NC0088439_Engineering Alternatives Analysis_20070226

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WASTEWATER TREATMENT
Engineering Alternative Analysis
Project: Cranberry Creek Development
Avery County, NC
Prepared for: Dennis J. Fullenkamp
2911 NE Pine Island Road
Cape Coral, FL 33909
Date: February 26, 2007 (Revised)
Prepared by:
BLUE RIDGE
ENGINEERING PLLC
529 Main Street
North Wilkesboro, NC 28659
[phone]
[phone] fax

EXECUTIVE SUMMARY
• This report covers Blue Ridge Engineering PLLC (BRE)'s evaluation of waste water disposal
alternatives for a proposed residential development project of several hundred acres located
east of NC Hwy 194, south of the Town of Elk Park, in Avery County, NC. The original
report dated October 31, 2006 was submitted for review and the reviewer returned a letter
requesting additional information. This is a revised report intended to answer items listed in
the December 3, 2006 letter from DWQ NPES staff and to meet requirements for an
Engineering Alternative Analysis.
• The total estimated wastewater flow of 72,000 gpd will occur in phases over two to three
years. The waste strength will be that of residential domestic sewage.
• A licensed soil scientist conducted soils investigations to judge the suitability of area soils
for subsurface disposal. The property consists primarily of steep slopes and mountainous
terrain. There are numerous springs, rocky areas, and a significant amount of the area soils
are unsuitable for sewage disposal. Alternatives using ground absorption systems are not
dependable on a long term basis. Both alternatives that rely on soil absorption are only
marginally technologically feasible.
• The Town of Elk Park operates a municipal wastewater treatment plant (WWTP) with
gravity lines extending to within approximately 2,000 feet of the property. The Town's
WWTP does not currently have the capacity to treat the projected sewage flow from the
proposed project. The Town does not have plans or an immediate source of funds available
to expand their plant. This alternative is not viable due to refusal of acceptance by the
Town.
• BRE has determined that construction of a private on -site WWTP is the most feasible
alternative for sewage treatment and disposal for the project.
FM
M 6045 — Cranberry Creek Development Page 1 February 26, 2007

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• This report is an Engineering Alternative Analysis and is not intended to be a design
document. Assumptions have been made based on our best judgment of information
currently available to us. Information contained herein is true, complete, and accurate to the
best of our knowledge and belief. BRE does not guarantee that actual construction costs
will not vary from opinions of probable costs provided herein. This report is provided as a
service subject to our standard contract terms and conditions.
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M, 6045 — Cranberry Creek Development Page 2 February 26, 2007

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11.0 PROJECT DESCRIPTION
The proposed development includes several hundred acres located east of NC Hwy 194,
southeast of the Town of Elk Park, in Avery County, NC. The property borders Blevins
MR
Creek Road to the south. A Concept Plan with vicinity map is attached for reference. It
depicts a proposed development of 300 residential units (see Appendix A). It is anticipated
that the property will be developed in phases, with the first phase of construction planned
for 2007 contingent upon permitting. Based on an orderly progression of construction, the
FM final phase of the project will be completed no sooner than 2009.
The developer predicts that the majority of the residential units will be vacation or secondary
homes. The projected wastewater flow volume is as follows: (300) 2-bedroom residential
units @ 120gpd/bedroom = 72,000 gpd.
The site is located near Blevins Creek, which is designated by NCDENR as a Class "C",
Trout water. The stream index number is 8-22-16-2 dated May15, 1963. For the purpose of
this study, a reference point for the stream was determined to have the following
coordinates: Lat: 3009TV, Long: -81 °57'36", with NC grid coordinates of N=886,900' and
e. E=131126,200.
M
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6045 — Cranberry Creek Development Page 3 February 26, 2007

12.0 ALTERNATIVE #L• INDIVIDUAL SEPTIC SYSTEMS
2.1 DESCRIPTION
One alternative for sewage disposal is to install ground absorption "septic" systems for each
rM building (Flow diagrams for this and all other alternatives considered are in the Appendices).
Andrea Lemon, Licensed Soil Scientist performed preliminary soils investigations for this
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alternative (see Appendix C). BRE's evaluation assumes a long term acceptance rate (LTAR)
of 0.3 gpd/sf of trench bottom per recommendations and conversations with Ms. Lemon. A
building containing four 2-bedroom units having an average daily design flow of 960 gpd
would require 3,200 sq ft of trench bottom, or 1,067 feet of 36 inch wide trench. We
estimate the corresponding average drainfield with repair area for each of these units may
require from 1 to 2 acres depending on the topography and soil conditions. Separate pump
systems will be required to dose each drainfield. The total amount of land required for
31 drainfields and repair areas is seventy five (75) acres, assuming 1 acre per system. This land
would be separate from the house sites.
2.2 PERMITTING
Under this alternative, each four unit system would be individually designed and the system
would be permitted separately by the local health department. The implementation of this
option appears problematic even with a central management organization to make the
contacts and conduct planning.
Also, it is very unlikely that there is enough suitable soil on the property for ease in
implementation of this alternative. The alternative is listed as barely technologically feasible.
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R" 6045 — Cranberry Creek Development Page 4 February 26, 2007

2.3 PRESENT VALUE OF COSTS ANALYSIS
The estimated construction cost for a 960 gpd (8-bedroom) septic tank system is
approximately $24,600. Assuming a modest contingency, the total cost to install 75 septic
pump systems is $2,023,425. This installed cost includes design fees based on 15% are
estimated at approximately $263,925. Approximately 75 acres of land will be required to
accommodate these individual systems. The cost of this land is not included in this estimate.
OIm perating labor and maintenance costs for these systems are estimated to be $400 per
system per year, or $60,000 over a 20-year period. An additional $25,800 per year over the
20-year period is estimated for electrical power and sludge disposal. The recurring total cost
of $55,800 per year is assumed the same for years 1 through 20. The EPA discount rate was
5.125% as of October 1, 2005.
The cost estimate items and present value of costs is calculated as shown below:
FM
Cost Estimate for Subsurface for 75 buildings - 4 units each
Capital
Cost
ITEM
Filter
Septic Tanks (2,000 gal
ea)
Pump tank
Site work
Subsurface Disposal
System
Piping / Mechanical
Contingency (10%)
Design Engineering
Cost of land
SUB -TOTAL
OR
QTY
UNITS
UNIT
LINE COST
COST
75
LS
200
15,000
75
LS
1,700
127,500
75
LS
1,700
127,500
75
Ac
7,500
562,500
75
LS
10,000
750,000
75
LS
3,500
262,500
1
184,500
184,500
1
LS
263,925
263,925
0
LS
50,000
0
$2,023,425
MR 6045 — Cranberry Creek Development Page 5 February 26, 2007

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Mel
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Operating
Cost
Present
Value
ITEM
QTY
UNITS
UNIT
LINE COST
COST
Power
75
LS
44
3,300
Operator Labor
75
LS
200
15,000
Monitoring
0
LS
500
0
Maintenance
75
LS
200
15,000
Sludge Disposal
75
EA
300
22,500
SUB -TOTAL
$559800
Interest rate 5.125%
Operating Costs ($688,080)
Capital Cost $2,023,425
TOTAL $2,711,505
The results of this study indicate that the present value of costs of installing individual septic
systems is $2,711,505. A summary of cost calculations and results for all of the alternatives
is presented in Section 6.
6045 — Cranberry Creek Development Page 6
February 26, 2007

