" year, based on long term data (approx. 30 years or greater). Y�
Click on each step box
Precipitation Data
Month
January
February
March
April
Mean Monthly
Precipitation
Inches
3.68
3.70
4.08
3.47
May
June
Ju
August
September
October
November
December
3.91
3.92
5.00
4.87
3.64
3.20
2.87
3.19
TOTALS 45.53 100.00
step 3 - Precipitation Data Soucre
Location of Precipitation Data: Asheboro, NC
Staring Year of Data Record: 1933
Ending Year of Data Record: 1983 Step 4
Period of Record (Years) - 50
r Source of Data: ��
USDA -NRCS County 3011 Surveys (contact local NRCS office)
DWQ WaterBudget.xls Precip Version 5 December 2004
Step 2
80th Percentile
Percent of Mean
Monthly
Annual Precipitation
Precipitation
percent
Inches
5.oa
.�_ -_
I 4.40 I
8.13
4.43 i
8.86
4.88 i
7.62
4.15 1
5.59
4.68
5.61
4.89 Values shown In yellow
cells are linked to other
10.96
5.98 locations within the Wate
10.70
5.83 Balance Program
7.98
4.36
7.03
3.83 1
6.30
I 3.43
7.01
1 3.82 1
TOTALS 45.53 100.00
step 3 - Precipitation Data Soucre
Location of Precipitation Data: Asheboro, NC
Staring Year of Data Record: 1933
Ending Year of Data Record: 1983 Step 4
Period of Record (Years) - 50
r Source of Data: ��
USDA -NRCS County 3011 Surveys (contact local NRCS office)
DWQ WaterBudget.xls Precip Version 5 December 2004

M M r M M r M M M M M M M M M M r M M
Location of PreclpNallon Data: Erma
Staring Year of Data Record:
Ending Year of Data Record:.)
Period of Record (Years) • Sg
>t a.. 1, of Dda:
USDA•NRCS County Soil Surveys (contact local NRCS office)
PET Data
FYI t
used In
Water
Balance
FM 2
Thomthwalte
PET Calculation
— —
i�
1 4.0 i
9A t
Values shown In
L" t
yellow cells are
' &A I
linked to other
locations within the
Water Balanca
2.45
Program
..........
Calculations
Calculations
Calculations
Location of PreclpNallon Data: Erma
Staring Year of Data Record:
Ending Year of Data Record:.)
Period of Record (Years) • Sg
>t a.. 1, of Dda:
USDA•NRCS County Soil Surveys (contact local NRCS office)
PET Data
FYI t
used In
Water
Balance
FM 2
'mnx=,A�
L—
4
— —
i�
1 4.0 i
9A t
Values shown In
L" t
yellow cells are
' &A I
linked to other
locations within the
Water Balanca
2.45
Program
DWQ WaterBudgetxls PET Version 5 December 2004

M M M M M M M M M M M M M M r w M M M
Influent, Lagoon Storage,
and Zone Setup Worksheet Am* of
Lagoon
[Calculate the adjusted influent loading by including the gain. acres
and losses from the Storage Lagoon, and set up the Spray
` Zones areas and Individual Zone flowrates. II ; tt,e7
Click on each stop box
Enter Data Pan Evap. Data pmlp Lagoon Da
Days Pan Lagoon
par Evapontlon AdJueted 4
Gains from
Month month Data Pan Data
P.IP Precip.
Inches Inches Inch" gallons
January 31 1.24 0.67 4.40 104,267
February 2f 1.12 0.76 4.43 104,624
March 31 3.41 2.39 4.66 116,661
April 30 6.40 3.76 4.16 96,306
May 31 6.20 4.34 4.66 110,773
June 30 6490 4.63 4.69 111,098
July 31 7.44 6.21 6.96 141,664
August 31 6.30 4.11 6.63 137,971
September 30 5.10 3.67 4.36 103,124
October 31 3.72 2.90 3.93 90,698
November 30 2.10 1.47 3.43 81,301
December 31 1.50 1.06 332 90,376
Totals: 60.13 36.30 M.48 1,398,8M
source of PAN Evap. Data
bn, orange
County
Total Flow � I be
E�� Disposed Total Flow to Dally Flow to Waned
(Annual MI Zonse Zone / Aenaga
Avers
galslday pM/day scree
I17,000 plaiday gabiday , 18,244 10.14
should be Irr. Rate
Ins 6 Losses Mtluetn equal (la✓wlt) 0.46
Zone 1
Lagoon Design Influent Total: Influent + Zone 1 Design
Losses f Volume per Lagoon Oelna 6. Volume to be IMgsite. per
Evap. Month Losses Disposed month
gallons gallons gallons gallons Irteltse
20,661 627,000 610,706 666,664 r 2.03
16,662 476,000 662,261 610,632 1 1.64
98,618 627,000 666,073 666,664 2.03
a9,4f7 610,000 616,610 647,320 r 1.67
102,798 627,000 636,017 666,664 2.03
114,398 610,000 606,660 647,320 t 1.97
123,307 637,000 646,346 666,664 2.03
104,414 627,000 660,667 986,664 2.03
64,526 610,000 626,696 647,320 1.17
61,664 627,000 666,006 986,664 �2.O3
34,806 610,000 666,606 647,320 r 1.17
24,980 627,000 692,616 986,6M
I
836,806 6,206,000 6,98f,0l2 6,698,060 23.a6
DWQ WaterBudget.xls Influent +Zones Setup Version 5 December 2004

r = = = = = = r r = = M = = r
Soils and Water Balance for Zone 1 Soils Series Information for Zone 1
Zone 1 Description: Series Name Drainage class
Calculate Soil Drainage Goldsboro mod well
stop 1 2 f x Ksat
In -eltu saturated vertical Soil
Drainage
hydraulic conductivity factor (f) Dralnags
(Kest) Rate
in/hr inlday percent in/day
0.06 1.32 r 0,002 0.1210
Zone 1
Month Days per PET Soil Zone 1 procip
month ToUI Loss
Drainage
Inches inches Inches inches
January 31 0.30 3.75 4.05 4.40
February 26 0.44 3.39 3.63 4.43
March 31 1.25 3.75 5.00 4.66
April 30 2.47 3.63 6.10 4.15
May 31 4.05 3.75 7.60 4.66
June 30 5.42 3.63 9.05 4.69
July 31 6.16 3.75 9.91 1 5.98
August 31 5.59 3.75 9.35 5.63
September 30 3.96 3.63 7.59 4.36
October 31 2.23 3.75 5.99 3.83
November 30 1.05 3.63 4.68 3.43
December 31 0.40 3.75 4.15 3.62
Totals: 365 33.33 44.16 77.49 54.46
Potential site limitations
Water table depth risk of Is bedrock <
(BLS) perching 60" BLS ?
2.0 -3.0 low no
BLS • below land surface
Click the
Copied from Influent a Zones Setup Sheet: "CALCULATE"
Dally Flow = 16,244 galalday button after making
Zone 1 Area = 10.24 acres changes.
Zonal Zonal
Calculated Manual Actual Used
Override Cummulative
Maximum
Allowable
Irrigation
Maximum
Allowable
Irrigation
Maximum
Allowable
Irrigation
riches
riches
inches
0.00
-1.64
0.00
0.00
1.97
0.00
0.12
1.09
0.12
1.95
2.03
1.95
3.12
1.48
3.12
4.36
2.03
4.36
3.93
-0.73
3.93
3.52
3.52
3.23
3.23
2.16
2.16
1.24
1.24
0.33
0.33
Calc. M.A.I. Manual M.A.I.
Design Irrigation
per Month
Monthly
Excess
Inches
Inches
2.03
2.03
1.64
-1.64
2.03
-1.92
1.97
-0.02
2.03
1.09
1.97
2.39
2.03
1.89
2.03
1.48
1.97
1.26
2.03
0.12
1.97
-0.73
2.03
-1.70
23.96 23.96 II 23.96
Storage
Required for
Irrigation
Actual
Monthly
Irrigation Rate
FYI
inches
Inches
4.40
0.00
r 6.30
0.00
r�
0.12
r 8.24
1.95
7.16 -1
4.75
3.12
4.36
� LM
3.93
1.38
j 3.52
j 0.11
1 3.23
j 0.00
j 2.15
I 0.73
i 1.24
2_43 _j
0.33
IMEII 4 23A6
Maximum Monthly Storage Required for the IrrIWIon of Zone 1:
Inches acres gallons
8.24 over 10.24 2,2x9,962
Version 5 December 2004
DWQ WaterBudget.xls Z1

' 252
Soil Survey
Table 1.- Temperature and Precipitation
(Recorded in the period 1933 -93 at Asheboro, North Carolina)
I
a unit of heat available
Temperature
I
I
temperatures, dividing the sum by 2, and subtracting the temperature below
Precipitation
-
area (40 degrees F).
I
I I
I
2 years
in
1 1
12 years
in 101
1
1 1
1
10 will have --
1 Average I
I will have -- I Average
Month
IAversgelAveragelAveragel
I
Inumber oflAveragel
I
Inumber of
I daily
I daily I
I
Maximum I
Minimum
I growing I
I Less I
More Idays
with
I maxi- Indnim, l
Itemperatureltemperaturel
degree I
Ithan-- Ithan- -10.10
inch
I
I I
I
higher I
lower
I days* I
I I
I or more
I
I I
I
than -- I
than--
I I
I I
I
t o
I F
I o l
I F 1
o I
F I
o I
F I
o
F
I
I units
I
I In
I I
I In
I
In
January - - - - -I
I
51.2
I I
1 31.4 I
I
41.3 1
I
74 1
7
I
1 144
I
1 3.68
I I
1 2.061
I
5.121
6
February - - - -I
I
54.7
1 I
1 32.9 I
I
43.8 1
I
77 1
11
1
1 171
1
1 3.70
1 1
1 2.081
1
5.141
6
March -- - - - - -I
I
63.4
1 I
1 39.8 1
1
51.6 1
I
85 I
19
1
1 369
1
1 4.08
1 1
1 2.671
1
5.361
7
April-- - - - - -1
I
73.1
1 I
1 48.0 I
1
60.6 1
I
90 I
28
1
1 606
1
1 3.47
1 1
1 2.021
1
4.771
6
May---- - - - --1
I
79.8
1 I
1 56.3 1
1
68.1 1
I
92 I
38
1
1 872
1
1 3.91
1 1
1 1.941
1
5.621
6
June--- - - - - -1
I
86.0
1 I
1 64.0 1
1
75.0 1
I
98 I
48
1
1 1,050
1
1 3.92
1 1
1 1.941
1
5.651
6
July--- - - - - -1
I
88.5
1 1
1 67.6 1
1
78.0 1
I
99 I
55
1
1 1,176
1
1 5.00
1 1
1 2.711
1
7.011
8
August- - - - - -1
1
87.3
1 1
1 66.7 1
1
77.0 1
1
98 I
53
1
1 1,142
1
1 4.87
1 1
1 2.261
1
7.111
6
September - - -I
1
81.8
1 1
1 60.8 1
1
71.3 1
I
95 I
42
1
1 924
1
1 3.64
1 1
1 1.181
1
5.651
4
October - - - - -1
I
72.6
I I
1 49.3 1
I
60.9 1
I
Be I
29
I
1 650
I
1 3.20
I I
1 1.201
I
4.871
4
November - - - -I
I
62.9
I I
1 40.5 1
I
51.7 1
I
81 1
19
I
1 361
I
1 2.87
I I
1 1.381
I
4.171
5
December - - - -I
I
53.1
I
1 1
1 33.1 1
I I
1
43.1 1
I
I
73 I
I
10
1
1 171
I
1
1 3.19
I
1 1
1 1.751
I I
1
4.551
I
5
Yearly:
I
I
I I
I I
I
I
I
I
I
I
I
I
I
I
I
I I
I I
I I
I
I
I
Average -- -1
I
71.2
I I
1 49.2 1
I
60.2 1
I
- -- I
I
---
I ---
I
I - --
I
I - - -I
I I
-- -I ---
I
Extreme - - -I
I
105
I I
1 -8 I
--- I
100 I
5
I ---
I ---
I - - -I
- - -I ---
Total - - - - -I
I
- --
( I
1 - -- I
I
- -- I
I
- -- I
- --
I
1 7,638
I
1 45.53
I I
1 39.151
I
51.301
69
* A growing degree day is
a unit of heat available
for plant growth. It can be calculated by adding
the maximum and minimum daily
temperatures, dividing the sum by 2, and subtracting the temperature below
'
which growth is minimal for the principal crops in the
area (40 degrees F).