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13.0 ALTERNATIVE #2: COMMUNITY DRIP SYSTEM
1" 3.1 DESCRIPTION
Another alternative for sewage disposal is to install a community ground absorption drip
system (see Appendix D). For our analysis, we have assumed a long term acceptance rate of
0.3 gpd/sf of footprint per recommendations and conversations with Ms. Lemon. A
combined system having an average daily flow of 72,000 gpd would require an estimated
FM
twelve (12) to twenty four (24) acres of drainfields depending on the topography and soil
conditions. A repair area of the same size would also have to be reserved. For the purpose of
this evaluation, we will assume a required area of eighteen acres for a drain field and eighteen
acres for a repair area which will total 36 acres of land. A pump system would be required to
am dose the drainfields which would contain an estimated 150,000 feet of pressure
compensating drip tubing installed in trenches.
3.2 PERMITTING
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A system such as this would fall under jurisdiction of the "On -Site" section of the Division
of Environmental Health of NCDENR. Additional soils investigations are necessary to
determine the location(s) of suitable soil on the property and final design details for this
alternative. This alternative has the same drawbacks as Alternative 1.
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3.3 PRESENT VALUE OF COSTS ANALYSIS
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BRE contacted Mr. Bryan Allen, PE with American Manufacturing Company, Inc. who
provided an estimate of $170,000 to $185,000 for the system components (see Appendix D).
We estimate other miscellaneous items to include grading and preparation will cost an
an
fm 6045 — Cranberry Creek Development Page 7 February 26, 2007

additional $100,000. Installation labor will be on the order of $100,000. Therefore, we
estimate the construction cost for a system such as this to be on the order of $385,000.
Design fees for the drip system are estimated at $57,750 or 15%. An internal gravity
collection system would also be required to collect the sewage and transport it to the
treatment location. The estimated construction cost of an internal collection system is
$500,000. This assumes 10,000 LF of 8" PVC sewer line and manholes at $50.00 per foot.
A pump station and freight and taxes are estimated to add an additional $45,000. Design
fees for the internal collection system are estimated at $81,750 or 15%. Assuming the
system will require 36 acres of land at an estimated value of $15,000 per acre, the
corresponding land value is $540,000. Thus the total present year cost (including land,
"w construction, and design) is estimated to be $1,770,450.
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Operating and maintenance costs for this system are estimated to be $36,000 per year. This
recurring cost estimate is assumed to be the same in years 1 through 20. The EPA discount
rate was 5.125% as of October 1, 2005. The present value of costs is calculated as shown
below:
Cost Estimate for Community Drip System
Capital
�+ Cost
ITEM
QTY
UNITS
UNIT
LINE COST
COST
Gravity Collection
1000
LS
50
500,000
0
Installation
1
LS
100,000
100,000
Package Treatment
1
LS
185,000
185,000
System
Site work
1
LS
100,000
100,000
Irrigation System
0
LS
19,000
0
Pump Station
1
LS
30,000
30,000
Piping / Mechanical
0
LS
15,000
0
Electric / Instrumentation
0
LS
18,000
0
Clean-up / Closeout
0
LS
4,000
0
6045 — Cranberry Creek Development
Page 8
February 26, 2007

Operating
Cost
Present
Value
Bonds, Insurance &
Permits
Freight & Taxes
Design Engineering
Purchase Land
SUB -TOTAL
Contingency (10%)
Adjust subtotal
ITEM
Power
Maintenance
Operating Labor
Monitoring
SUB -TOTAL
Interest rate
Operating cost
Capital Cost
0 LS 11,000 0
1 LS 15,000 15,000
1 LS 139,500 139,500
36 Acre 15,000 540,000
1,609,500
10.0 160,950
0%
$197709450
QTY
UNITS
UNIT
LINE COST
COST
1
LS
6,000
6,000
1
LS
6,000
6,000
1
LS
18,000
18,000
1
LS
6,000
6,000
$36,000
5.125%
$443,922
$1,770,450
TOTAL $ 29214,372
The results are a predicted present value cost of $2,214,372 for Alternate 2. This alternate
has a substantially lower cost than Alternate 1.
6045 — Cranberry Creek Development Page 9 February 26, 2007

14.0 ALTERNATIVE #3: CONNECTION TO MUNICIPAL SYSTEM
4.1 DESCRIPTION
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The third alternative for sewage disposal is to transfer all sewage from the site to the nearest
`I"a existing municipal system operated by the Town of Elk Park. BRE contacted Mr. Otis Ward,
Town Utility Director, as well as Mr. Marcus Barksdale with McGill Associates concerning
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the Town's wastewater system. According to NCDENR Permit #NC0079561 which expires
September 30, 2007, the current capacity of the Town's wastewater treatment facility
(WWTP) is 100,000 gpd (see Appendix E) and the receiving stream is Little Elk Creek, a
Class "C" stream that drains to the Elk River. We understand that the average daily flow at
the WWTF is approximately 50,OOOgpd to 60,OOOgpd. Given this information, the Town
could only accept sewage flow from Phase 1 of this project without expanding the WWTF.
A wastewater flow acceptance letter was requested from the Town in May of this year (see
Appendix G). To date, the Town has not agreed to accept any flow from this project.
Connection to the Town's system would require extension of approximately 2,000 feet of
sewer main. The proposed line would be an extension to the existing line which ends at the
intersection of US Hwy 19 and NC Hwy 194. The extension would parallel NC Hwy 194
and cross Blevins Creek to serve the project.
4.2 PERMITTING
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A sewer main extension project such as this would fall under jurisdiction of the Division of
Water Quality of NCDENR and would likely be eligible for "Fast Track" permitting.
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�, 6045 — Cranberry Creek Development Page 10 February 26, 2007

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4.3 MUNICIPAL WWTF UPGRADES REQUIRED
We assume the Town will upgrade their WWTF sometime in the future. It is our
understanding that it is currently not financially feasible for the Town to upgrade their
The Town's WWTP is currently permitted for 100,000 gpd. The Town has
previously discussed a "tap fee" of approximately $100,000 in order to generate revenue
needed for future WWTF upgrades and we assume due to the size of the proposed
development that the town may request additional funds therefore we have used a "fee" of
$200, 000. We estimate the cost to upgrade the WWTF capacity to 200,OOOgpd to be on the
order of $600,000. Of more importance is the time required to obtain permits and expand
the existing plant. Actual design and construction could take twelve to eighteen months
after the financial planning is completed.
sm 4.4 PRESENT VALUE OF COSTS ANALYSIS
M The cost to extend the Town of Elk Park sewer main approximately 2,000 feet to the site
Im would be on the order of $120,000. This assumes 21000 LF of 3" PVC sewer line and lift
station at $50.00 per foot, in addition to boring costs of approximately $20,000. A new
municipal lift station would also be required at an estimated cost of approximately $75,000.
Design fees for the sewer main extension and lift station are estimated at $29,250 or 15%.
An internal gravity collection system would also be required to collect the sewage and
transport it to the lift station. The estimated construction cost of an internal collection
MR system is $500,000. This assumes 10,000 LF of 8" PVC sewer line and manholes at $50.00
per foot. Design fees for the internal collection system are estimated at $75,000 or 15%.
F-r Thus the total present year cost (including construction, and design) is estimated to be
rw $970,750. BRE calculated the cost of operation and maintenance for this alternative at
FM 6045 — Cranberry Creek Development Page 11 February 26, 2007

$29,000. The EPA discount rate was 5.125% as of October 1, 2005. The present value of
costs is calculated as shown below:
Cost Estimate for Connection to Publicly Owned Sanitary
Sewer
Capital Cost
ITEM
QTY
UNITS
UNIT
LINE COST
COST
Gravity Collection
10,00
LS
50
500,000.00
0
3" Force Main Installed
2,000
FT
15
30,000
Road Crossings
2
EA
6,000
12,000
Stream Crossings (one)
300
FT
150
45,000
Piping & Mechanical
1
LS
8,000
8,000
Pump Station
1
LS
75,000
75,000
Sub -Total
670,000
Connection Fees
1
LS
200,000
200,000
Design Engineering
1
LS
83,750
83,750
Contingency (10%)
1
17,000
17,000
Sub -Total
970,750
Operating
Cost
Present
Value
ITEM
Power
Maintenance
Sewer Fees
Sub -Total
Interest rate
Present value of 20 years of
operating cost
Capital Cost
QTY UNITS UNIT LINE COST
COST
1 LS 18,000 18,000
1 LS 5,000 5,000
1 UNIT 6000.00 6,000
29,000
TOTAL
5.125%
($357,604)
$970,750
$1,328,354
Therefore, for the purpose of this study, the present value of costs of extending "city sewer"
and installing a lift station is estimated at $1,328,354.
6045 — Cranberry Creek Development Page 12 February 26, 2007

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15.0 ALTERNATIVE #4: PRIVATE WWTF WITH STREAM DISCHARGE
5.1 DESCRIPTION
Another alternative for sewage disposal is to treat the wastewater on -site and discharge the
treated effluent to Blevins Creek. This alternative would require the construction of a private
wastewater treatment plant on -site. BRE obtained budget estimates from several companies
that provide package treatment plants.
5.2 PERMITTING
The permit application review for a WWTP project is under jurisdiction of the NPDES Unit
of the Division of Water Quality of NCDENR. NCDENR requires an engineering analysis
of alternative for direct discharge to surface water. The evaluation must demonstrate that
direct discharge is the most environmentally sound alternative selected from all reasonable
FM cost-effective options. BRE contacted Mr. Sergei Chernikov, NCDENR DWQ
Environmental Engineer II, concerning this project and its close proximity to the Town of
VIR Elk Park. Mr. Chernikov indicated that he was not aware of any planned expansion to the
Town's WWTF and that NCDENR's decision concerning permitting of another point
source discharge would be based on the corresponding engineering analysis and stream
MIM° modeling for the site. This engineering analysis will also be reviewed by Ms. Starr Silvis at the
Asheville District office of NCDENR. A "Local Government Review Form" is also required
to be submitted with an application for a new WWTF discharge (see Appendix G). A
wastewater flow acceptance letter was requested from the Town in May 2006. A
"Preliminary" copy of this report was provided to the Town on October 10, 2006. To date,
FM
M 6045 — Cranberry Creek Development Page 13 February 26, 2007

the Town has not agreed to accept any flow from this project. A written response to the
request is attached. (See Appendix G)
5.3 RECEIVING STREAM CHARACTERISTICS
The proposed WWTF discharge point is on Blevins Creek. This stream has a Class "C"
NCDENR Water Quality Classification. This classification denotes freshwaters protected for
secondary recreation, fishing, wildlife, fish and aquatic life propagation and survival,
agriculture, and other uses. All waters of the state must meet this minimum designation and
there are no restrictions on watershed development or types of discharges. This stream also
has a supplemental "Trout" classification which is intended to protect freshwaters for
natural trout propagation and survival of stocked trout. This designation affects wastewater
quality but not the type of discharges and there are no watershed development restrictions
except stream buffer zone requirements of NC Division of Land Resources. DWQ's
classification is not the same as the NC Wildlife Resources Commission's "Designated Public
Mountain Trout Waters" classification. The stream index number is 8-22-16-2 dated OMay 15,
1963. For the purpose of this study, a reference point for discharge to the stream near the
intersection of NC Hwy 194 and Blevins Creek Road was determined to have the following
coordinates: Lat=36°09'04", Long=-81°57'36", with NC grid coordinates of N=886,900'
and E=1,126,200'. This point is labeled as "Proposed Sewer Cutfall #1" on the Concept
Plan (see Appendix A). An existing right-of-way exists at or near this location (see Appendix
1-1). Blevins Creek drains northwest to Cranberry Creek which drains north to the Elk River.
Reference data indicates there are currently no NPDES permitted discharges in the
Cranberry Creek basin and only four permitted discharges to the Elk River basin. These
discharges with corresponding permitted limits are: Sugar Mountain with 500,000 gpd; The
6045 — Cranberry Creek Development Page 14
February 26, 2007

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Town of Banner Elk with 600,000 gpd; Elk River Utilities, Inc. with 80,000 gpd; and the
Town of Elk Park with 100,000 gpd (see Appendix H).
An important characteristic of the receiving stream is the "7Q10" flow of the stream. This
flow represents the annual minimum 7-day consecutive low -flow, which on average will be
exceeded in 9 out of 10 years. We contacted Mr. Curtis Weaver, PE with the U.S. Geological
Survey who indicated a 7Q10 low -flow yield in the range of 0.25cfsm to 0.30cfsm for the
subject drainage area. The drainage area for Blevins Creek at the preliminary proposed
discharge point was determined to be approximately 3.486 sq. miles (see Appendix H). This
yields a •7Q10 low -flow estimate of 0.87cfs to 1.05cfs for the receiving stream. The
predicted flow should not subject the discharge to NCDENR zero flow restrictions.
5.4 PRESENT VALUE OF COSTS ANALYSIS
We contacted Mr. Andrew Hemdon with Pete Duty & Associates, Inc. who obtained a
revised cost estimated of $344,500 for an 80,000 gpd package plant system manufactured by
Pro -Water Systems, Inc. (see Appendix F). We estimate additional costs of $172,250 for
installation that are not included in the vendor estimate. An internal gravity collection
system similar to that described in Alternate 3 would be required to collect the sewage and
convey it to the treatment facility. The estimated construction cost of an internal collection
system is $500,000. This assumes 10,000 LF of 8" PVC sewer line and manholes at $50.00
per foot. Design fees for the wastewater plant and the internal collection system are
estimated at $167,764 or 15%. Thus the total capital cost (including land, construction, and
design) is estimated to be $1,286,189. BRE's estimate of the annual recurring cost for an
M 6045 — Cranberry Creek Development Page 15 February 26, 2007

802000 gpd package plant is $57,700. The EPA discount rate was 5.125% as of October 1,
'° 2005. The present value of costs is calculated as shown below:
Cost Estimate for Package Treatment System and Discharge Point on Blevins Creek
Capital
Cost
ITEM QTY
UNIT
UNIT
LINE
S
COST
COST
Cost of package plant 1
LS
344,500
344,500
8" Sewer Piping Installed 10,000
LF
50
500,000
Installation of WWTP & Building
172,250
172,250
R-O-W Acquisition 0
LS
0
0
Road Crossings 0
LS
6,000
0
Contingency (10%)
101,675
Design Engineering 1
LS
167,764
167,764
SUB -TOTAL
1,286,189
Operating Cost
ITEM QTY
UNIT
UNIT
LINE
S
COST
COST
Power 1
yr
25,000
25,000
Operator Labor 1
yr
18,000
18,000
Monitoring 1
yr
7,500
7,500
Maintenance 1
yr
6,000
6,000
Sludge Disposal 6
yr
200
1,200
Chlorine 0
yr
1,000
0
SUB -TOTAL
57,700
Present Value
Interest rate
5.125%
Present value of 20 years of operating cost
($711,509)
Capital Cost
$1,286,189
TOTAL
$1,997,698
MR
Therefore, for the purpose of this study, the present
value of costs of installing
a private
wastewater treatment facility is estimated to be $1,997,698.
6045 — Cranberry Creek Development Page 16
February 26, 2007