Calculation of Required Storage Pond Volume
Project: Zooland Campground
? Value to be completed
2,200,000 gallons, from Water Balance by designer
294,078 cubic feet
Provide 1 foot of storage in bottom, not part of usable storage
Liquid Depth= 12 feet
Side slopes = 3 hor. to 1 vertical
Length:Width= 2 L to 1 wide
Base length= 180 feet
Base width= 90 feet
Base Area= 16200 square feet
Length at 1 ft.
186
feet
Width at 1 ft.
96
feet
Area at 1 ft.
17856
square feet
Top length =
252
feet
Top width =
162
feet
Top area =
40824
square feet
Volume = 322,740 cubic feet
(from 1 ft. to 2,414,418 gallons
Top)
Target Volume: 2,200,000 Volume Adequate
Top of 2 foot
Freeboard
Length = 264 feet
Width = 174 feet
Days - Storage: 142 days
Total Volume: 434,952 cubic feet=
3,253,876 gallons
Assume 60% of volume is cut to fill =
Provides 1 vertical foot of storage in
bottom of basin that is not included in
the calculation of
(top of normal water surface,
with no freeboard)
Use this area for pond surface area
in Water Balance spreadsheet)
0.937 acres
liner area= 48,233 square feet
16,109 cubic yards
9666 cubic yards

APPENDIX F
CORRESPONDENCE REGARDING USGS STREAMFLOW
1
ESTIMATES FOR THE PROPOSED DISCHARGE POINT IN
THE LITTLE RIVER
'J

SUMMARY OF STREAM FLOW ESTIMATES FROM US GEOLOGICAL
I SURVEY
rThe following email is the response received from USGS. The estimated low flow
stream characteristics reflect the effects of the last decade's droughts on the
' historical data.
According to USGS, the estimated S7Q10 flow at the discharge point is 0.03
cubic feet per second, which is a "zero flow" stream according to the definitions
of the NC Administrative Code (flow is less than 0.05 cfs). The W7Q10 was
estimated to be 0.50 cfs.
' However, the 30Q2 flow was estimated to be 1.0 cfs, which makes the issuance
of an NPDES permissible under the NCAC rules.
I,
r

1
1
Page 1 of 3
John F. Phillips
From: "John C Weaver" <jcweaver @usgs.gov>
To: "John F. Phillips" <jfphiIlips @bellsouth.net>
Cc: "Curtis Weaver' <jcweaver @usgs.gov >; "Jeanne C Robbins" <jrobbins @usgs.gov >; "James C
Finnerty" <jinnerty @usgs.gov >; "Rose D Pinnix" <rdpinnix @usgs.gov>
Sent: Friday, December 10, 2010 9:43 AM
Attach: Bill for Collection Phillips 20101207145153766.pdf
Subject: Low -flow characteristics of Little River below SR 1114 near Ulah in Randolph County
'A
0 = mUSGS
science for a changing world
U.S. Geological Survey North Carolina Water Science Center
3916 Sunset Ridge Road
Raleigh, North Carolina 27607
Date: December 10, 2010
To: Mr. John F. Phillips, P.E.
Diehl & Phillips Consulting Engineers, P.A.
219 East Chatham Street
Cary, North Carolina 27511
Dear Mr. Phillips,
In response to your inquiry about the low -flow characteristics for Little River below Secondary Road 1114
near Ulah in Randolph County (station id 02127567, drainage area 14.74 sqmi), the following information
is provided:
A check of the low -flow files here at the USGS North Carolina Water Science Center does not indicate a
previous determination of low -flow characteristics for the point of interest identified in your letter dated
November 10, 2010. Where low -flow estimates have been previously determined for nearby locations in
the upper Little River basin, 7Q10 low -flow yields (expressed as flow per square mile drainage area, or
cfsm) used for the estimates have been in the range of 0.005 to 0.01 cfsm.
No USGS records of discharge are known to exist for your point of interest. However, there are records
of miscellaneous measurements at two locations upstream from your point of interest:
• Little River near Ulah (station id 02127566, drainage area 14.1 sqmi, upstream at Secondary Road
1114)
• Little River at Secondary Road 1142 near Ulah (station id 02127560, drainage area 5.3 sqmi
approximately).
Sufficient records exist at the latter site for re- assessing the low -flow characteristics that may be
considered applicable to your point of interest.
Where no or insufficient data is available for a low -flow analysis, a determination of low -flow
characteristics is based on assessment of low -flow yields at nearby locations where such statistics have
12/20/2010

Page 2 of 3
previously been determined. The low -flow characteristics that are provided have been computed by correlating
' the runoff characteristics of a nearby stream in vicinity of the request site.
Please note the flow estimates do not account for the presence of any diversions or regulation, present or future,
which may occur upstream of the request site.
Previously published low -flow information for streams in your area of interest...
For streams in Randolph County, the most recently published low -flow information is a statewide report completed
in the early 1990's. It is USGS Water - Supply Paper 2403, 'Low -flow characteristics of streams in North
Carolina" (Giese and Mason, 1993). An online version of the report is available through
http: // pubs. er .usgs.gov /usgspubs /wsp /wsp2403. The report provides the low -flow characteristics (based on data
' through 1988) via regional relations and at -site values for sites with drainage basins between 1 and 400 sqmi and
not considered or known to be affected by regulation and /or diversions.
' If you access the report, please note the online report files are provided in the ".DJVU" format and require a
particular Lizardtech plug -in, also available through a link displayed on the page. Or you can click an adjacent
link that will allow you to view the report as a group of images without the need for a plug -in.
r
1
Considering the above information, please be aware of the following: The data provided in the above referenced
report are based on periods of record ending in advance of the drought conditions that have occurred since
publication of the report. In some North Carolina basins, the low -flow conditions observed during the recent
droughts (1998 -2002, 2007 -09) have resulted in lower low -flow statistics. No formal statewide investigation has
been completed to document the changes in low -flow statistics since the droughts. However, where updated
analyses have been completed for selected stations, the changes in pre- drought versus updated 7Q10
discharges have shown varying percentage changes of decline.
For instance, at a downstream long -term continuous- record gaging station on Little River near Star in Montgomery
County (station id 02128000, drainage area 106 sqmi, records since April 1954), the 7Q10 declined about 65
percent between the 1997 and 2009 climatic years. Based on analysis of available period of record through the
2009 climatic year, the 7Q10 and 30Q2 low -flow estimates have yield values of about 0.004 cfsm and 0.10 cfsm,
respectively. This gage is currently the only active site in the Little River basin that drains to the Pee Dee River.
Note: The climatic year is the standard annual period used for low -flow analyses at continuous - record gaging
stations. It runs from April 1 through March 31 and is designated by the year in which the period begins. For
example, the 2009 climatic year is from April 1, 2009, through March 31, 2010.
Several pieces of information to consider...
(1) A drainage area of 14.74 sqmi was determined for your point of interest on Little River below Secondary Road
1114 near Ulah.
(2) Streamflow data and, correspondingly, low -flow characteristics that would be based on such data are very
limited in your area of interest. In Table 1 of the above referenced report, there are three partial- record sites in
vicinity of your point of interest for which low -flow discharge estimates are provided. Expressing these estimates
as low -flow yields (again, flow per square mile of drainage area, or cfsm) provides some indication of the yield
ranges that could potentially be applicable to your point of interest. The 7Q10 low -flow yield range is from about
0.003 to 0.02 cfsm (with an average of about 0.01 cfsm). The 30Q2 low -flow yield range is from about 0.08 to
about 0.14 cfsm (with an average of about 0.11 cfsm).
(3) There are no regional low -flow relations available the hydrologic area (7) where this basin is located.
(4) Mean annual runoff for streams in this area is mapped in the above referenced report as being approximately
1.0 cfsm.
(5) The low -flow characteristics at an upstream partial- record site on Little River at Secondary Road 1142 near
Ulah (station id 02127560, drainage area 5.03 approx., 18 miscellaneous measurements during the 1974 -81
period) were re- assessed in an analysis using the downstream gaging station near Star as an index site. The
low -flow yields determined from this assessment are as follows:
12/20/2010

Page 3 of 3
' 7Q10 = 0.0019 cfsm
30Q2 = 0.0698 cfsm
' winter 7Q10 = 0.0340 cfsm
7Q2 = 0.0340 cfsm
Please note the above yields for the 7Q10 and 30Q2 estimates are lower than the corresponding ranges specified
' above in item #2. This is reflective of the updated low -flow characteristics at the downstream gaging station
based on record including the recent drought periods.
' Putting together the above pieces of information...
Applying the above low -flow yields (in item #5) to a drainage area of 14.74 sqmi results in following low -flow
estimates:
' 7Q10 = 0.03 cfs (equivalent to 0.0019 cfsm)
30Q2 = 1.0 cfs (equivalent to 0.0698 cfsm)
' winter 7Q10 = 0.50 cfs (equivalent to 0.0340 cfsm)
7Q2 = 0.50 cfs (equivalent to 0.0340 cfsm)
1
1
1
1
1
Applying the yield for mean annual runoff (item #4) to the drainage area results in an estimated average
discharge of about 14 to 15 cfs
A charge of $250.00 for accessing and processing information has been assessed to partially offset these costs.
An electronic invoice covering processing costs for these data is attached to this email as a .PDF file.
Instructions for sending your payment are shown on the invoice.
This information is considered preliminary and subject to revision pending further analysis as further data were to
become available, and is made available through our cooperative program of water - resources investigations with
the North Carolina Department of Environment and Natural Resources.
Hope this information is helpful. If you have any questions regarding this information, please contact me at the
phone number listed below.
Thank you.
Curtis Weaver
J. Curtis Weaver, Hydrologist, PE
USGS North Carolina Water Science Center
3916 Sunset Ridge Road
Raleigh, NC 27607
Phone: [phone] // Fax: [phone]
Mobile: [phone]
E -mail address — jcweaver @usgs.gov
Internet address -- http: / /nc.water.usgs.gov/
12/20/2010
1

DIEHL &PHILLIPS, P.A.
CONSULTING ENGINEERS
' 219 East Chatham Street
Cary, North Carolina 27511
Telephone [phone] — Fax [phone]
November 10, 2010
'
Mr. J. Curtis Weaver, Hydrologist
U.S. Geological Survey
'
3916 Sunset Ridge Road
Raleigh, NC 27607
I Re: Request for Stream Flow Data — Randolph County
Little River
WILLIAM C. DIEHL, P.E.
JOHN F. PHILLIPS, P.E.
ALAN R. KEITH, P.E.
' Dear Mr. Weaver:
The Owners of a campground in Randolph County are pursuing an NPDES permit for a
discharge of treated wastewater into the Little River. As a first step in this process, we are
requesting USGS provide the following flow statistics for the location marked on the enclosed
map:
Average flow
7Q 10 minimum flow
30Q2 minimum flow
Winter 7Q10 minimum flow
Annual 7Q2 minimum flow
We have delineated on the map the drainage area that is tributary to the proposed discharge
point. The drainage area was measured to be 14.72 square miles.
We would appreciate this flow data as soon as you can provide it. Please forward your invoice
for your services to Diehl & Phillips, P.A. If you have any questions, please call.
Enclosure
' Yours Very Truly,
Diehl & Phillips, P.A.
1 - /�f�- /�11///
�.
John F. Phillips, P.E.
' Cc: Mr. David Gill
1

1
r
1
1
Fl
1
1
L
APPENDIX G
MISCELLANEOUS INFORMATION

35 ORD 6 -10
CITY OF ASHEBORO
BUDGET ORDINANCE
BE IT ORDAINED by the City Council of the City of Asheboro, North Carolina in
session assembled:
Section 1: The following amounts are hereby appropriated in the General Fund
for the operation of the city`government and its activities for the fiscal year beginning
Jul 1 2010 and ending June 30 2011 in accordance with the chart of accounts
eretofore established for this City:
ACCOUNT
DEPARTMENT OR FUNCTION
APPROPRIATION
10410
Mayor and Governing Body
117,066
10-420
City Manager's Office
177,191
10 -440
Finance Office
480,360
10-450
Legal & City Clerk
148,171
10 -480
Information Technology
155,391
10 -490
Planning/Community Development
489,238
10 -500
Municipal Building Headquarters
90,080
10 -510
Police Department
6,242,038
10 -530
Fire Department
3,262,628
10 -540
Inspections Department
447,502
10 -550
Operations Division - Public Works
821,370
10 -555
Fleet Maintenance
917,378
10 -565
Street Maintenance
2,288,210
10 -575
City Engineer Office
225,872
10 -580
Environmental Services
2,756,485
10 -585
Recycling Transfer Station
184,962
10 -590
Human Resources
374,284
10 -610
Community Promotion
449,750
10 -615
Arts & Cultural Services
235,561
10 -620
Recreation Services
946,474
10 -625
Municipal Golf Course
173,491
10 -630
Library
198,800
10 -640
Facilities Maintenance
1,649,896
10 -650
Airport Authority
80,350
Total Appropriations
22,912,548

t
1
r
i
i
i
Section 7: The following Water & Sewer Fund Fees are hereby adopted for
provision of services by the city government for the fiscal year beginning July 1, 2010.
Water and Sewer Billing Department
SERVICE INSIDE CITY OUTSIDE CITY
Monthly Cost
Water Minimum Fee
$12.27
$30.68
Sewer Minimum Fee
$15.34
$38.35
Above referenced minimum bill includes
150 cubic ft usage
i-
Consumption Fee - above min. for all above referenced customers
Water -per 100 cu. ft. over 150 cu. ft.
$2.51
$6.28
Sewer -per 100 cu. ft. over 150 cu. ft.
$2.51
$6.28
Sewer Only Service (monthly)
Residential Customer
$18.10
$36.19
Commercial Customer
$25.50
$51.00
Deposit for Service
$110
$140
Deposits on accounts are applied to
final bill upon termination of service
Fees:
Return Check/Draft Fee
$25
$25
Partial Payment Fee
$5
$5
Tamper Fee- First Occurrence
$150
$150
Tamper Fee- Second Occurrence
$500
$500
Late payment charge* - tier 1
$10
$10
Late payment charge* - tier 2
$20
$20
*Payments are due at 5:00 pm on the due date. Payments must be received by
5:00 pm on the due date to avoid the late payment charge. Payments in route are subject
to the late fee as they are not yet received.

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Estimation of Chlorine Quantity and Costs for Various Alternatives
Daily flow =
17,000 gpd
Assumed chlorine dosage =
5 mg /I
Use tablet chlorinator (calcium hypochlorite). Tablets contain a minimum of 70% available
chlorine, by weight. One tablet weighs 140 grams.
Amount of chlorine required daily = 0.017 x 8.33 x 5 = 0.708 pounds /day =
0.321 kg /day =
321 grams /day
321 grams of chlorine required each day. 321 grams/70% _
459 grams of tablets required daily
One tablet weights 140 grams. 459/140 = 3.28 tablets /day
3.28 tablets /day x 365 days = 1,196 tablets /year
Tablets available in pails of 144 tablets. 8.3 pails required /year
Cost/pail = $237 including taxes and shipping
Annual chlorine costs =
Chlorine Check
Page 1 of 1
$1,965

1
1
1
1
1
1
1
1
1
1
1
1
Check of Alkalinity Supplementation for Zooland Campground Wastewater
Treatment System
Design Flow: 17,000 gallons per day
Available Alk. As CaCO3 : 150 mg /I = 150 x 8.33 x .017 = 21.2 lbs. /day (assumed)
Alk. Req'd in effluent to maintain pH and some buffer: 50 mg /I = 7.1 lbs. /day
Net available for nitrification: 14.1 lbs. /day
Process Alkalinity req'd: 7.1 units /unit NH3 oxidized
Assume 45 mg /I NH3 oxidized
= 7.1 x 45 mg /I x .017 x 8.33 = 45.2 lbs. /day required
Deficit: 45.2 — 14.1 = 31.1 lbs. /day as CaCO�
Select Chemical: NaOH at 125% equivalency
= 31.1 / 1.25 = 24.9 lbs. /day required
Using 25% NaOH solution (10.4 Ibs /Gal. X 0.25 = 2.6 Ibs /Gal)
= 24.9 / 2.6 = 9.6 Gallons / Day required (theoretical)
Pump from shipping containers. Estimated cost is $0.15 /liquid pound = $ 3.74 /day =
$ 1,365 /year
Alkalinity Check
Page 1

Electric Power Monthly - Average Retail Price of Electricity to Ultimate Customers by E... Page I of 3
U.S. Energy Information Administration
Independent Statistics and Analysis
' Home > Electrici > EPM > Average Retail Price of Electricity to Ultimate Customers by End -Use Sector, by State
Average Retail Price of Electricity to Ultimate Customers by End -Use Sector, by State
Electric Power Monthly with data for August 2010
' Report Released: November 15, 2010
Next Release Date. Mid - December 2010
Table 5.6.A. xis format Electric Power Monthly
'
Table 5.6.A. Average Retail Price of Electricity to Ultimate Customers by End -Use Sector, by
10.94
State, August 2010 and
2009
6.22
6.07
=- _= 8.8
8.39
'
Kansas
10.62
10.31
8.61
8.38
6.66
(Cents per kilowatthour)
9.01
8.61
Minnesota
10.77
10.6
8.84
8.63
6.83
6.8
7.84 7.74 8.99
8.83
Residential
Commerciale
9.71
Industrial)
Transportation[1]
All Sectors
6.19
Census Division
Aug-
West Virginia
9.17
Au
7.83
6.56
6.01
Aug-
Aug-
10.22
and State
10
09
Aug -10 Aug -09
9.99
09
Aug -10
Aug -09
6.45
09
11.11
New England
16.68
16.89
16.17
16.21
11.65
11.79
8.75
7.27
15.35
15.48
'
Connecticut
18.98
20.34
16.3
16.63
14.1
17.66
10.88
10.43
17.18
18.34
Maine
15.81
15.2
12.37
12.36
8.83
9.86
-
12.72
12.75
Massachusetts
15.45
16.03
18.44
18.47
11.36
10.97
6.93
5.68
15.17
15.34
New Hampshire
16.51
16.08
14.6
14.01
12.93
12.74
--
-
15.12
14.64
Rhode Island
16.99
13.85
12.46
12.72
16.06
12.34
14.39
-
14.81
13.16
Vermont
15.52
15.09
13.32
12.87
9.48
9.21
-
-
13.16
12.75
Middle Atlantic
16.5
16
14.75
14.29
8.44
8.41
13.98
12.89
14.41
13.93
New Jersey
17.34
17.52
14.9
14.94
12.85
12.67
10.21
14.8
15.76
15.77
'
New York
19.03
18.5
16.83
16.64
9.85
9.82
16.26
14.31
17.06
16.73
Pennsylvania
13.28
12.41
11
9.71
7.19
7.12
7.41
7.61
10.76
9.92
East North Central
11.75
11.32
9.16
9.15
6.82
6.88
7.03
9
9.51
9.24
Illinois
11.86
11.12
8.46
8.35
8.24
7.47
6.8
8.83
9.75
9.16
Indiana
9.39
9.53
8.28
8.25
5.97
5.77
9.08
9.76
7.79
7.64
Michigan
13.45
12.62
10.02
10.01
7.62
7.88
9.81
10.46
10.7
10.39
Ohio
11.71
11.47
9.55
9.78
6.36
7.06
8.75
11.51
9.36
9.51
Wisconsin
12.57
12.07
10.07
9.67
7.15
6.81
-
10.09
9.53
West North Central
10.54
10.15
8.62
8.25
6.56
6.28
8.6
8.1
8.87
8.43
Iowa
11.21
10.94
8.96
8.61
6.22
6.07
=- _= 8.8
8.39
'
Kansas
10.62
10.31
8.61
8.38
6.66
6.32
9.01
8.61
Minnesota
10.77
10.6
8.84
8.63
6.83
6.8
7.84 7.74 8.99
8.83
Missouri
10.35
9.71
8.71
8.11
6.48
6.19
9.42 8.53 9.13
8.49
' Nebraska 10.26 10 8.1 7.91 6.72 6.06 =_ == 8.39 7.88
North Dakota 9.34 8.94 7.73 7.27 6.55 6.07 7.81 7.34
South Dakota 9.58 9.24 7.89 7.36 5.99 5.52 -- -- 8.19 7.62
South Atlantic
11.39
11.49
9.42
9.49
7.01
6.81
9.37 9.83 9.99
9.99
'
Delaware
14.02
14.38
11.32
12.01
10.19
9.18
-- 12.31
12.36
District of Columbia
14.38
14.45
14.48
13.67
8.76
11.83
11.02 12.79 14.25
13.77
Florida
11.73
12.23
9.84
10.53
8.9
9.19
9 10.28 10.83
11.37
http: / /www.eia. doe. gov /electricity /epm/table5_6_a.htmi 12/2/2010
Georgia
10.98
10.78
9.37
8.84
7.15
6.54
8.4
7.83
9.69
9.26
Maryland
-� North Carolina
14.99
10.48
15.74
10.07
11.46
8.34
11.95
7.94
9.76
6.65
9.95
6.19
9.37
7.29
9.12
6.65
12.93
9.03
13.46
8.56
South Carolina
Virginia
10.76
10.18
10.95
9.08
7.69
8.67
7.91
6.09
6.4
5.94
6.84
--
7.53
--
8.06
8.79
8.85
8.46
9.03
West Virginia
9.17
7.92
7.83
6.56
6.01
5.41
9.37
10.22
7.69
6.63
East South Central
9.99
9.69
9.6
9.24
6.45
6.14
11.11
10
8.79
8.42
Alabama
11.16
10.85
10.41
10.13
6.77
6.46
--
-
9.57
9.22
Kentucky
8.99
8.56
8.5
7.87
5.56
5.34
7.5
7.04
http: / /www.eia. doe. gov /electricity /epm/table5_6_a.htmi 12/2/2010

1
1
1
Electric Power Monthly - Average Retail Price of Electricity to Ultimate Customers by E... Page 2 of 3
Mississippi 10.24 10.16 9.46 9.2 6.84 6.56 -- -- 9.07 8.85
Tennessee 9.57 9.2 9.75 9.47 7.03 6.61 11.11 10 9 8.62
West South Central 11.02 11.17 8.94 9 6.44 6.16 9.95 10 9.24 9.26
Arkansas 8.94 9.67 6.96 7.81 5.68 6.1 12.15 14.03 7.43 8.04
Louisiana 9.32 8.03 8.64 7.41 5.99 4.78 10.1 11.07 8.19 6.92
Oklahoma 9.52 8.44 8.13 7.59 6.16 5.66 -- -- 8.4 7.56
Texas 11.95 12.47 9.33 9.65 6.73 6.63 9.92 9.86 9.86 10.2
Mountain 11.26 10.96 9.36 9.11 6.79 6.74 9.55 9.24 9.4 9.21
Arizona 11.61 11.29 10.32 10.14 7.46 7.31 -- - 10.61 10.4
Colorado 11.76 10.43 9.69 8.82 7.47 6.91 9.75 9.14 9.87 8.91
Idaho 8.49 8.36 6.76 6.95 5.5 5.72 -- 6.62 6.78
Montana 9.82 9.2 8.71 8.14 5.95 5.74 - -- 7.95 7.44
Nevada 12.19 13.19 9.67 10.61 9.13 9.78 10.8 11.99 10.61 11.47
New Mexico 11.89 11.03 9.76 8.98 6.86 5.87 -- -- 9.62 8.8
Utah 9.58 9.22 7.43 7.36 5.27 5.18 8.91 8.58 7.59 7.39
Wyoming 9.44 9.21 7.53 7.35 5.16 5.18 -- 6.35 6.32
Pacific Contiguous 13.52 13.89 13.97 13.59 8.69 8.9 9.16 9.05 12.64 12.68
California 15.73 16.18 16.25 15.82 12.08 11.78 9.24 9.14 15.31 15.2
Oregon 9.13 9.04 7.57 7.39 5.65 5.71 6.98 7.03 7.57 7.52
Washington 8.32 7.95 7.32 6.95 4.08 4.39 7.49 5.04 6.61 6.52
Pacific 24.4 22.38 21.15 19.32 20.15 17.57 -- - 21.79 19.68
Noncontiguous
Alaska 17.17 17.1 14.44 14.54 14.17 13.01 -- - 15.2 14.94
Hawaii 28.59 25.13 26.31 22.88 22.32 19.13 - - 25.51 22.19
U.S. Total 12.02 12 10.69 10.6 7.21 7.12 11.51 11.13 10.45 10.36
[1] See Technical notes for additional information on the Commercial, Industrial, and Transportation sectors.
Notes: See Glossary for definitions. Values for 2009 and 2010 are preliminary estimates based on a cutoff model
sample. See Technical Notes for a discussion of the sample design for the Form EIA -826. Utilities and energy
service providers may classify commercial and industrial customers based on either NAICS codes or demands or
usage falling within specified limits by rate schedule. Changes from year to year in consumer counts, sales and
revenues, particularly involving the commercial and industrial consumer sectors, may result from respondent
implementation of changes in the definitions of consumers, and reclassifications. Retail sales and net generation
may not correspond exactly for a particular month for a variety of reasons (i.e., sales data may include imported
electricity). Net generation is for the calendar month while retail sales and associated revenue accumulate from bills
collected for periods of time (28 to 35 days) that vary dependent upon customer class and consumption occurring in
and outside the calendar month. Totals may not equal sum of components because of independent rounding.
Source: U.S. Energy Information Administration, Form EIA -826, "Monthly Electric Sales and Revenue Report with
State Distributions Report."
More Tables on the Average Retail Price of Electricity
Formats
Table ES. Summary Statistics for the United States html pdf As
Table 5.3. Average Retail Price of Electricity to Ultimate Customers: Total by End -Use Sector html As
Table 5.6.B. Average Retail Price of Electricity to Ultimate Customers by End -Use Sector, by
State, Year -to -Date
Table ES1.A. Total Electric Power Industry Summary Statistics,
Table ES1.13. Total Electric Power Industry Summary Statistics, Year -to -Date
Average Price by State by Provider (EIA -861)
Current and Historical Monthly Retail Sales, Revenues and Average Revenue per
Kilowatthour by State and by Sector (Form EIA -826)
Form EIA -861 Database
Table 7.4. Average Retail Price of Electricity to Ultimate Customers by End -Use Sector
"Electric Sales, Revenue and Average Price"
see also:
Electric Power Monthly
Electric Power Annual
html
As
html
xls
html
As
As
As
DBF
html
pdf As
html
http: / /www.eia. doe .gov /electricity /epm/table5_6_a.html 12/2/2010

IJ
1
Septic Chlorine Tablets, Norweco Bio - Sanitizer Chlorine Tablets, Blue Crystal Tablets, D... Page 1 of 5
° � tic AL
: SO �
lutions CS 11 r
Inc.
314 W Center St
Dieterich,iL62424 FAST SHIPPING
P of cted -11 "Ar "Card er I- 877 - 925'°51132 sale s @septicsoi itions.net
t c�a pp'+�g
xY�r« AY visit www.septiesolutions.com for more products!
. _ ................. .
Septic Chlorine Tablets and Other Septic Additives
Septic Chlorine Tablets are not the same as swimming pool tablets. Chlorine Tablets
for Septic Systems are much stronger in nature. Septic Solutions' provides all types of
Septic Chlorine Tablets, Septic Dechlorination Tablets, and Other Septic Care Products
and Septic Additives for all types of Septic Systems. Septic Solutions®' offers FAST
and FREE Shipping on all Septic Care Products.
..'.
t rDxra:_° g. xrnicnu }w• _ areas_, M=-
F Ttllf.�T Imo`_.
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Septic Chlorine Tablets for Septic and Aerobic Systems
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Item# 227 10 lb. Pail
SALE $99.00
Quantity: 1
Item# 227 -25 25 lb. Pail
SALE $153.00
Quantity: 1
Item# 227-45 45 lb. Pail
SALE $207.00
Septic chlorine tablets are NOT the
same as swimming pool chlorine
tablets. Read More.
10 lb. pail shown.
73% Calcium Hypochlorite
10 pound pail = approx. 32 tablets
25 pound pail = approx. 80 tablets
45 pound pail = approx. 144 tablets
The 10 lb. pail is a 6 -month supply for
a typical four bedroom home.
Ihttp: / /www.septicchlorinetablets.com/ 12/5/2010