6.0 CONCLUSIONS
6.1 PRESENT VALUE OF COSTS SUMMARY TABLE
The following chart provides the costs estimate for the different alternatives.
COST I OPERATING COST I WORTH
Alt #1 -Subsurface
$2,023,425
$55,800
$2,711,505
Alt #2 - Community Drip system
$1,770,450
$36,000
$2,214,372
Alt #3 - Connect to Munci al sewer
$970,750
$29,000
$1,328,354
Alt #4 - Direct discharge to Surface Water
$1,286,189
$57,700
$1,997.698
$3,000,000
$2,500,000
$2,000,000
$1,500,000
$1,000,000
$500,000
$0
Alt #1 - Subsurface Alt #2 - Community Alt #3 - Connect to Alt #4 - Direct
Drip system Muncipal sewer discharge to
Surface Water
6045 — Cranberry Creek Development Page 17
February 26, 2007

om
6.2 RECOMMENDATIONS
Alternative #1- Individual Septic Systems: Due to the amount of land area required, the
apparent lack of suitable soils, and high costs, Alternative #1 is not the best selection for the
entire project. Also, the option would require a substantial amount of deforestation that
INA
would be detrimental to the project. However, this option may be used to serve isolated
units. It is recommended for consideration only on a case by case basis.
Alternative #2 - Community Drip System: Due to the amount of land area required, the
apparent lack of suitable soils, and substantial costs, Alternative #2 is not a feasible option.
Similar to Alternative #1, this option would require a substantial amount of deforestation
which would be detrimental to the project. In addition, the operation of a system of this size
and configuration would be problematic.
Alternative #3 - Connection to Municipal System: The Town is unable to accept and
treat the proposed quantity of sewage to be generated by this project due to limited plant
capacity in the near future. The Town has also made it evident that no funds are available to
fund or partially fund an upgrade to their existing WWTF. Therefore, Alternative #3 is
technically possible but infeasible.
FM
Alternative #4 - Private WWTF with Stream Discharge: This alternative is the most
fem feasible alternative for sewage treatment and disposal for this particular project.
1W
6045 — Cranberry Creek Development Page 18 February 26, 2007

6.3 CLOSING
Based on the results of this engineering evaluation, we recommend the construction of a
new private wastewater treatment facility, with discharge to surface waters, for sewage
treatment and disposal for this project.
<" (lr'
M. Devin Staley, EI
Staff Professional
W. Ronald Haynes, PE
Senior Environmental Engineer
v
C. Neil Shepherd,'
Principal
This Engineering Alternatives Analysis report and is not intended to be a design document
Assumptions have been made based on our best judgment of information currently available
.� to us. Information contained herein is true, complete, and accurate to the best of our
knowledge and belief. We do not guarantee that actual construction costs will not vary from
opinions of probable costs provided herein. This report is provided as a service subject to
our standard contract terms and conditions.
M
M 6045 — Cranberry Creek Development Page 19 February 26, 2007

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Avery Co.
FEE
Parcels
Tax Parcel No.: 182800864606
Brief Description: CRANBERRY CREEK
ADDRESS: CRANBERRY CREEK
Owner:
DJF, LLC-1/2 INTEREST &
B & J NC, LLC-1/2 INTEREST
2911 NE PINE ISLAND RD
FORT MYERS FL 33909-0000
Deed Book: 406 Pg: 2363
Deed Date: 09/19/2006
Deeded Size: 160.00 Acres
Bldg Value: $0
Other Bldg Val: $2,800
Land Value: $345,600
3ti l � Y s
Beech Mountain
Banner Elk
DISCLAIMER: The information contained on this page is NOT to be construed or used as a "legal
description". Map information is believed to be accurate but accuracy is not guaranteed.
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CRANBERRY CREEK DEVELOPMENT
Drainfield 3200 sq ft
Total Land required 1-2 acres
Four Units
-------------------------
2 bedrooms each typical
960 gpd total ;
Manifold
Septic Tank '
2000 gal I '
I---------------------------------------
0.3 gpd/sq ft
Q
I � �
I � �
I i i
I ' '
L----------------------------------� , ,
Pump Tank
2000 gal
Project total 300 units
SCHEMATIC FOR INDIVIDUAL
SEPTIC SYSTEMS
Repair Area
Additional 1-2 acres
ALTERNATE 1 '

Well
Diagram of a septic system.
lion

pm
om
Mat)
Denrlis j 1111encamF
N.F—_. Finc Islanj K04711CA
Cape Coral, f -=l 15
_ Sj� I ii
Ke : the wcSfi tract of Cranbcri-Lj C t-CC L' `5LIi?JIVIS1011, �Ieviris Cree! KoaJ, Ave, el
Col inttj N.C.
owl
illl�ncatliF
1 c:.01i1plcLecl :.a Freliminar.9 soil cvcillija on AFr'il Z 9. -00-� can the above reFerenceJ
i
Cyr-O#Jc:r-ttj. The evalilation waas conclrlctecl Fcr North C ,irolirla Administ'raf:ivc Cc le
I
I ��'� i �`+. • i 9.4 e:�-. I �?�I ' . �('oi rr rroposeci use f or tke Fr opc:rf L) at 1-his i:ime is multi-
,
lamilL� housirl4; consti-Llcte.ci ,as cltistei-S of- 'Ito .5 cir.tFl�:x units. � hc. nrlml c:r of i.lnits
Pei* Ld. cli istcrs will Ike dct:ermine.cl k.j fihc: lal-1(45' c.::3Facltl.I fc,r
WZACr SLIFFItt wells, 6r.Fi:ic_ anef l.1Llilcdings. ConSe_Icncca land Liar
i
Fl.ini 111"la i;, 9c�c7c-1 stcw:ar-�shiF; Can creme a siisLainaklc. hM IXIC-c"A con m nit,) o.
.�
rinturc antii human.
ToFograFhtj over fihc, west tract is a sloFirlg; ric.. hummii_, and the side-.: Slues. -j he
Lt�►Fc`r sltie�sl��Fe:s .ai'e niostlt} sntcUU€ h, ttneitil3i it1�, cane slrhtltl to sUntr:whaf stc.cF. l hc'-
1-mAcllc sideslopes rar'c mostiq sniooth, mIclul.atin`;, and vel-tj stc t.F. ,`jFl-tn�,s .incf sprinv
l:,ranchcs appear more on thr. s� ii A I-acin�g cculcavr. SiricsloFe. The lower' sic�zslc�FCS
on thc' sotjtl-t sicle. are irre�trlcal-. cxtr-c�mc�l j rc)A: ), an(A 'w�atcrij% ~{-hc: t1t?:-th sicsc� c�# the
Stumntit: cxte.ncls only to the n►iciclle sicIesl0Fe.. Most of, f:hc: lower- sviltl-i is
�+
tinsuiLakIc for—antj sC U.' systcni except tertian Fr-e:treatr erd. i he rll ddIc: anJ tippet
SICIV-SIOPCs have tlioctlt3 st.titnklc sail. lout the soil ::irc:a:� arc. c-iiSc-ctctJ l.,q 1'111mer0Lls
logging roads. This I-eiati.lrc will nece-Qsitate the LISe Of 'subficicis' in the scFtic sysf:cm
c-i` Sign. The' sail tJpc and Je.pth can ac comntct�-latc: ncart-Fr-ef r-cai:nte't1t: i`LIFe' stjst:Lms.
H0wc:vc'.1', non -pretreatment sL16tc--ms ma} j limit thc: volume Of wastewatc.r that; can l.,e
sail-tr-eat:e c] and clisposed; thcrcktj l;mitina thcl. numlzc-r OF clwc111114 tlnits kc:.10w Will
T-hc -;amc soil areas will acc ommocl atc� yc:ccai�c;�ari} Fre-
F F
,,�
tr-eatmerit t:t}Fe SLjstellis. which would callow fora higherCie 116itL) of c?wellirz� units.