N B -E
Utilities Administration 12 -01 -09
1900 2" Ave. North - lake Worth, Florida 33461 - Phone: [phone]• Fax: [phone]
MEMORANDUM DATE: October 23, 2009
AGENDA DATE: November 9, 2009, Regular Meeting
iTO: Mayor and City Commission
FROM: Rebecca M. Mattey, Utilities Director ,O ' Af47*-'y
i
TITLE: Renewal of Odor - fighting and Cleaning Chemicals, and
Scrubber Maintenance at the Master Pump Station
' BACKGROUND:
The city operates and maintains a Master Pump Station, located at 201 S. Golfview Drive. As
' part of requirements to maintain odor control and maintain the scrubber equipment at the Master
Pump Station, the City needs to purchase various chemicals and engage the manufacturer and
sole provider of the scrubber equipment to meet this requirement. Thus, this recommendation is
three -fold, as described below.
1
ODOPHOS is the trademark name for a sewer treatment chemical, which after extensive field-
testing against competing products, was selected by the ECR and our Utilities Department as the
only product that provided the desired level of corrosion and odor - control in the regional sewer
pump stations and force mains without creating a negative impact at the East Central
Wastewater Reclamation Facility. ODOPHOS is manufactured and distributed exclusively by
Siemens Water Technologies Corporation (Siemens). For this reason, staff is recommending
renewal of the annual sole source purchase of ODOPHOS sewer treatment chemical for the
master lift station, in an amount of $100,000.
Additionally, the scrubber, which is part of the odor - fighting process at the Master Pump
Station, is solely manufactured and maintained by Siemens. The city is required to have in
place a maintenance agreement on the scrubber to insure it is at all times, properly working and
performing it's odor - fighting purpose for the community residents, visitors and personnel which
work in and around the Master Pump Station. Therefore, staff is recommending the approval of
the continuance of this required, Sole Source maintenance agreement, in an amount of $1,940
per month, which equates to an estimated total of $23,280 per year. As part of the maintenance
'
includes the additional requirement to supply the associated cleaning chemicals (Sodium
Hypochlorite and Sodium Hydroxide which are part of the process, staff is recommending
authorization to purchase a not -to- exceed amount of $40,000 of these chemicals, on an as-
'
needed basis.
1

Agenda Date: November 9, 2009 Regular Meeting
Lastly, while the City previously used ODOPHOS at Lift Station 15 to save on the variety of
' chemicals, low flow in the discharge force main was causing iron deposits from the ODOPHOS
to precipitate out and clog a connecting main. For this reason the City tested an alternate
chemical, Bioxide, which is compatible with ODOPHOS, does not create the deposits, and
dissipates before reaching the ECR. Bioxide, again only available through Siemens is necessary
due to its proven compatibility with ODOPHOS, and the efficiencies gained by using the same
supplier. Therefore, staff recommends approving $72,000 for the estimated usage of 85 gallons
per day of Bioxide at $2.10 per gallon.
'
OFFICE OF MANAGEMENT & BUDGET BACKGROUND:
In accordance with Section 3 -105 of the City of Lake Worth's procurement code- Sole Source
'
Procurement:
A contract may be awarded without competition when the Purchasing Manager
'
determines in writing, after conducting a good faith review of available sources, that
there is only one source for the required supply, brand, service, or construction item
capable of fulfilling the needs of the City. The Purchasing manager shall conduct
negotiations, as appropriate, as to price, delivery, and terms. A record of sole source
procurements shall be available as a public record and shall identify each purchase order
and/or contract.
'
BUDGETARY IMPACT:
'
The purchase of the ODOPHOS, Bioxide, Sodium Hypochlorite, Sodium Hydroxide and the
maintenance on the scrubber equipment were included as part of the annual budget for the
Regional Sewer Fund. If approved, the purchase of this chemical will be made on an as- needed
'
basis, from the Utilities - Regional Sewer /Chemicals Account Number 405- 7421 - 535 -52 -30 and
the maintenance from Other Contractual Services Account Number 405- 7421 - 535- 34 -50.
ICONSEQUENT ACTION:
None
REVIEWED BY AND RECOMMENDATION:
Utilities staff recommends the following sole source purchases from Siemens:
b�
q`-r . 1 1. ODOPHOS in an amount not to exceed $100,000, based on estimated usage of 91,000
=-- P gallons at $1.09 per gallon. --*
2. Scrubber Maintenance, in an amount not to exceed $23,380, based on a monthyly charge
of $1,940.
3. Required scrubber maintenance cleaning chemicals, Sodium Hypochlorite (at
$1.98 /gallon) and Sodium Hydroxide (at $2.75 /gallon), for a total not to exceed amount
of $40,000.
2
1

nty
BID TABULATION SODIUM I-IYDR.Ox
BIDDERS
BID NO. 09- 8754 -12EF
BID DATE/TIME: Nov. 18, 2009;2:00p.m.
Dept: Water Reclamation
Sod Hydroxide
Item: ium
Price Per Wet Pound
Total Bid Price x900,000 Pounds
BIDDER #1
JCI Jones
BIDDER #2
Dominion
Chemical
N
BIDDER #3
Univar
BIDDER #4
Brenntag
BIDDER #5
Kuehne
BIDDER #6
BKM Rescources
$0.1675
$150,750.00
Net 30
$0.1035
B
I
$0.0947
$0.1044
$0.2250
$93,150.00
$85,230.00
$93,960.00
$202,500.00
Payment Terms
D
Net 30
Net 30
Net 30
Net 30
Delivery
48 hm
48 hm
48 hm
48 hm
48 hm
Addendum # 1 Acknowle ed
Yes
Yes
Yes
Yes
Yes

IPagel of 3
' FloBoy II Pumping System Proposal
Date: 12/4/2010
Quotation: - 2048
' Customer Name:
Project Name: Zooland < < (ZR�6/�rT�v►� P -S.)
' FloBoy Variable Speed Suction Lift Pumping System, Model FBMLV7BF20A23R3BE rated for 180 GPM at
110 PSI. Discharge pressure performance based on less than 10 feet of suction lift. Motor is 20 HP, 3600 RPM
Full voltage, horizontal NEMA faced ODP. Pumps shall have cast iron casing, enclosed impeller and mechanical
seal. Electrical power shall be 230 volts, 3 phase, 60 Hertz.
' Standard Construction will include:
I .com/co /co .nsf/Looku b DocID /96le045dl99dl987862577f000... 12/4/2010
http: / /www.flowtronex p p p v
.
12 gauge carbon steel with epoxy finish.
'
Lockable access cover.
Enclosed ventilation fan.
Heat exchanger cooling for variable frequency drive.
•
Electrical fusible disconnect
.
4 in. flanged suction and discharge connections with painted piping.
Reprime System
.
2 5/8 in. silicone filled pressure gauges with isolation valve.
Factory run testing using actual suction pressure, discharge pressure and flow conditions.
.
U.L. listed NEMA 4 control/ starter panel with air / water heat exchanger assembly
'
.
On/ Off /Auto selector switches.
Low/ High discharge pressure shutdown and alarm.
'
.
High pump temperature thermal sensor/ safety.
Solid State overload/ single phase/ phase imbalance/ low voltage protection.
.
20 HP Control enclosure mounted NEMA 4 Variable Frequency Drive.
.
Industrial grade touch screen controller
Input line reactor (Transient Suppression).
•
VFD Fault Shutdown.
'
.
24 volt AC relay for starting and stopping.
4 in. station discharge isolation valve.
Reprime System
•
Startup by factory authorized personnel is included.
'
•
1 CD - FloBoy operation & maintenance manual
1 Printed copy of the FloBoy operator & maintenance manual
.
1 year limited warranty.
'
Options( Included in Price ):
. 4" Magnetic Flowmeter
I .com/co /co .nsf/Looku b DocID /96le045dl99dl987862577f000... 12/4/2010
http: / /www.flowtronex p p p v

0 E-Clips Surge Arrestor
Accessories( Included in Price ):
• Adder, Lightning,Arrestor(SLAP)
' . VALVE ,FOOT,SURE- FL0,4 ",45 °,FLG'D
Total Price(Includes S &H): $31,446.25
Page 2 of 3
Shipment: Estimating 4 weeks after receipt of signed contract and drawing approval.
F.O.B. Dallas, Texas
Prices valid for 60 days from date of this proposal.
' All pricing in U.S. Dollars.
Price does not include taxes, installation or crane service.
' FloBoy orders are NOT able to be cancelled, check your site conditions and requirements carefully before placing order. All future
changes to the order are subject to a flat change order fee of $300.00 plus the actual price of the change.
DELIVERY: Delivery dates shown are estimates. Flowtronex PSI Inc. will make all reasonable efforts to maintain delivery schedule
shown after receipt of an executed contract and all approvals. Seller shall not be liable for special or consequential damages caused
' by delay in delivery.
PAYMENT TERMS: Down payments of up to 100% may be required. Balance due 30 days from date of invoice with approved credit.
Interest of 1 '/z % per month will be charged on all accounts which are past due. Orders are NOT able to be cancelled. All changes
to original order will be assessed a flat $300.00 administrative charge plus the cost of the change order which will include all labor and
materials to affect the change. Change orders will increase the cost of the pump station substantially. To avoid misunderstandings
and delays, please make sure to review order and confirmation.
If for any reason buyer is unable to accept delivery at the date requested above, then delivery shall be deemed completed in seller's
' warehouse for purposes of payment and seller shall store and subsequently deliver as provided above. Buyer will be responsible for
additional handling and storage charges incurred, with a minimum cost of 250.00 which will be added to invoice.
Seller retains a security interest in all products sold to buyer until the purchase price and other charges, if any, are paid in full as
provided in Article 9 or the Uniform Commercial Code. Seller will file a Mechanics Lien or execute other documents as required to
' perfect the security interest in the products sold.
TAXES: State, City and local taxes are excluded from the contract price. Sales tax will be invoiced on the contract price unless written
exemption is provided.
FACTORY AUTHORIZED WARRANTY: The manufacturer warrants that the water pumping system or component will be free of
defects in workmanship for one year from date of delivery.
Provided that all installation and operation responsibilities have been properly performed, manufacturer will provide a replacement
part or component during the warranty life. Labor charges (i.e., removal or replacement of parts) are excluded from this warranty.
Upon request, manufacturer will provide advice for trouble shooting of a defect during the warranty period.
Manufacturer uses only high quality material. As with any mechanical or electrical device, some preventative maintenance efforts are
required to enhance service life. The customer is encouraged to establish a methodical maintenance service program to avoid
' premature failure. Manufacturer supports a wide network of technical service agents and recommends they be utilized for service.
Because of varied conditions beyond the control of the manufacturer, this warranty does not cover damage under the following
conditions or environment unless otherwise specified in writing.
�L
Ll
1
1. Default of any agreement with manufacturer
2. Misuse, abuse, or failure to conduct routine maintenance
3. Handling any liquid other than irrigation water
4. Exposure to electrolysis, erosion, or abrasion.
5. Presence of destructive gaseous or chemical solutions.
6. Overvoltage or unprotected low voltage.
7. Unprotected electrical phase loss or phase reversal.
The foregoing constitutes manufacturers sole warranty and has not nor does I take any additional warranty, whether express or
implied, with respect to the pumping system or component. Manufacturer makes no warranty except as otherwise provided herein,
whether express or implied with respect to fitness for a particular purpose or merchantability of the pumping system or component,
manufacturer shall not be liable to purchaser or any other person for any liability, loss, or damage caused or alleged to be caused
directly or indirectly by the pumping system. In no event shall manufacturer be responsible for incidental, consequential, or act of God
damages nor shall manufacturers liability for damages to purchaser or any other person ever exceed the original factory purchase
price.
Accepted for Buyer:
Accepted for Seller:
Requested Delivery Date:
Date:
Date:
http://www.flowtronex.com/cop/cop.nsf/LookupbyDocID/96leO45dl 99d1987862577f000... 12/4/2010

L,
t
40series [Impacts
LIST` -10 2 3 - AIL -7 Cem. 10'4 1 CIA
$P�c.%C_ ON S2' GXWO r 0.2g. '/H A..
Double nozzle models help
maximize uniformity.
4012 -1
The 40 Series full - circle impacts
are designed for maximum efficiency
at intermediate flows.
FEATURES:
• Single and double nozzle designs available.
Double nozzle only available in 23° model.
• Two trajectories available:
12° ideal for undertree irrigation
23° for maximum throw on overhead systems
• Wide range of nozzle and vane combinations for
excellent distribution at all pressures
• Built -in hex wrench for easy
in -the -field maintenance
• Standard lower bearing pipe thread:
3/4" M NPT (female also available)
• Flow rates: 3.82 to 12.6 gpm [868 to 2862 L/hr]
• Two -year warranty on materials,
workmanship AND performance
• Color -coded nozzles for easy size identification;
warranted to maintain correct orifice size
for five years
Sprinkler performance may vary with actual field conditions. Diameters shown are for standard straight bore nozzles and stream straightening vanes. Other nozzles and/or vane
combinations are available; Consult factory for specific performance data. Stream heights range from 6S -10A ft. /2.0 -.1.1 ml above nozzle based on pressure and nozzle size.
Minimum recommended riser height is 1-5 ft. /0.46ml.
1 21
1
Senaunger Irrigation Inc.' Call (407) 877 -5655 • Web: wvvwsemingei:com
Sprinkler Base Pressure
t
t t
#10 Nozzle - Turquoise [5/32 "]
#10 Nozzle - Turquoise [3.97mm]
Flow [gpm] 3.82
4.13 4.41
4.68
4.93
5.17
5.40
Flow [uhr]
868 938: 1002 1063 1120 1174 1226
Diam. at 1.5' ht. [ft.] 73
77 80
83
86
89
91
Diam. at 0.46m ht. [m]
223 235 24.4 253 262 27.1 1 27.7
#I I Nozzle -Yellow [11/64 "]
#11 Nozzle -Yellow [4.37mm]
Flow [gpm] 4.631
5.001 534
5.67
5.98 6.27
6.55
Flow [LAY)
1052 1136 1213 1288 1358 1424
Diam. at 1.5' ht. [ft.] 76 80 1 83 1
86
89
92
94
Diam. at 0.46m ht. [m]
11418
23.2 24.4 253 262 27.1 28.0 28.7
#12 Nozzle - Red [3/16'7
#12 Nozzle -Red [4.76mm]
Flow [gpm] 15-52
5.97 6.37
6.76
7.13
7.48
7.81
Flow [Uhr]
1 12541I1 1356 1447 1535 161911699 11774
Diam, at 1.5' ht. [ft.] 78
82 85
88
91
94
96
Diam. at 0.46m ht. [m]
23.8 125.01 25.9 26.8 27.7 28.7 293
#13 Nozzle - White [13/64 "]
#13 Nozzle - White [5.16mm]
Flow [gpm] 650
7.02 7.49
7.95
8.38
8.80
9.19
Flow [1Jhr]
1476 1594 1701 1806 1903 1999 2087
Diam. at 1-5' ht. [ft.] 80
84 i 87
90
93
96
98
Diam. at 0.46m ht. [m]
24A 25.6 265 27A 283 293 29.9
#14 Nozzle - Blue [7/32 "]
#14 Nozzle - Blue [5.56mm]
Flow [gpm] 7.49
8.09 8.63
9.17
9.66
10.1
10.6
Flow [Uhr]
1701 i 18371 1960 2083 2194 22941 2408
Diam. at 15N. [ft.] 82
86 89
93
96
99
101
Diam. at 0.46m ht. [m]
25.0 262 1 27.1 283 293 302 30.8
Sprinkler performance may vary with actual field conditions. Diameters shown are for standard straight bore nozzles and stream straightening vanes. Other nozzles and/or vane
combinations are available; Consult factory for specific performance data. Stream heights range from 6S -10A ft. /2.0 -.1.1 ml above nozzle based on pressure and nozzle size.
Minimum recommended riser height is 1-5 ft. /0.46ml.
1 21
1
Senaunger Irrigation Inc.' Call (407) 877 -5655 • Web: wvvwsemingei:com

1
4023 -1
Impacts] 40series
Sprinkler Base Pressure
.,
.,
IOx6 #10 Range Noz- Turquoise [5/32'1 x #6 Spreader Noz [3/32'1
,
10x6 #10 Range Noz- Turquoise [3.97mm] x #6 Spreader Noz [2.38mm]
Flow [gpm]
5.25 5.67 6.07 6.43 6.78
#10 Nozzle - Turquoise [5/32 "]
7.43
Flow [IJhr]
1192
1288
1379 1460
1540
#10 Nozzle - Turquoise [3.97mm]
1688
Diam. at 1.5' ht. (ft.]
86 89 91 93 95
96
97
Flow [gpm]
3.82
4.13
4.41
4.68
493
5.17
5.40
Flow [L./hr]
868
938
1002
1063
1120
1174
1226
Diann. at IS ht. [ft.]
86
89
91
93
95
96
97
Diam. at 0.46m ht. [m]
26.2
27.1
27.7
28.3
29.0
29.3
29.6
Diam. at 6.0' ht. [ft.]
92
94
96
97
98
99
100
Diam. at 1.83m ht. [m]
28.0
28.7
29.3
29.6
29.9
30.2
30.5
#11 Nozzle - Yellow [11/64 "]
28.7
29.3
29.9 305
31.1
31.4
31.7
#11 Nozzle -Yellow [4.37mm]
12x6 #12 Range Noz -Red [4.76mm] x ##6 Spreader Noz. [2.38mm]
Flow [gpm]
6.89 7.54 8.07 855 9.02
Flow [gpm)
4.63
5.00
5.34
5.67
5.98
627
6.55
Flow [Uhr]
1052
1136
1213
1288:
1358
1424
1488
Diam. at 1.5' ht. [ft.]
89
92
94
96
98
99
100
Diam. at 0.46m ht. [m]
27.1
28.0
28.7
29.3
29.9
30.2
305
Diam. at 6.0' ht. [ft.]
94
96
98
100
102
103
104
Diam. at 1.83m ht. [m]
28.7
29.3
29.9
30.5
31.1
31.4
31.7
#12 Nozzle - Red [3/16 "]
105
Diam. at 0.46m ht. [m]
28.7
29.6
30.2 30.8
31.4
31.7
#12 Nozzle - Red [4.76mm]
Diam. at 6.0' ht. [ft.]
100 103 106 109 112
115
117
Diann. at 1.83m ht. [m]
305
Flow [gpm]
5.52
5.97
6.3
35.7
1 4x6 # 14 Range Noz. -Blue [7132'7 x #6 Spreader Noz [3/32 "]
7.48
7.81
Flow [Uhr]
1254
1356
1447
1535
1619
1699
1774
Diam. at 1.5' ht. [ft.]
92
95
97
n,07
Diam. at 15 ht. [ft.]
102
103
Diam. at 0.46m ht. (m]
28.0
29.0
29.6
30.2
30.8
31.1
31.4
Diam. at 6.0' ht. [fr.]
97
99
101
1 Diam. at 1.83m ht. [m]
31.1
32.3
108
Diam. at 1.83m ht. [m]
29.6
30.2
30.8
31.4
32.0
32.6
32.9
#13 Nozzle - White [13/64 "]
#13 Nozzle - White [5.16mm]
Flow [gpm]
6.50
7.02
7.49
7.95
8.38
8.80
9.19
Flow [IJhr]
1476
1594
1701
1806
1903
1999
.2087
Diam. at 1.5' ht. [ft.]
94
97
99
101
103
104
105
Diam. at 0.46m ht. [m]
28.7
29.6
30.2
30.8
31.4
31.7
32.0
Diam. at 6.0' ht. [ft.)
100
103
106
109
112
115
117
Diam. at 1.83m ht. [m]
305
31.4
32.3
33.2
34.1
35.1
35.7
#14 Nozzle - Blue [7/32 "]
#14 Nozzle - Blue [5.56mm]
Flow [gpm]
7.49
8.09
8.63
9.17
9.66
10.1
10.6
Flow [Uhr]
1701
1837
1960
2083
2194
2294
2408
Diam. at 1.5' ht. (ft.)
96
99
101
103
105
106
107
Diam. at 0.46m ht. [m]
29.3
1 302
130.8
1 31.4
32.0
32.3
32.6
Diam. at 6.0' ht. (ft.]
102
106
110
114
118
122
125
Diam. at 1.83m ht. [m]
31.1
32.3
335 ' 34.7
36.0
37.2
38.1
4023 -2
Sprinkler Base Pressure
.,
,
IOx6 #10 Range Noz- Turquoise [5/32'1 x #6 Spreader Noz [3/32'1
10x6 #10 Range Noz- Turquoise [3.97mm] x #6 Spreader Noz [2.38mm]
Flow [gpm]
5.25 5.67 6.07 6.43 6.78
7.11
7.43
Flow [IJhr]
1192
1288
1379 1460
1540
1615
1688
Diam. at 1.5' ht. (ft.]
86 89 91 93 95
96
97
Diam. at 0.46m ht. [m]
26.2
27.1
27.7 28.3
29.0
29.3
29.6
Diam. at 6.0' ht. [ft.]
92 94 96 97 98
99
100
Diam. at 1.83m ht. [m]
28.0
28.7
293 29.6
29.9
302
305
1 1x6 #11 Range Noz. - Yellow [11/64"] x #6 Spreader Noz [3/32 "]
1 1x6 #I I Range Noz - Yellow [4.37mm] x #6 Spreader
Noz. [2.38mm)
Flow [gpm]
6.10 659 7.05 7.47 7.88
8.26
8.63
Flow [Uhr]
1385
1497
1601 1697
1790
1876
1960
Diam. at 1.5' ht. [ft.]
89 92 94 96 98
99
100
Diam. at 0.46m ht. [m]
27.1
28.0
28.7 29.3
29.9
30.2
305
Diam. at 6.0' ht. [ft]
94 96 98 100 102
103
104
Diam. at 1.83m ht. [m]
28.7
29.3
29.9 305
31.1
31.4
31.7
12x6 #12 Range Noz. -Red [3/16 "] x #6 Spreader Noz. [3/32 "]
12x6 #12 Range Noz -Red [4.76mm] x ##6 Spreader Noz. [2.38mm]
Flow [gpm]
6.89 7.54 8.07 855 9.02
9.46
9.88
Flow [Uhr]
1565
1713
1833 1942
2049
2149
2244
Diam. at 1.5' ht. [ft.]
92 95 97 99 101
102
103
Diam. at 0.46m ht. [m]
28.0
29.0
29.6 30.2
30.8
31.1
31.4
Diam. at 6.0' ht. [ft]
97 99 101 103 105
107
108
Diam. at 1.83m ht. [m]
29.6
30.2
30.8 31.4
32.0
32.6
32.9
13x6 #13 Range Noz. -White [13/64 "] x #6 Spreader Noz. [3/32 "]
13x6 #13 Range Noz. -White [5.16mm] x #6 Spreader Noz [2.38mm]
Flow [gpm]
7.93 857 916 9.72 102
10.7
11.2
Flow [Uhr]
1801
1946
2080 2208
2317
2430
2544
Diam. at 1.5' ht. [ft.]
94 97 99 101 103
104
105
Diam. at 0.46m ht. [m]
28.7
29.6
30.2 30.8
31.4
31.7
32.0
Diam. at 6.0' ht. [ft.]
100 103 106 109 112
115
117
Diann. at 1.83m ht. [m]
305
31.4
323 332
34.1
35.1
35.7
1 4x6 # 14 Range Noz. -Blue [7132'7 x #6 Spreader Noz [3/32 "]
14x6 #14 Range Noz -Blue [5.56mm] x #6 Spreader Noz [2.38mm]
Flow [gpm]
8.90 9.62 103 10.9 11-5
12.1
12.6
Flow [IJhr]
2021
2185
2339 2476
2612
2748
2862
Diam. at 15 ht. [ft.]
96 99 101 103 105
106
107
Diam, at 0.46m ht. [m]
29.3
30.2
30.8 31.4
32.0
32.3
32.6
Diam. at 6.0' ht. [ft.]
102 106 110 114 118
122
125
1 Diam. at 1.83m ht. [m]
31.1
32.3
335 34.7
36.0
37.2
38.1
Sprinkler performance may vary with actual field conditions. Diameters shown are for standard straight bore nozzles and stream straightening vanes. Other nozzles and/
or vane combinations are available; Consult fac ory for specific performance data. Stream heights range from 65 -10.0 ft. [2.0 -3.1m] above nozzle based on pressure and
nozzle size. Minimum recommended riser height is 1.5 ft. [0.46m /.
Senranger Irrigation Inc. Call (407) 877 -5655 • Web. wwwsenningerccm 22

1
U.S. [Precipitation Rates inches per /hour
(feet) I (gpm) 030 050 0.75 1.00 1.50 2.00 3.00 4.00 5.00 6.00 8.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
5 x 5 I 1.16 1.93 2.89 3.85 5.78 7.70 11.55 A T -Spray
6 x 6 0.80 1.34 2.01 2.67 4.01 535 8.02
'
7 x 7
8 x 8
9 x 9
lox 10
059
0.98
1.47
1.96
2.95
3.93
5.89
t Super -Spray
0.45
0.75
1.13
150
226
3.01
451
6.02
0.36
0.59
0.89
1.19
1.78
238
356
4.75 5.94
029
0.48
0.72
0.96
1.44
1.93
2.89
3.85 4.81 5.78 t i- mini - Wobbler
0.20
0.33
050
0.67
1.00
134
2.01
2.67 3.34 4.01 5.35 6.68
15 x 15
0.13 021 0.32 0.43
0.64
0.86
128
1.71
2.14
257
3.42
428
6.42 4 Xcel. Wobbler
20 x 20
0.12 0.18 0.24
0.36
0.48
0.72
0.%
1.20
1.44
1.93
2.41
3.61 4.81 6.02 Wobbler
25 x 25
1
0.12 0.15
023
031
0.46
0.62
0.77
0.92
1.23
154
231 3.08 3.85 mini - Wobbler
30 x 30
0.11
0.16
021
032
0.43
053
0.64
0.86
1.07
1.60 2.14 2.67
35 x 35
40 x 40
40 x 50
40 x 60
40x80
45x45
50 x 50
50 x 60
50 x 70
50 x 80
55x55
60 x 60
60 x 70
60 x 80
70 x 70
70 x 80
70 x 90
80x80
80 x 90
80 x 100
100 x 100
1 41
0.12 0.16 024
031
039
0.47
0.63
0.79
1.18 157
1.96
1 impact Spnnxlers
0.12 0.18
024
0.30
036
048
0.60
0.90 120
1.50
1.80
2.11
2.41
Smooth Drive LA
0.10 0.14
0.19
0.24
029
039
0.48
0.72 0.96
1.20
1.44
1.68
1.93
2.17
0.12
0.16
0.20
024
0.32
0.40
0.60 0.80
1.00
1.20
1.40
1.60
1.80 101
0.09
0.12
0.15
0.18
024
0.30
0.45 0.60
0.75
0.90
1.05
120
1.35 150
0.14
0.19
0.24
0.29
0.38
0.48
0.71 0.95
1.19
1.43
1.66
1.90
2.14 2.38
1
0 15
0 19
023
031
0 39
058 0 77
0 96
l 16
135
154
1 73 193
PRODUCT
PATTERN
SPACINGS'
T -Spray
up to 6 feet
Super -Spray
up to 12 feet
Xcel Wob HA
up to 30 feet
Xcel Wob MA
up to 25 feet
Wobbler SA
up to 30 feet
Wobbler LA
up to 25 feet
mini- Wobbler
up to 20 feet
i- mini - Wobbler
up to 12 feet
Smooth Drive HA
up to 40 feet
Smooth Drive LA
up to 37 feet
20 Series Impact
up to 40 feet
30 Series impact
up to 60 feet
40 Series Impact
up to 65 feet
50 Series Impact
up to 70 feet
70 Series Impact
up to 90 feet
80 Series Impact
up to 100 feet
" Distance between sprinklers and rows
in square or triangular patterns.
Maximum Precipitation Rates
for Level Ground
Coarse Sands
0.75 in. - 1.00 inJhr
Fine Sands
030 in. - 0.75 inJhr
Fine Sandy Loams
0.35 in. - 050 inJhr
Silt Loams
0.25 in. - 0.40 inJhr
Clay Loams
0.10 in. - 0.30 inJhr
Maximum Sprinkler Spacings
Wind Speed Spacing
5 mph or less 60% of wetted diameter
5 -10 mph 50°% of wetted diameter
over 10 mph 25 -30°% of wetted diameter
(Consult factory for specific information on uniformity
based on your particular application)
0.13 0.16 0.19 0.26 0.32 0.48 0.64 0.80 0.% 1.12 128 1.44 1.60
0.11 0.14 0.17 022 028 041 055 0.69 0.83 0.% 1.10 124 138
0.10 0.12 0.14 0.19 0.24 0.36 0.48 0.60 0.72 0.84 0.% 1.08 1.20
0.13 0.16 0.19 025 0.32 0.48 0.64 0.80 0.95 1.11 127 1.43 159
0.11 0.13 0.16 0.21 0.27 0.40 053 0.67 0.80 0.94 1.07 1.20 1.34
0.11 0.14 0.18 023 0.34 0.46 057 0.69 0.80 0.92 1.03 1.15
0.10 0.12 0.16 0.20 0.30 0.40 050 0.60 0.70 0.80 0.90 1.00
0.10 0.12 0.16 020 029 039 0.49 059 0.69 0.79 0.88 0.98
0.10 0.14 0.17 0.26 0.34 0.43 052 0.60 0.69 0.77 0.86
0.12 0.15 023 0.31 0.38 0.46 053 0.61 0.69 0.76
0.12 0.15 0.23 0.30 0.38 0.45 053 0.60 0.68 0.75
0.11 0.13 0.20 027 033 0.40 0.47 053 0.60 0.67
0.10 0.12 0.18 0.24 0.30 0.36 0.42 0.48 054 0.60
0.10 0.14 0.19 024 0.29 0.34 0.39 0.43 0.48
Precipitation Rate Formula
Application Rate = GPM x 96.3 � k 6 •3
(inches per hour) S x L
GPM = flow per sprinkler
S = spacing of sprinklers along the lateral (in feet) d • 2 S-lt/ [ NA
L = spacing between laterals (in feet)
(Thus applies to square, rectangular, or triangular spacing)
Square Spacing Triangular Spacing
Sentunger Irrigation Inc. Call (407) 877 -5655 • Web: vwvw.senningercom