r
4
The next tas6 l'c�r clevc-loping a land use Plan For this west tract ar-e :
l . a completc: hc,)undarrj sr.rrvey mar-l`ing t:hc. proper-ttj lines at approximatel.9
1OV intervals
L. a Preliminary and alternate r-oacl Plan
3. a Preliminary and alternate br,ilding Plan
With this done, an intensive soil ar•id on i 00' intervals can lae delineate Potential
nitrification Fields, and lie extrapolated to wastewater volume capacity. If the arc -.a cal-
nitrificatican l•iew is ac eclrrate fortke proposed wastewater Flow, then seconJari� pre-
treatment will not he ncAcx.ssary. -The septic sr,)stem can lie. Jesi4ncJ as one 1 ar- e-
volumes ystem to scm?c all of the Jt.rplex clusters. �t can h� dF:sijned as several
intermediate systems each setmi-la 017e chaster. It can 6e clesiorned as nianrj smaller
systems each serving one duplex. Or, it c.an 6e designed as anej combination of the
abo'Ve.
�oratr~act me it you have. any clr,estion �-�bc.�ut the evaluation or this rcPor-t. M, )home
��l-l-iC: is 3 3 i�-o.5 7-,4 67, and mo%ile is 3 3 6-6 j 7--05 6 ? .. I will be ol- and assistanC,e that
Oar, during Maur rtc'xt phase ol" pl�annina thG wc'3t tract. C jntil yc_)t., are rc:acirj for me to
cc�ntinur. the soil ` r•id; my work will cor-rtinue with preliminary soil evaluations on the cast
tracts of C rankcrry C reek ,5u6division.
�rordially,
atadrea Lemcarl
e-, SOIL S'
Keaistcrrd 5anitarian
�
'EA L�
Licensed joil ``)c.ientist
I
Ora
'109•
°�`�oR C;

-Pm, I-Ite .1940 £o;t ��locr;�oia
• Lnruiccn pas. Depth '
Other Pmfite t'7CEO,S
/slop` s (in.)
.i94i
!a -2)
Sail
:thoU
1 `
T exturc rtructum
47
�f+a�313) !
Canciffallm m2
L.IJJt}t
color-
t.l
Color
h- n[ u I AL i t, , �r-;-t'.r+t'r\
,. t�� ��
-=942 We ness Conditis
;ij �.,t •'" �' + rt C c,'1 ,.,� L
n1 rr t��l
! '•
.Ia:3 �ai1 Depts7J
`' ?� '� 1'i - �i `j `
-
_Ia56 & rotite
_19--4 .restrictive
$ t ;�r�t •#'r ,ten
s
1
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�;
•� t `
194:? Profile Ciao.
.
1
(
Profile LIAR r, -
Irnt
j 21 �i
.19-12 Wetness Condition
1 S nn YG c
!
,'r•,7_ j o;l �c' {
^, .i4_3 soli Depth/
.I956 Szprolfte
��
�
.1944 Restrctive Horizon•
+ •
• r tr 1
f
1947. Profile Class.
Profile LIAR
-1942 Wetnew C'ond'il ion_
•�•
!
E3eplh/ -
„�
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r
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.X9�6 Sa rolilc i' .' •r
``\.� �9 f_ " • /t
_1944 RYsicictive Horizon ~.
,r''@�'
i'•((. ,- _
;
1947. Pratile Class.
E
Profile LTAR
VilAtncjS Condition
1 ✓ .- r' �' ` .. _ -
.3"R5fr Saprolile
;� .•. . -. i
•1944 ii�trict:� a Horizon ._
1 ;:• _
T`
_j ,. 1 - _ _
1947. Poifle Class.
P:olile LTAR u �f
.1942 Wehaeess Condition , '
t J r
'
_I943 Soil Depth/
-1956 Sapralite
I
Lt r
j j
.1944 Restrictive Horizon •
•1
\
194Z Prorle Gass.
I Profile i,TA_R
,.
Y I �`
j 1 •, 4 . ,
_2942 Wetness Condition
f
�-
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r -�
:-r943sou Depth/
1956Sapmfite
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a
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••' - t',tr -^
% - l'
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/ f i
e�
i �' -'" a _
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191_7. Profile Class.
prof -Ile Ir AI
1942 Wetness Condition117
-.;= ,
• -/i�r;; / ��
.1943 Soil Depth/
= i
�� _ l : ,•: _.!
_1956 Sa roue
1
Restrictive MorizoneT
1947. Profile Class.
,r
Profile LIAR _ _

Profile .1940
Y3ori7.on
Sort Morpi oloW
Other Proftie F-actors
•
L-nnd-%cp
pm
.1941
/Siom %
(in)li,
fa3(2)
(a)M
SoiI Soil Motile
S)
Texturt
Structure Consctce M2hiX Color
Color
i
t iv
.1942 Wetness Condition 7 i�
�.
/l
.1943 Soil Depth/
Saprolite
`1
_.1956
19" Restrictive HoriMn
J
1947. Profile Class.
rot'
Profile LTAR
c
.1942 Wetness Condltion ✓�<
sq
4
r
5 r r J
_
�'� ��
.1943 Soil Depth/
.1956 Saprolite
Y
v �•
o-
.1944 Restrictive Horizon
v
7 J
01
+
1947. Profile Class.
L
Profile LTAR C r
.I942 Wetness Condition
77-
,� d
3
.I9435oii Depth/
.1956 Saprolite
-19" Re:strk' ve Horizon
r C
1947. Profile Class.
L
I
c
L;
Profile LTAR
-
=4
.1942 Wb&tess Condition
_
- 2!� ' l c „�. „-,
,,, . �,
l D�
.1943 Soil Dentn/ - ,
.1956 Sapralite
o
-
I lvyp, 714
.1944 Restrictive Horizon
mg (V18
1947. Profile Class.
Profile LTAR 0
-.
.1942 Wetness Conditior,
�•.
Q
^� .
} y, ' j
L i
.1943 Soil Depth/
.1936 Saprolite
.1944 Restrictive Horizon
�j
a�
2
'r i
1947. Profile Class.
K
Q c'rw� n cr t Y+;� •�'
c^ c
t+ . < Sc,-„�
w�-,.,T � 01. ►�.
t
Prorle LTAR
_
-LID 5 G`
1G 12 r
.1943 wetness Conditiont v
-1•.
'1 Lqd 1r-
.�,
`' (D% "-
.1943 Soil Depth/
.1956 Saprolite
j
.1944 lest -fictive Homan
�
yt1�,
1947. Profile Class. -?
I
Profile LTAR
j
.1942 Wetness Condition L ,
A 1 2-
j
J
.1943 Soil Depth/ �• -
�-,
_1956 5a rolite
a�
Restrictive F3orizon
e
F1947.
Profile Class- P 1
le (' v
Profile LTAR Y
?
t

Tmf ile .1940
Morizon
Lznd.-,cp pus- Depti,
Soit Mom I%Zlas:
Other Profile Factor,;
/slope %
.19411
T
(s)(2) f 3)
SOB
I
I
soil Mottle
cxturc
Sktruc rc cbmrk4mr Matrix
Color
Color
4 r
;7
1942 Wetness Condition
j
1943 Soil DepfiT/
.1956 Saprolite
1�1"7
0
_19A.44 R Horizon
Hori7o
.1
>
F
194 7. Prorile Class.
tj
Pro file LTAR
0,
1942 Wetness CondiLlon
:'
y-;'• .r--r-
� � ,
1943 So ff Depth..
— Saprolite -,- .
�
;
t 15`� ��
.F9�6
IU.
.1944 Restrictive Horizon
1947. Profile %Class.
Profile L TAR
-7 942 Werness Condition
w:j
.04-3 50ii Depth
.1956 Saorolile
1944 Restrictive Horizon
V
<
1947. Profile Class.
pro file LTAR
j
1942 Wetness Condltlga
-1943 Soil Depth/
.1956 Saprolile
1944 Reistrictive Horizon
-A
1947. Frofirle Class.
Profile LTAR
IJ
9 2 Wetness Condition
7 4C
7
1943 Soil Depth/
.2956 Saprolit-
.19-14 Restrictive Horizon
1947. Profile Class.
Profile LTAR
j
1942 Wetness C6ndwon.,,
rill
C
ic,
c% Ll
1943 coil Depth/
Caprolite
.1956-
_X.
.1944 Restrictive Horizon
19�117. Profile Cass.
Fraffle L:1 AIR '7,
>�%1943
.1942 Wetness Condition
Soil 0 epthl
�g,
.!956 5aprolj--
.1944 "or,
Restrictive OMO")-
_Z:
3
'or,
1447.-Frofile Class. ";7
Uri
1 R
Profile LXA
0.