AquaP§ Ont
Performance Based wastewater Treatment Solutions
1
Notes & Assumotions:
Design Sheet Date: 11/1/10 By: John Phillips, P.E.
Q design: 17,000 gpd ADF: Not specified
Collection System: Gravity & pump stations
Discharge: TBD
Design Criteria
,& 4 l s'
per,
Peaking factor = 2 with flow equalization
Date: 11/16110
'
To: John Phillips, P.E.
NH,
From: Mark Lubbers
TN
Project: Zooland Campground
1
Notes & Assumotions:
Design Sheet Date: 11/1/10 By: John Phillips, P.E.
Q design: 17,000 gpd ADF: Not specified
Collection System: Gravity & pump stations
Discharge: TBD
Design Criteria
,& 4 l s'
per,
Peaking factor = 2 with flow equalization
Recommended Process: Phmary settling => Aerated Flow Equalization => Bioclere
Minimum equipment requirements:
( 1) Flow equalization system (includes dual pumps & slide rail assemblies & controls)
( 1) Submersible Aerator in EQ tank (Includes slide rail assembly w/ aspirator pipe)
( 1) Flow divider box (FRP)
(2) Bioclere Model 30/32 w/ 2300 gal clarifiers ( Arranged in parallel)
(2) Man days technical assistance on site assistance within installation & start up
Specifications, Technical Drawings, Operation & Maintenance Manuals
Equipment: $134,000
Estimated Freight: $6,000
Tanks & eauipment by others unless specified
Primary settling @ 17,000 gal capacity
( 1) 6000 gal Flow equalization tank
( 1) Flow divider manhole
( 2) Bioclere mounting pads
Additional Considerations & Review
This proposal represents our best efforts to be as complete and accurate as possible. However, due to assumptions made in the
interest of generating a timely estimate it is provided for budget purposes only and cannot be used to purchase system equipment.
After clarification of all necessary information including final approved plans and permit(s), a firm equipment scope of supply and bid
price will be provided for purchase of equipment. We are available to discuss this budget proposal to collaboratively devise a system
that meets your needs.
This estimate is based on the stated assumptions and design information provided by the addressee. The addressee acknowledges
and affirms that Aquapoint, Inc. assumes no liability with respect to the addressee or any third party for the estimates provided.
Aquapoint, Inc.
IProposal Summary_ Zooland _17000K_Secondary_CORRECTED71- 1610.x15
1212012010
pH
BOD
TSS
NH,
TKN
TN
Alkalinity
DO
NTU
Fecal
Influent Raw
6-9
500
500
60
Not
Not
Effluent
30
30
15
NA
! NA
NA
S ecified
Specified
Recommended Process: Phmary settling => Aerated Flow Equalization => Bioclere
Minimum equipment requirements:
( 1) Flow equalization system (includes dual pumps & slide rail assemblies & controls)
( 1) Submersible Aerator in EQ tank (Includes slide rail assembly w/ aspirator pipe)
( 1) Flow divider box (FRP)
(2) Bioclere Model 30/32 w/ 2300 gal clarifiers ( Arranged in parallel)
(2) Man days technical assistance on site assistance within installation & start up
Specifications, Technical Drawings, Operation & Maintenance Manuals
Equipment: $134,000
Estimated Freight: $6,000
Tanks & eauipment by others unless specified
Primary settling @ 17,000 gal capacity
( 1) 6000 gal Flow equalization tank
( 1) Flow divider manhole
( 2) Bioclere mounting pads
Additional Considerations & Review
This proposal represents our best efforts to be as complete and accurate as possible. However, due to assumptions made in the
interest of generating a timely estimate it is provided for budget purposes only and cannot be used to purchase system equipment.
After clarification of all necessary information including final approved plans and permit(s), a firm equipment scope of supply and bid
price will be provided for purchase of equipment. We are available to discuss this budget proposal to collaboratively devise a system
that meets your needs.
This estimate is based on the stated assumptions and design information provided by the addressee. The addressee acknowledges
and affirms that Aquapoint, Inc. assumes no liability with respect to the addressee or any third party for the estimates provided.
Aquapoint, Inc.
IProposal Summary_ Zooland _17000K_Secondary_CORRECTED71- 1610.x15
1212012010

Aqua]P- nt
Performance Rued Wastewater Treaunent Solutions
' Date: 11/11/10
To: John Phillips, P.E. �" A
L—T- 64-
From: Mark Lubbers
Project:Zooland - 17,000 gpd
' Notes & Assumptions:
Design Sheet Date: 11/1110 By: John Phillips, P.E.
O design: 17,000 gpd ADF: Not specified Peaking factor = 2 with flow equalization.
Collection System: Gravity & pump stations
Discharge: Surface Waters
Design Criteria
pH BOD TSS NH, TKN TN Alkalinity DO NTU Fecal
Influent Raw I - 9 500 500 60 Not Not
Effluent 5 NA 1 2 1 NA NA I NA Specified SpeciW
' Recommended Process: Primary settling => Flow equalization = >Aerobic MBBR => Bioclere => tertiary filtration
Minimum equipment requirements: Redundant treatment processes
' ( 1) Flow equalization system (includes dual pumps & slide rail assemblies & controls)
( 1) AquaCell MBBR. Includes: Requires 1 reactor tanks by others. (8'x 8' x 10' SWD (Min.18" freeboard w/ hatch cover)
10 m3 Aquacell media
Schedule 80, coarse bubble aeration grids, full floor
' Media retention screen (SS wedgwire)
Dual Blowers @ 50% capacity each. (2) (72 scfm @ 5.61 psig & 25 °C)
(2) Bioclere Model 30/32 w/ 2300 gal clarifier
(2) 30" granular media filters (PEP SMF2 -30)
' ( 1 ) Neptune MT -30 Alkalinity feed system
(2) Man days technical assistance on site assistance within installation & start up
Specifications, Technical Drawings, Operation & Maintenance Manuals
' Equipment: $176,000
Estimated freight: $8,000
Tanks & equipment by others unless specified
' Primary settling tank capacity of 17,000 gallons
( 1) 6,000 gal Flow equalization tank
( 1) 8 ft square x 10 ft SWD MBBR tanks w/ hatch covers
(2) Bioclere mounting pads
' ( 1) 2000 gal capacity sand fitter feed tank (assumes backwash feed from final dosing tank)
( 1) Control building
Additional Considerations & Review
This proposal represents our best efforts to be as complete and accurate as possible. However, due to assumptions made in the
' interest of generating a timely estimate it is provided for budget purposes only and cannot be used to purchase system equipment.
After clarification of all necessary information including final approved plans and permit(s), a firm equipment scope of supply and bid
price will be provided for purchase of equipment. We are available to discuss this budget proposal to collaboratively devise a system
that meets your needs.
' This estimate is based on the stated assumptions and design information provided by the addressee. The addressee acknowledges
and affinns that Clear Water Caribbean assumes no liability with respect to the addressee or any third party for the estimates provided.
ArJUapant. I-
IProposal Surnmery_ZodarW - 17K - 11 -1510
rf►iralr�r

i
Stay -Right Precast Concrete, Inc.
P.O. BOX 580
2675 US 1 HWY
FRANKLINTON, NC 27525
Telephone: [phone] Fax: [phone]
All Bidders
SALES QUOTE
Sales Quote No. 1000021858 -B
Customer No. ALLBIDDERS
Asheboro Zooland Campground
Asheboro, NC Randolph County
TERMS NET. ALL PAST DUE AMOUNTS ARE SUBJECT TO A 1 1/2 % PER MONTH SERVICE CHARGE
(18% PER ANNUM) PLUS ALL COSTS OF COLLECTION INCLUDING ATTORN'EYS FEES IF INCURRED..
Ship Via
F.O.B.
Terms
Salesperson
OURTRUCK
I ORIGIN
TO BE DE,T RMINED
HOUSEACCOUNT
Order Date Ordered By
Customer Phone #
PO Number
Resale Number
11/29/10
Structure
Order
Quantity
Ta
Item Number
Description
Unit
Price
Extended
Price
1.00
400
10'x20'x 13' 17,000 gal. Septic Tank w/2 R &C
17,400.00
17,400.00
1.00
PT10108
IO'xIO'x8' 6000 Gal. Pump Tank (PT -165) w/2 R &C
6,300.00
6,300.00
1.00
PT51056
5'x 10.5'x6' 2000 Gal. Pump Tank (PT -155) w/2
3,900.00
3,900.00
R &C
1.00
400
8'x8'x10' Tank w /door
6,200.00
6,200.00
1.00
405
5' Dia. x 42" Tall Manhole w /R &C
1,300.00
1,300.00
0.00
SPACE
* * * * * * * * ** Or
0.00
0.00
1.00
400
10'x20'x8' 9000 gal. Septic Tank w/ 2 R &C *See
12,600.00
12,600.00
Note
1.00
PT61265
6'x 12'x6.5'3000 Gal. Pump Tank (PT -156) w/2
4,600.00
4,600.00
R &C
1.00
PT51054
5'x 10.5'x4' 1500 Gal. Pump Tank (PT -179) w/2
3,400.00
3,400.00
R &C
1.00
400
6'x6'x10' Vault w /door
5,000.00
5,000.00
Price includes I
toots, Rings and Covers, Hatches, Sealant and Wrap ar
d Delivery to job
ite on our
Flatbed Trailer
See Note below. Price does not include any coating th
it may be require c,
Risers or Grade
Rings.
Note: Delivery
ill be FOB our Flatbed trailer to Jobsite. Customer is
responsible to unl
ad, set and seal.
Heaviest sectio
i will weigh approx. 55,000 lbs. 2 hours are allowed f
or unloading. Time
beyond 2 hours
will be charge
@ $100.00 per hour, per truck, in one hour increment
Print Date
11/29/10
Print Time
03:38:56 PM
Entered By
SHIRLEY
Page No.
1
Printed By: SHIRLEY MILLER
Approved By:
Continued on Next Page.
❑ Approve All Items & Quantities

11
1
Fl.
r
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1
1
Stay -Right Precast Concrete, Inc.
P.O. BOX 580
2675 US 1 H W Y
FRANKLINTON, NC 27525
Telephone: 919 - 494 -7600 Fax: [phone]
All Bidders
SALES QUOTE
Sales Quote No. 1000021858 -B
Customer No. ALLBIDDERS
I Ship To
Asheboro Zooland Campground
Asheboro, NC Randolph County
TERMS NET. ALL PAST DUE AMOUNTS ARE SUBJECT TO A 1 1/2 % PER MONTH SERVICE CHARGE
n R% PER ANNUM) PLUS ALL COSTS OF COLLECTION INCLUDING ATTORNEYS FEES IF INCURRED..
Ship Via
F.O.B.
Terms
Salesperson
OUR TR CK
ORIGIN
T BE DETERMINED
E A
Order Date Ordered By
Customer Phone #
PO Number
Resale Number
11/29/10
Structure
Order
Quantity
Ta
Item Number
Description
Unit
Price
Extended
Price
Note: We do n
t make an 8,500 gal. Septic Tank therefore we quoted
bur standard 9000
gal. Septic Tank.
Note: Didn't ha
ve any specs to quote by therefore Stay -Right has quot
d our standard to
so price is
subject to Engi
eer's Approval of our tank.
Outlet Tee, Bal
ne Tee and Inlet Tee (if required) are to be supplied an
installed by coni
ractor on jobsite.
Price is Valid
r 30 Days.
Price is subject
to Engineer's Approval.
This offer to s
ply materials is based on Credit Approval.
If Required, 24
Dia. Concrete Grade Rings are as follows;
4" Tall @ $29.
0 each
6" Tall @ $34.
0 each
12" Tall @ $68
00 each
18" Tall @ $80.00
each
24" Tall @ $10100
each
Print Date 11/29/10
Subtotal
60,700.00
Print Time 03:38:56 PM
Entered By SHIRLEY
7.75000 ° / cSales Tax
4,704.25
Page No. 2
RANDOLPH
Printed By: SHIRLEY MILLER
Order Total
65,404.25
IApproved By:
LJ
❑ Approve All Items & Quantities

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n TUTH I LL
Vacuum & Blower Systems
Page: 1 of 4
Date: 12/6/2010
General, Site and Utility Data
GENERAL PROJECT INFORMATION:
Reference /Quote:
Company Name
Contact:
Address1:
Address2:
City, State, ZIP:
Country:
Telephone:
Fax:
E -mail:
Project Name: Zooland Campground
Project Spec Ref:
Engineering Firm:
Quantity Reqd:
Remarks:
SITE AND UTILITY DATA
Indoor, Heated
Unusual Conditions
Electrical classification: NEC -, -, -
AVAILABLE POWER:
Drivers Lube Oil & Auxiliary Heating
Voltage: 0 0 0
Hertz: 0 0 0
Phase: 0 0 0
Ambient Temperature: 0 Fahrenheit Maximum, 0 Fahrenheit Minimum
System Design Pressure: PSIG
0 PSIG
0 PSIG
COOLING WATER
Temperature
Fahrenheit
Inlet: 0
return: 0
Design: 0
Maximum Differential: 0
www. tuthill. com /us /en /about/organization /lob /vacuum /BlowerXpert/index. cfm
Factory Offices
Tuthill Vacuum & Blower Systems
4840 West Kearney Street
P. O. Box 2877
Springfield, Missouri USA 65801 -2877
Tel: [phone] Toll Free: (800) 825 -6937
Fax: [phone]
[e-mail]
Pressure
PSIG
0
0
0
0
Reference /Quote:
Control
0
0
0
BlowerXpert 7 Version 7.5.A.218 (Dec 1 2008)

' n TUTH I LL
Vacuum & Blower Systems
Page: 2 of 4
Date: 12/6/2010
1
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Application Worksheet (Normal Condition)
Factory Offices
Tuthill Vacuum & Blower Systems
4840 West Kearney Street
P. O. Box 2877
Springfield, Missouri USA 65801 -2877
Tel: [phone] Toll Free: (800) 825 -6937
Fax: [phone]
[e-mail]
Reference /Quote:
AMBIENT CONDITIONS:
Atmospheric Pressure: 14.33 PSIA
Elevation: 690 Feet
Ambient Temperature: 70 Fahrenheit
APPLICATION REQUIREMENTS:
Gas:
AIR Gas Properties:
Molecular Weight:
28.966
Cp:
0.241 Duty Cycle: more than 4 hours
K Value (Cp /Cv):
1.398 Desired RPM: 2000 RPM
Inlet Temperature:
70 Fahrenheit
Inlet Volume:
72.15 ICFM
Standard Volume:
72 SCFM
Mass Flow:
324 lbs. /hr
Inlet Pressure:
14.67 PSIA (includes 0.030 PSI filter and /or silencer loss)
Discharge Pressure:
5.637 PSIG (includes 0.037 PSI silencer loss)
MODEL SELECTED FOR THE APPLICATION:
Model Number:
PD Plus (2 -lobe) 3206 -17T2
Materials of Construction
Iron (standard)
Flow Direction
Horizontal Flow
Connection Size
2.5 NPT Inlet 2.5 NPT Discharge
Seal Type:
Lip
Lubrication:
Splash
Rotative Speed:
1998 RPM (49.94 % of Max)
Gear Tip Velocity:
1700 ft/min
Discharge Temperature:
165 Fahrenheit
Discharge Volumetric Flow:
62.51 CFM
Required Input Power:
4.017 BHP
Estimated Blower Noise:
84 dB(A) at 1 meter, open field
Noise Level Based On:
Closed System 'L', and Discharge Silencer
SELECTED BLOWER OPTIONS:
NONE
TESTING
Standard Mechanical Integrity Test
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r TUTH I LL
Vacuum & Blower Systems
Page: 3 of 4
Date: 12/6/2010
Normal Condition Performance Curve for 3206 -17T2
Factory Offices
Tuthill Vacuum & Blower Systems
4840 West Kearney Street
P. O. Box 2877
Springfield, Missouri USA 65801 -2877
Tel: [phone] Toll Free: (800) 825 -6937
Fax: [phone]
[e-mail]
Reference /Quote:
Temperature Rise
Fahrenheit
Volume at Inlet
ICFM
Power Required
BHP
www.tuthill.com /us /en/ about /organization/ lob /vacuum /BlowerXpert/index.cfm BlowerXpert 7 Version 7.5.A.218 (Dec 1 2008)
500
400
300
200
100
0
250
200
150
100
50
0.0
10.0
8.0
6.0
4.0
2.0
- -
0.0
- -
1000
2000 3000 4000
Performance Curve
Based Upon The Conditions Of:
Displacement
0.063 CFR
Atmospheric Pressure:
14.33 PSIA
Elevation:
690 Feet
Gas:
AIR
Inlet Temperature
70 Fahrenheit
Molecular Weight
28.966
K Value
1.398
Inlet Pressure
14.67 PSIA (includes 0.030 PSI filter and /or silencer loss)
Discharge Pressure
5.637 PSIG (includes 0.037 PSI silencer loss)
Reference /Quote:
Temperature Rise
Fahrenheit
Volume at Inlet
ICFM
Power Required
BHP
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TUTH I LL Factory Offices
Vacuum & Blower Systems Tuthill Vacuum r Blower Systems
Y 4840 West Kearney Street
a!
P. O. Box 2877
Page: 4 of 4 Springfield, Missouri USA 65801 -2877
Date: 12/6/2010 Tel: [phone] Toll Free: (800) 825 -6937
Fax: [phone]
Equipment Selection Summary [e-mail]
ITEM DESCRIPTION
BLOWER
PD Plus (2 -lobe) 3206 -17T2
PACKAGING
B3200HV3 Horiz. flow, V -belt drive, motor slide base
Motor: 28865 -5, 5.00 HP, ODP, 184T frame, 230/460 V, 3 ph, 60 Hz, 1740 RPM
FILTER: 30641 -0251, Closed Loop L -Type filter, PaperMax Temp: 200 Fahrenheit
DISCHARGE SILENCER: 27329- 025,ASME No, NoMax Temp: 375 Fahrenheit
VALVES
Pressure Relief: 1351 -3
www. tuthill .com /us /en /about/organization/ lob /vacuum /BlowerXpert/index.cfm BlowerXpert 7 Version 7.5.A.218 (Dec 1 2008)

M = = M = � M ! M = M = = M = M
GENERACC' I auousTRIAL PjkV
Project Summary
Contact Information
Project: Zooland Campground - Alternative No. 6
Contact:
Spec Ref:
Email:
Environment
Ambient Temp: 100 F / 38 C
Elevation: 1000 ft / 305 m
Electrical Configuration
Phase: Three Phase
Frequency (Hz): 60 Hz
Voltage (Nominal): 480
Voltage (Specific): 480 volts
Page 1 of 6
12/06/2010
Prepared By
Name: John Phillips
Company: Diehl & Phillips, P.A.
Phone: [phone]
Email jfphillips @bellsouth.net
Engine
Duty: Standby
Fuel: Diesel
U.S. EPA Required: Yes
Electrical Performance
Max Running Load:
100%
Maximum Allowable
Transients
Voltage Dip:
35.00%
Frequency Dip:
15 hertz
Maximum Allowable
Voltage Distortion ( %THVD)
Continuous:
11%
Momentary:
13%
Page 1 of 6
12/06/2010
Prepared By
Name: John Phillips
Company: Diehl & Phillips, P.A.
Phone: [phone]
Email jfphillips @bellsouth.net
Engine
Duty: Standby
Fuel: Diesel
U.S. EPA Required: Yes
Load Sequence Configuration
Cyclic #1: 75% After Largest
Cyclic #2: 50% After Largest
Generator Configuration
Application:
NEC 702 General
Enclosure Type:
Sound Level 1
Sound (desired):
No Requirement
Fuel Tank:
Sub Base UL 142
Run Time (desired):
24 hr
Load Sequence Configuration
Cyclic #1: 75% After Largest
Cyclic #2: 50% After Largest

GENEAAC. IN13USTRIAL D'E I V
--. � •-
Generator and Load Summary
Selected Generator & Alternator
Product Family Method:
Auto Select
Product Family:
SD Diesel (single)
Module Size:
NA
Sizing Method:
Auto Select
Generator:
25 kW, 2AL Module
Alternator:
25 kW
Load Level
25 kW Diesel Genset -- Site rated 25 kw
2.4 L Engine with Standard (25 kW) Alternator
Transients Harmonics
Running: 72% Fdip (Hz): 4.7 THVD Cont:
Peak: 81% Vdip ( %): 22.3% THVD Peak
............ ...............................
Project Limits
Max Loading: 100%
................ ...............................
Fdip (Hz): 15.0
Vdip ( %): 35.00%
THVD Cont:
THVD Peak:
Page 2 of 6
12/06/2010
0.0%
0.0%
11.0%
13.0%
Load List
Load Summary -- Connected Load of 18 kW
Running
Transients
Harmonics
W
18 kW (Step): 17.7
kVA: 0.0
kVA:
20 kW (Peak): 22.8
THID Cont: 0.0%
PF:
0.89 kVA (Step): 36.2
THID Peak: 0.0%
Load Level
25 kW Diesel Genset -- Site rated 25 kw
2.4 L Engine with Standard (25 kW) Alternator
Transients Harmonics
Running: 72% Fdip (Hz): 4.7 THVD Cont:
Peak: 81% Vdip ( %): 22.3% THVD Peak
............ ...............................
Project Limits
Max Loading: 100%
................ ...............................
Fdip (Hz): 15.0
Vdip ( %): 35.00%
THVD Cont:
THVD Peak:
Page 2 of 6
12/06/2010
0.0%
0.0%
11.0%
13.0%
Load List
Starting
Running
Harmonic Current Distortion
Limits
Sequence Description
kW kVA
kW kVA
Peak Cont. kVA
Vdip Fdip
Group 1
Motor: MBBR Blower
16.4
33.5
5.1
61
0.0%
0.0%
0.0
35.0%
15.0 hertz
1 x 5 HP, Code H (6.7 kVA/Hp)
Across the Line
Rated torque at start running at 100%
Group 1
All loads on (sequence starting)
kW
WA
kW
WA
Peak THID
Cont. THID
Base KVA
Vdip
Fdip
Summary
16.4 kW Sequence Peak
16.4
33.5
5.1
6.1
0.0%
0.0%
0.0
35.0%
25.0%
16.4 kW Application Peak
168.0 volts
15.0 hertz
Group 2
Motor: FE, Bioclere, Filter Motors
17.7
36.2
5.5
6.6
0.0%
0.0%
0.0
35.0%
15.0 hertz
1 x 5.4 HP, Code H (6.7 kVA/Hp)
Across the Line
Rated torque at start running at 100%
Group 2
All loads on (sequence starting)
kW
WA
kW
WA
Peak THID
Cont. THID
Base KVA
Vdip
Fdip
Summary
17.7 kW Sequence Peak
17.7
36.2
5.5
6.6
0.0%
0.0%
0.0
35.0%
25.0%
22.8 kW Application Peak
168.0 volts
15.0 hertz
Group 3
Miscellaneous: Building Heater
7.5
7.5
7.5
7.5
0.0%
0.0%
0.0
35.0%
15.0 hertz
1 x 7.5 kW, @ 1.00 PF
Harmonics: THID = 0.0%
Group 3
All loads on (sequence starting)
kW
WA
kW
WA
Peak THID
Cont. THID
Base KVA
Vdip
Fdip

M M M r M M= M M M M M M M M M M .ter M
'l!] '14,
OENEAAC INDUSTRIAL
Page 3 of 6
12/06/2010
Load List
Starting
Running
Harmonic Current Distortion
Limits
Sequence Description
kW kVA
kW kVA
Peak Cont. kVA
Vdip Fdip
Summary
7.5 kW Sequence Peak
7.5
1
7.5
7.5
7.5
0.0%
0.0%
0.0
35.0%
25.0%
18.0 kW Application Peak
68.0 volts
15.0 hertz

1=1 r M M = IM = = = = M m M = M = = M
1;41714
GENEAAC" INDUSTRIAL FMEkI V
Transient Analysis
Most difficult alternator transient requirements (Vdip)
Sequence:
Group 2
Load:
FE, Bioclere, Filter Motors
Starting kVA
36.2
Vdip Tolerance:
35.0%
Vdip Expected:
22.3%
Alternator Transient Analysis (Vdip)
Sequence
Allowable
Vdip
Expected
Vdip
Sequence
Startina WA
Largest
Transient Load
Group 1
35.0%
20.7%
33.5
MBBR Blower
Group 2
35.0%
22.3%
36.2
FE, Bioclere,
Filter Motors
Group 3
35.0%
1 4.9%
7.5
Building Heater
Page 4 of 6
12/06/2010
Most difficult engine transient requirements (Fdip)
Sequence: Group 2
Load: FE, Bioclere, Filter Motors
Starting kW: 17.7
Fdip Tolerance: 15.0
Fdip Expected: 4.7
Engine Transient Analysis (Fdip)
Sequence
Allowable
Fdlp
Expected
Fdlp
Sequence
Startina kW
Largest
Transient Load
Group 1
15.0
4.2
16.4
MBBR Blower
Group 2
15.0
4.7
17.7
FE, Bioclere,
Filter Motors
Group 3
15.0
2.0
7.5
Building Heater
Note: UPS that revert to battery on system transients do not establish a sequence frequency dip limit though they may impact the sizing. The sizing algorithm verifies the engine can accept the
UPS within its frequency tolerance.