f
•
Other Profile factors
�+
•
!'rctfile
.1940
Horizon
9v.1
l.tv1 photosf
1941
I
t •,�ccp pcx.
/slope %
Depth
(in.)
(a)t1)
(a)(2)
Siructvre
(e)(3i
CcnsiSlrnte
Soil Hattie
Color
7W�rix
Texture
"
l� `fir 31%L -
.1942 Wsmess Condition>5?
�_
.r. m
'� J 1"
_
1943 Soil Depth/ 7 7
f
t� c•! P
y b
.195b Sa route
.1944 Restrictive Horizon
l
_ j
se- !
n� /,i - S
�'i15T,
/
1947. Profile Class.
�j • �'
t,U j
Me
0�
`n
%uS.'� �'
CO ra+•
! I�
profile LTAR 1 r
Q
�%
'r0
1 C.,
2 Wetness Condition
s
�`�
�J l
.194
-
t
' f.-• : r. u
,v� �
.t943 Soil Depth/} � -
j
< < t
t`•
S !
_
"!
.1956 Saprolite '
.1944 Restrictive Noriaon
s C
ry. r!1•i S
�+{�; 1
r
1947: Profile Class-
-profile LTAR
0 =
71942 Wetness Condition
•
^
.1943 SoilDepth/
.1944 Restrictive Horizanr;
47. Profile Class.
i`
Profile
010
� � �
�
.1-942 Wttr►ess C�Ition r.
.1943 Soil DepthY %
Si " S i� 4 ; n�•
r
ids
/
W
.1956 Saprolite
.1944 Restrictive Horizon ,
n
I
1947. Profile Class• P
�'
!!
Profile LTAR
.1992 Wetness Condition
.1943 Soil Depth
.1956 Sa rolite
WIN
.1944 Restrictive Horizon
1947. Profile Class.
Profile LTAR
_
.1942 Wetness Condition
.1943 Soil Depth/
asp
.1956 Saprolite
,194-41 Restrictive Horizon
1947. Profile Ciass-
profile LTAR
.1942 Wetness Condition
SOiI peptfi/
osi
.1943
1 Sa route
.19
•1924 Restrictive Horizon
1947. Profile Class•
profile LTAR
M9
I

am
am
F.Y.I....
Sewage flow rates system design standards & sizing
PER NCAC 15a 18a.1949.
residential sewage flow rate = 120 gallons per bedroom
PER N.C.A.C. 15A 18A .1945...
all (non -pretreatment and secondary pre-treatment) systems must have sufficient available
space for ... repair .
>standard ditch width for conventional, modified conventional, and
plastic chamber type systems is 3 feet
>standard ditch width for large diameter pipe system is 2 feet
>standard ditch spacing for these systems is double the ditch width
>square footage of a system is calculated by... flow rate — I.t.a.r(long
term acceptance rate)
ex. 360 gpd — 0.3 =1200
>linear footage is the square footage — ditch width
ex. 1200 — 3 = 400
>square footage of the nitrification field plus the ditch spacing
calculated by ...
square footage of nit. field +2(square footage of nit. field)
ex. 1200 + 2(1200) = 3600 sq.ft.
>to allow for the repair area, double this figure... 7200 sq.ft.
>convert square footage to acres by dividing the square feet by
43,560(sq. ft. per acre)
ex. 7200 — 43,560 = 0.1652... acres
No
am
FM

De1,111s j I-rllc ricarup
? �) I I N-E-- Fine: Island ROCIId
Cape coral r1,
Ke : tke two nor tkcast: tracts ( ? s'4ic Ord �1 ��.j �.�c of Cr��r,herrr_j Cree �`7u Ivlsr�)n.
Mr. rullencamF
71
I ha.,c concluctcd a Fr-climin;ar-Li 5011 cv:IlEJatI01, 01, the akove rcrcrer,;.c�d F rc)Fer L'Ll. _F-he
evall.latiO11 Was cr)nducted PC[- North Carolina Aciminist:rative t,,._ode i 7A lsA
7f
i �'-1_c�-. I ?�t Your propo6c (A Llsc I.or the prOpCrty at this timc Is sinO*IC-f- iIIIilc.;
,
I r r _
l,�?I.1Slt,L to i7C; .5C1VC J [?y 11,(7(�'IilU��l water 5(apFA.9 Wei :i1'te� SL'.� 1C. yySfC nla. hC lc3nC� 15
7
`aF3h1C of 5nl,lll CC) mcc tEtn1 �!- I a Sur"C;:> 1 stPubr.aCts, c-lepenclina upon t'ht. 5t)I{ rand
I `. I
t:opoaraFh(�.
j c)Fv��,r.�Fhcl in tl,: tracts is clonJinatecl lDy one Summit:, a lc)n,-, no&e:5loFc. z.)nL-i t:h::
sidc.slopF 5. The IJFFcrsic.�ic'.slopcs are mostly smooth, LJr,dlJl�atin�, and slightly to
sunrc what step F. ,`7c�nie cal tht min .-�1<: sloes :r-e Smooth 3ncl unc1lt13trn:;. sc)mC are
complexand �t ullled; ail are. steep. (he land has numcro115 sFrinZgs and 5eeF3, anti a
�1
s� d
I r:ti� st'r cams . �Ui� I Icicls' C)CCI ll- II, t-hc r;Ilna}�c'W�iyy <arac, nt.�:r vvatc: r- I L.3i Itre:. c�c.
otJtCr(-)FFings occJ_1r more.. on the north facing sidcslopc and nosy-. �� here are
r
nunler•v1l$ ul�-1 lc �vrn rc)cads `al5sc'ctrn� the lar,d5C;3F e. The soi{ LA arr`.s -rom IS
to rv". ocarinas 5c�" to 6"0" dccp c)CCI.I1-01-1 slopes 01 35% and less. and in Ill lanc:lscaFc
�_
r -
F051tion5. All other koj*In%s actor on slo. C6 from c'- to c"O, . an,�i Is, -all i:anc >c.3Fc
F�)S1t:IQI.1.5 �ciac.'. rS a map C)I" Sc)tl C•C)rin�4; ic?Cc3l'I(�t,5 �9nd Inncascape ['CntiJrC5. Page L
AI"11ap of:50IAI" tl,e SC111
15 l dept-6. F acrC:5 ~~ 1 0 Zire tC.C.hnIC.31 6011 (IC 6CI•IFh-')n5- ,`lollic C
- ^s= Prove to GC jee er tJ Can reeV:. hiation II,
l�orir��s;s r�ccarclerl a- � less ih�-an '� c. .may F1 o P tipon
hoe Fits. r- iowc��'Cr. accc65 t:o # hc::�c �vcations is J f- - uIt. I�LI : c)de, the r7unlmunl
level
- h ncedeci or installation o1 a-onventivn.al ty c septic. system on ialc:ss
Ul l t-lc. �t F'
I
that, ` slope' around. Is 5Q . I or each i 7% Incl-ease 11i 51oFc, an additional �.t` 15
rr; ui1-Cc7. hillsic-Ic wit l� j0`z, slr�Fe therefore, must kave at least 9- i " Of 5cai1, and
cl
st.rit:ahlc toFc,�r-<�Fht�. �'��l,zre soil is too shallow, anc,/orwhere land slvFc' Is too steep
W