M M i M M M == M M M M M M= r M r M
., 41<<11 4;, Page 5 of 6
GENERAC" INDUSTRIAL DE,�iG,N
- --'gip 12/06/2010
F' kV
Harmonic Analysis
Harmonic Profile: Application Total (running) Sequence: (Total)
WA Nonlinear Load: 0.0 THID: 0.0% THVD: 0.0%
WA Base (all non - linear): 0.0 Selected sequence(s) harmonic alternator loading: 0.0%
Selected Harmonic Current and Voltage Profiles
Proflle
3rd
5th
7th
9th
11th
13th
15th
17th
19th
Current
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
Voltage:
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
A
O
800
700
600
500
400
300
200
100
0
-100
-200
-300
-400
-500
-600
-700
-800
0
90 180 270 360 450 540 630 720

= M = M = M= M M M M M M= M M M = M
GENERA�C" INDUSTRIAL FOa-%
Harmonic Analysis (cont)
Harmonic Profile: Application Total (peak) Sequence: (Total)
WA Nonlinear Load: 0.3 THID: 0.0% THVD: 0.0%
WA Base (all non - linear): 0.0 Selected sequence(s) harmonic alternator loading: 1.2%
Selected Harmonic Current and Voltage Profiles
Page 6 of 6
12/06/2010
Profile
rd
5th
7th
9th
11th
13th
15th
17th
19th
Current
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
Vokage:
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
0.0%
H
r
O
800
700
600
500
400
300
200
100
0
-100
-200
-300
-400
-500
-600
-700
-800
0 90 180 270 360 450 540 630 7:
D

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Randolph County, NC - Printable Parcel Map
Randolph County, NC - Printable Parcel Map
Page 1 of I
The data collection used to
produce this media was last updated on 11/3/2010 @ 8:09:29 AM EST-
including maps, is compiled from recorded deeds, plats, and other public records and data. Users of this data are
Parcel ID Nbr
11/15/2010
7647751280
07 AM EST
10:55: 07
Owner Name
DIVERSIFIED LENDING GROUP INC
Version (December
Owner Address
2008)
Server: 01
4711 VIEWRIDGE AVE STE270
Owner City /St/Zip
SAN DIEGO, CA 92123
Property Description
JR1 114;E
Area Location Ma p—
F-
Map Legend
Municipalities
Shaded
Parcel Coverage(s)
ass Addresses
Parcel Annotation
Lot Dimensions
Lot Numbers
Parcel Numbers
Parcel Lot Lines
Legal Lot Lines
Subdivisions
® (Outlined)
® Tax Parcels
Date/Time Stamp
All information on this media is prepared for the inventory of real property found within Randolph County. All data,
including maps, is compiled from recorded deeds, plats, and other public records and data. Users of this data are
hereby notified that the aforementioned public primary information sources should be consulted for verification of the
11/15/2010
information. All information contained herein was created for the County's internal use. Randolph County, its agents
07 AM EST
10:55: 07
and employees make no warranty as to the correctness or accuracy of the information set forth on this media whether
express or implied, in fact or in law, including without limitation the implied warranties of merchantability and fitness for
Version (December
a particular use. Any resale of this data is strictly prohibited in accordance with North Carolina General Statute 132 -10.
2008)
Server: 01
Grid is based on North Carolina State Plane NAD83.
Close Window
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Randolph County, NC - Parcel Information
Randolph County, NC - Commercial Parcel Information
Page 1 of 5
The data collection used to produce this media was last updated on 11/3/2010 @ 8:09:29 AM EST.
Tax Information
Parcel ID Nbr
7647751280
Tax Billing Code
C
Sales Price
DIVERSIFIED LENDING GROUP
City Dist(s) (%)
N/A
Owner Name
INC
Fire Dist(s) ( %)
ULAH (100 %)
Owner Address
4711 VIEWRIDGE AVE STE270
School Dist(s) ( %)
N/A
Owner
SAN DIEGO, CA 92123
Land Value
$366,960
City /SVZip
Watershed
$283,500
SOUTHMONT (ELEMETARY)
Building Value
SOUTHWEST RANDOLPH (MIDDLE)
Property
Description
R1 114;E
Farm Deferred
$0
Value
Voter
Deed Book /Page
2152/1041
/scripts /esrimap.dll? name = Randolph &Cmd= CreateDataWl... 11/15/2010
Exempt Value
$0'
Plat Book/Page
PB84 PG2
Total Real Value
$650,460`
Revenue Value
700
Tax Bill Information
Click for Taxes
Date Purchased
10/23/09
Tax Parcel Size
32.21 Acres
. All Assessed Values shown (Land, Building, Farm Deferred, and /or Exempt) areas of January 1st
of the CURRENT YEAR.
* Because every TAXPAYER or every PARCEL may not qualify, please be advised:
• The Assessed Value shown does NOT reflect any Farm Deferred Value or Other Exemption
Value and is only a summation of Land and Building Values.
• The Calculated Tax shown is based on the tax rates for Randolph County and any City, Fire,
and/or School Districts shown. Only the Land and Building Values are used for calculating the
Calculated Tax!
Top of Page Close Parcel Information Window
Sales Information
Sale Date
Deed Book
Deed Page
Sales Price
10/23/2009
2152
1041
$700,000
8/17/2007
2038
2491
$700,000
Top of Page Close Parcel Information Window
Location Information
Structure
3671 PISGAH COVERED BRIDGE Census Tract
307.00
Address
RD Zoning Dist(s)
RA (RANDOLPH COUNTY)
City /St/Zip
(Jurisdiction)
ASHEBORO, NC 27205
(Postal Dist)
Growth
Flood Zone
Management
SECONDARY GROWTH AREA
(Map Nbr)
100 YEAR(AE) (3710764600J) Area
Watershed
None School
SOUTHMONT (ELEMETARY)
Attendance
SOUTHWEST RANDOLPH (MIDDLE)
Watershed
None Area
SOUTHWEST RANDOLPH (HIGH)
Type
Voter
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Randolph County, NC - Parcel Information
Page 2 of 5
(Township
120 - UNION
I Precinct
40 - UNION
Subdivision
N/A
Top of Page Close Parcel Information Window
Site /Land Information
Neighborhood
2530
Location
NEIGHBORHOOD OR SPOT
Land Use
Type
309
—
Fronting
RESIDENTIAL STREET
Parking
ADEQUATE
OFF STREET
Property
Class
CI
—
Parking Type
Parking
Proximity
ON SITE
Topography
LEVEL W /STREET
Road Type
PAVED ROAD
Const Type
Utilities
WELL SEPTIC
Segment Type
Segment Size
ACREAGE - (6)COMMERCIAL SITE
10.000 Acre(s)
ACREAGE - (8)AGRICULTURE
22.210 Acre(s)
Top of Page Close Parcel Information Window
Appraisal Building Information (Card
01 of 05)
Building
Name
BANJO CREEK RESORT - BLDG 1 Grade
% Completed
1974 as of 01/01/09
C
100%
Year Built
Nbr of Units
1 Building
Sketch
RETAIL SINGLE OCCUP Building
Photo
01
YES
Structure
Type
YES
Identical Units
Interior /Exterior Data for Section 1 Level 01/01 1
Area
2,280 Sq /Ft
Partitions
NORMAL
Perimeter
212 Ft
Heating
HOT AIR
Use Type
MULTI -USE SALES
A/C
CENTRAL
Wall Height
8 Ft
Plumbing
ADEQUATE
Ext Wall Type
FRAME
WOOD JOIST
Physical
Condition
FAIR
Const Type
Finished
Functional
FAIR
Interior
100%
Utility
Other Buildina Features /Attached Improvements (Card 01 of 05) 1
Description
Measurement(s)
Value 1 Value 2
Identical Units
FIREPLACE 1 OPENING
1
1 1
1
PORCH, OPEN
7
1 11
1
Yard Improvements and /or Secondary Buildings (Card 01 of 05)
11 1 Dimensions
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Randolph County, NC - Parcel Information
Page 3 of 5
Description
(Sq /Ft, Lin /Ft,
or Units)
Identical
Units
Physical
Cond
Functional
Utility
Year Built
°
/o Good
SWIMMING POOL -COMM.
800
1
3
3
1974
N/A
FENCE,CHAIN LINK
2,360
1
3
3
1974
N/A
SWIMMING POOL -COMM.
450
1
3
3
1974
N/A
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Appraisal Building Information (Card
02 of 05)
Building
Name
BLDG 2 - GAME ROOM Grade
% Completed
1974 as of 01/01/09
C
100%
Year Built
Nbr of Units
1 Building
Sketch
RETAIL SINGLE OCCUP Building
Photo
01
YES
Structure
Type
YES
Identical Units
8 Ft
Interior /Exterior Data for Section 1 Level 01/01
Area
1,560 Sq /Ft
Partitions
NORMAL
Perimeter
164 Ft
Heating
HOT AIR
Use Type
MULTI -USE SALES
A/C
CENTRAL
Wall Height
8 Ft
Plumbing
ADEQUATE
Ext Wall Type
FRAME
WOOD JOIST
1 100%
Physical
Condition
Functional
Utility
FAIR
FAIR
Const Type
Finished
Interior
I Yard Imorovements and/or Secondary Buildings (Card U2 of 05) I
Description
Dimensions
(Sq /Ft, Lin /Ft,
or Units)
Identical
Units
Physical
Cond
Functional
Utility
Year Built
% Good
UTILITY BLDG -FRAME
720
1
2
2
1974
N/A
MH PARK IMPS -RV
1
92
3
3
1974
N/A
MH PARK IMPS -RV
1
47
3
3
1974
N/A
SHED, ALUMINUM
25 X 36
1
2
2
1974
N/A
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Appraisal Building Information
(Card
03 of 05)
Building
Name
BLDG 3 - BATH HOUSE
Grade
C
% Completed
as of 01/01/09
100%
Year Built
1974
Nbr of Units
1
Building
Sketch
YES
Structure
Type
WAREHOUSE
Building
Photo
YES
Identical Units
01
Interior /Exterior Data for
Section 1 Level 01/01
Area
1864 Sq /Ft NPartitions
INORMAL
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t
Randolph County, NC - Parcel Information
Page 4 of 5
Perimeter
120 Ft
Heating
HOT AIR
Use Type
SUPPORT AREA
A/C
CENTRAL
Wall Height
8 Ft
Plumbing
GOOD
Ext Wall Type
FRAME
Physical
Condition
FAIR
Const Type
WOOD JOIST
Functional
Utility
FAIR
Finished
Interior
100%
Partitions
NORMAL
nthpr
Ruildina Features /Attached Improvements (Card 03 of 051
Description
Measurement(s)
Value 1 Value 2
Identical Units
PORCH, OPEN
5 24
1
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Appraisal Building Information (Card
04 of 05)
Building
Name
BLDG 4 - LODGE /DINING HALL
Grade
C
% Completed
as of 01/01/09
100%
Year Built
1974
Nbr of Units
1
Building
Sketch
YES
Structure
Type
RETAIL SINGLE OCCUP
Building
Photo
YES
Identical Units 01
Interior /Exterior Data
for Section 1 Level 01101
Area
2,100 Sq /Ft
Partitions
NORMAL
Perimeter
200 Ft
Heating
HEAT PUMP
Use Type
SUPPORT AREA
A/C
CENTRAL
Wall Height
8 Ft
Plumbing
ADEQUATE
Ext Wall Type
FRAME
Physical
Condition
FAIR
Const Type
WOOD JOIST
Functional
Utility
FAIR
Finished
Interior
100%
Other
Building Features /Attached Improvements (Card 04 of 05)
Description
Measurement(s)
Value 1 Value 2
Identical Units
WOOD DECK
40 70
1
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Appraisal Building Information
(Card
05 of 05)
Building
Name
BLDG 5 -BATH HOUSE /LAUNDRY
Grade
C
% Completed
as of 01/01/09
100%
Year Built
1974
Nbr of Units
1
Building
Sketch
NO
Structure
Type
WAREHOUSE
Building
Photo
YES
Identical Units
01
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Randolph County, NC - Parcel Information
Intorinr /FYtPrinr nata fnr RPrtinn 1 Level 01101
Page 5 of 5
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Date/Time Stamp
1,372 Sq /Ft
Partitions
NORMAL
Area
Perimeter
158 Ft
Heating
HEAT PUMP
Use Type
SUPPORT AREA
A/C
CENTRAL
Wall Height
8 Ft
Plumbing
GOOD
Ext Wall Type
C BLOCK
WOOD JOIST
100%
Physical
Condition
Functional
Utility
FAIR
FAIR
Const Type
Finished
Interior
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Date/Time Stamp
All information on this media is prepared for the inventory of real property found within Randolph County. All data,
including maps, is compiled from recorded deeds, plats, and other public records and data. Users of this data are
hereby notified that the aforementioned public primary information sources should be consulted for verification of the
11/15/2010
information. All information contained herein was created for the County's internal use. Randolph County, its agents
10:50:49 AM EST
and employees make no warranty as to the correctness or accuracy of the information set forth on this media whether
express or implied, in fact or in law, including without limitation the implied warranties of merchantability and fitness for a
Version 4.3 (December
particular use. Any resale of this data is strictly prohibited in accordance with North Carolina General Statute 132 -10.
2008)
Server: 01
Grid is based on North Carolina State Plane NAD83.
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