its �rUvrGe an c3GGCFt3lale Iev� l cal r�icntion anti tre.�rtnient �� tl�e wa5tc:wat'cr, tl'�c:
,
5t;5tcm can 6c cnaineer-ed wlt:l, pi-etrc.atrnent components . �Nkcrc I_sc.A-le soil:rrt�.is
zjr small and clisc.onnectecl from one tanotkcr, tkc s�stems' (Jistril--mbon component can
?C �:.i'1 Ir1Ce1-C:.c 1'C7r' �aUb,' �llitr"11+1�.�it1Un) 1'le,I(AS. �rl�e UL It'C ti\C, cant cr�l'?', rll' ?I1CI sC"-rtlC
scjstem Jes11�n t5 t0 CorrlFel•1saf:c' I -or limiting sell/anciscaFe 1•eattirc:s, sc) tl•lat: t-kc'
Crn'ir-011111ents c.ap acittl to trlcat and JisFose LA tke wastewater is not excCeIrICIA.
1 1-,e next tasl~s 1-c)r joprng n I. -Ind use Flat lc)r ti,v_5e trarvts arc-
l „I'C7x1111a to l L
! . a new 601.111jar-r.I s1.rVCL marlmno the Frc-,FCI tL lncs at a� I• I
1 cue:?' intervals
iwq I
i
Z n more accurate maFrinc ol. sl nil ic��nt 1.3114sCaFr: l c:�tt.res and �.c)ntc>ur•5
a Frelimina►.9 r oacl Flan 6C-315C{a Oil lanclscaFe l eatr�res
jj��
'�'. �3 Fi-ClIn111lcsrL ti1liPL r\'I6ion plan 6zisccl Un 7oIi and 1aI1aJ5c:?pC' 1 catirr�5
With this clone. an !r"ttc:nslve sail grid on 100' to 200' into rvaIs Caf—i 6c co:-'jLJ .tCj in
t �)) # r
511rta6le topogrc pni.# �9re.a5. Lo IAC110*1 I Incliviclual nitrrl"tcatic�r•l 1"iClJ6. T' .. prc roll::"1a1•LI
plans can i:hcn lie revise kasecl on tke Acritil•icr] (-ielc-ls.
�l�nta;.t lire it L)v1r iWPIC anL1 luestion ;�6t)l.rt t:l,c: c.v:alr)�3trc�n ort•lli; r-c.FCsr1'. {`,'ILt l'1;Jr11C.
ol-l-icc is j=r�.;_v �?-36 j an mobile 15 will lac of:anc135sisLlncc tl-:at
can JLIrinCr t)L)U1• 1-1ext FkaSc'. ill' Flanrnln.; tilC' C:aSt tracts. PIC35e 1101L'il,Lj MIC 11 t.ILII.1 "1151'1
for me to contimic Wit!"! tke, Frc:lfminar;) evaluation s.-)n the remaining tracts of
1
�^ 6erry C`1-c=c.� �Uikcl,1 r\'IsI(-)I-I.
Coraiailjj
�e I_,;tercJ �_aniiarian
�iC.G r'►4_'cl t)vil ,` 61ent i-At.
SOIL sc�
.� EA tE,4,,f �`J1
rya • �, y v,
� cyjw
1094
. IIORT,"

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l ➢ ➢ 1 ➢ ➢ 1 1 1 1 I I � .➢ 1
CRANBERRY CREEK DEVELOPMENT
Pretreatment for Subsurface Disposal
72,000 gpd
Equalization Extended Aeration
Pump Station
Multiple pumps
300 total
2 bedroom units
Typical units
i----- - - - - --
i
I I I
I L I
I
8 in
Iid.I %%
Gravity J I • -�-
Sewer '
w/Manholes
NOTE: Drip fields will be irregular in Ground Absorption 5.5 acre
shape and size to use available soils Drip Dispersal
Assume LTR = 0.3 gpd/sf Setbacks and unusable
areas will increase required Total useable field
land need to 12 to 24 acres area required
for original installation
FLOW DIAGRAM FOR COMMUNITY DRIP SYSTEM
I ➢ i ➢
w
ALTERNATE 2
4 �
5.5 acre
Repair Fields
11.0 acre

no
To: Neil Shepherd, P.E. Tue 8/8/2006 9:33 AM
Blue Ridge Engineering PLLC
Re: Cranberry Creek Subdivision, Avery County, NC
Proposed Drip Dispersal System
Thank you for your interest in the American Perc Rite Drip technology for your onsite dispersal system for
the Cranberry Creek Subdivision project in Avery County, North Carolina. The following is based on the
preliminary information you provided including an initial sizing estimate of 80,000 gpd with a pretreatment
device serving the same volume and a soils loading rate of 0.10-0.20 gpd/sq ft. The following hardware
estimates are based on this preliminary information and could vary due to site conditions, landscape loading,
topography, water mounding, nutrient loading, regulatory requirements or other factors.
Preliminary design sizing for 80,000 gpd using a 0.20 gpd/sq. ft. soils indicates a Model ASD200 - 200 gpm
duplex pump and filter system, using 12 drip zones and approximately 200,000 l.f. of pressure compensating
drip tubing. An alternate option is the ASD150 - 150 gpm duplex pump and filter system, using 16 drip zones
and the same amount of drip tubing. Both options are a 4x6 or 6x8 fully automatic disc filtration units and will
require a heated lighted enclosure. Budgetary estimate for these systems is $170,000-$185,000.
Preliminary design sizing for 80,000 gpd using a 0.10 gpd/sq. ft. soils indicates a Model ASD200 - 200 gpm
duplex pump and filter system, using 22 drip zones and approximately 400,000 11 of pressure compensating
drip tubing. An alternate option is the ASD 150 - 150 gpm duplex pump and filter system, using 30 drip zones
and the same amount of drip tubing. Both options are a 4x6 or 6x8 fully automatic disc filtration units and will
require a heated lighted enclosure. Budgetary estimate for these systems is $280,0004300,000.
All systems feature drip zones that will automatically forward flush at a minimum of 2.0 ft/sec every two
weeks. The disc filters automatically backwash at preset flows or pressure intervals several times per day.
Zones will dose two at a time but will forward flush individually. A computer will be provided to serve as a
graphics interface for the system operator. A dedicated modem line would allow for the added feature of
Remote Operation & Monitoring if desired.
^, The system would include full tech support to the design engineer, AutoCad details, system start-up, training,
two years of Remote Operation & Monitoring and an Operations Manual (to be provided at system start-up).
The system does not include installation, pretreatment device(s), standard PVC pipe for any of the installation,
electrical field wire, tankage, heated & lighted hydraulic filter unit enclosure building (if required), phone line,
shipping and applicable sales tax or other non -specified items. Attached is a list of typically supplied system
components, sequence of operation and typical zone details. Again thank you for your interest and please
contact myself at 215-412-5346 or Jerry Allman at 912-313-0007 any questions or comments.
Sincerely,
no
Bryan J. Allen, P.E.
American Mfg. Co., Inc.
P.O. Box 201
1720 Sumneytown Pike
Kulpsville, PA 19443
www.americanonsite.com
P: 215-412-5346
F: 215-412-5347
F"
fm

INNOVATIVE TECHNOLOGY FOR THE ENVIRONMENTAL AGE
..m
rl,
— Buy American —
lac^®!Bc
p .ram
"Perc-Rites Drip Systems Protecting the Future of America
AMERICAN
Manufacturing Company, Inc.
www.americanonsite.com
1-800-345-3132
American Manufacturing Company, Inc.
P.O. Box 97
Elkwood, VA 22718

Why Drip Dispersal?
Drip Dispersal is a land application system for dispersal of wastewater effluent in decentralized environments. Drip
utilizes time dosed, low volume, equally distributed doses over an entire absorption area while at the same time
providing final treatment and recycle back into the environment. Drip provides optimum conditions for groundwater
recharge to the receiving environment. It is ideal for any size system: single family homes, schools, churches, state
parks, communities, commercial sites, etc. Drip systems are aesthetically pleasing and are installed subsurface
utilizing the "out -of -site, out -of -mind" theory. Drip fields lend themselves to passive recreation with year round
.. natural irrigation.
"Time dosed" systems provide for managing rest times between doses, peak flow notification, excess flow alarms and
helps prevent soil saturation by maintaining an aerobic environment at the tubing interface. Drip is ideal for shallow
installations, which maximizes the standoff to any site restrictions (i.e. rock, seasonal water table, etc.). Sloping sites
and/or wooded sites are not a problem. Drip Dispersal is utilized in both warm and cold climates 365 days per year!
Drip can reduce storage requirements and may offer a reduced area footprint compared to conventional systems.
Drip is a reliable, proven and permanent option for your wastewater dispersal needs.
Why "Perc-Rite®" Drip?
The original drip technology! The world-renowned "Perc-Rite"' technology was the first drip dispersal system
developed for use in wastewater applications. The "Perc-Rite'" Drip System is a complete wastewater dispersal system
utilizing pressure compensating drip tubing, automatic disc filtration, automatic periodic forward field flushing and
efficient effluent pumps with totalizing flow meter and state-of-the-art controls plus design standards for long term
sustainable onsite wastewater installations.
The pressure compensating drip tubing allows for complete equal distribution of the effluent. Disc filtration provides
the necessary protection for the drip emitters prior to the drip field. The disc filters automatically backwash at preset
intervals.
The "Perc-Rite"' Drip System also automatically forward flushes the drip tubing ona periodic basis at the generally
accepted engineering standard for minimum scouring velocity of 2.0 ft/sec. The "Perc-Rite"' System sets the standard
for excellence in drip technology!
How much "Pretreatment" is required?
Primary settling is all that is required for the "Perc-Rite " Drip technology. Drip dispersal is dependent on the soils and
receiving environment, so specific site restrictions may dictate the quality and extent of any additional pretreatment
that is required.
Why American Manufacturing?
With over 1 billion emitters installed in subsurface wastewater applications, "Perc-Rite" is the largest Drip System
name in North America. With American's in-house control panel fabrication we offer a single source complete "Perc-
Rite®" Drip Dispersal System. We have over 100 years combined experience in the wastewater industry. Our technical
support is first class and is unmatched. American continues to offer ongoing technical service even after the sale.
COMMUNITY SYSTEMS
The bigger the better!
The more cost effective!
All wastewater systems require long-term
operation and maintenance, so American
Manufacturing provides complete O & M
manuals for both owners and installers.
All of our drips system models are
available with Remote Operation and
Monitoring capabilities and long-term call
in tech support. We are an engineering -
driven company staffed with Professional
Engineers, Soil Scientists and designers to
keep us a leader on the cutting edge of
technology. We strive to provide our
customers with proven, durable, and
dependable complete systems to satisfy
even the toughest onsite needs.
American "Perc-Rite"' truly is the finest
Drip Dispersal System available.

LAND APPLICATION
for ONSITE WASTEWATER
Disperse Economically, Effectively, Permanently
8 Drip Zones
Replace b
Spray
Irrigation
for
Community ^�
�1
Treatment Plant
Patent No. 5,200.065
ELIMINATE SPRAY + REDUCE STORAGE + REDUCE BUFFERS
Innovative Technology
for the Environmental Age
American Manufacturing Company, Inc. 1-800-345-3132
P.O. Box 549 • Manassas, Virginia 20108-0549
www.americanonsite.com

.,
.,
W
=1
M
W
r
The system control panel is equipped with three float switches and controls the timed doses to be
discharged. The water level must be high enough to overcome the "Redundant Off' (Bottom) float in
order for the pump to run. When the water level rises high enough to overcome the "Dose Enable"
(second) float and the timer is in a dose enable mode the cycle will initiate. The pump will activate
and automatically backflush the disk filters, then dose the lead zone. The pump will continue to run
for the length of time as set on the pump run timer to provide a complete dose. The system will
remain off until the preprogrammed off timer enters a new cycle enable mode, at which time the
control will activate another cycle and dose the new lead zone (as long as the "Dose Enable" float is
still up). This process will continue until the water level drops below the "Dose Enable" float and the
pump run timer has timed out. Each zone will automatically receive a field flush each 50 cycles to
clean the drip tubing.
If the water level rises enough to overcome the "High Level" (third) float, the audio/visual alarm will
be activated until silenced by pressing the Test -Normal -Silence switch to the silence position. The
alarm circuit must be manually reset when the "High Level" float returns to its normal position.
PRESSURE COMPENSATING DRIPPERLINE FOR WASTEWATER
The dripperline for wastewater is used for both sur-
1•0
face and subsurface effluent disposal and recharge.
v9
American uses the perfect hydraulic delivery system.
: 0.7
considered to be the world's most accurate pressure
q 0.6
compensating dripperline. The patented self -flushing,
> 0.n
free-floating diaphragm cleans itself during operation.
a 03
The drippers are located every two feet in the I000
0.2
foot rolls and provide 0.61 gallons per hour per emit-
D 1
0
ter. In most applications the tubing is placed two feet
on center providing one emitter for every four square
feet of total area.
ZONE CONTROL VALVE
MIESSURE
This solenoid activated diaphragm valve is engineered to perform reliably under the
most challenging conditions. All valves use direct sealing diaphragms and are con-
structed with minimal parts - no stem, seals, or bearings. The unique structure of
these valves allows a straight flow pattern with very low friction loss.
SUPPLY MANIFOLD, RETURN MANIFOLD
For slopes greater than 10%, systems must he designed
with top feed supply and return manifolds. These mani-
folds control "draindown", the event that occurs which
overloads the lower laterals in a zone after the pump
shuts off. The manifolds control the amount of water
that can drain into each individual lateral.
1 V2SUB-ZONE SUPPLY
HEADER,6 CONNECTIONS
1 1/?.'SUB-ZONE RETURN
HEADER, 6 CONNECTIONS
SUPPLY MANIF011) RETURN MANIFOLD
Patent No. 5,984.574

AIR RELEASE & VACUUM VALVE
The new clual function "Guardian" is corrosion resistant made of fiberglass reinforced U.V. protected nylon,
Maximum working pressure 150 psi. Drip tight sealing at low pressures.
OR I
DISC FILTRATION
.. Disc Filtration is an innovative approach to solids removal from liquids. The unique structure allows for high efficiency
filtration, low backwash volume, and reusable elements. The discs are flat, grooved plastic rings with a hole in the center.
Rings are stacked together to form a cylindrical filter element. As effluent is pressurized into the filter, it compresses the
rings tightly together. The grooves in the rings Criss-cross, forming a network that traps the solid particles which are
an larger than the grooves. Filtered liquid exits from the inside of the cylinder providing reliable operation. Disc filters come
in a full range of sizes and capacities for the various size systems.
.� Wastewater for Drip Dispersal is filtered with a mesh size of
140. This provides a 115 micron maximum size particle in
the filtrate. When used with the Pressure Compensating
emitter, the filtration ration is 6:1. This ratio amounts to plac-
ing a baseball through a basketball hoop. The emitters will
not plug from particles coming through the filter system.
.� Backflushing of the filters is performed automatically on a
time cvcle basis or on larger systems with pressure drop.
The filtration system is designed to take filtered effluent
from one or more filters and use it for backflushing the other.
Filtration systems used in commercial applications employ
"spin -clean" filters which automatically separate the discs
during backflush to allow them to spin to more efficiently
and remove retained solids particles for the discs.
DRIP DISPERSAL CONTROL SYSTEM
OUT
American Manufacturing becomes involved with the entire op-
eration of the system whether RESIDENTIAL, COMMERCIAL. or
COMMUNITY wastewater system. American has staff professional
engineers, designers, soils scientists, and trained sales people
with State-of-the-art experience in drip system control.
Our objective is to provide the most practical, economical, and
efficient operating system for fluid handling. We inventory many
.. standard application controls and are able to manufacture spe-
cial application panels in a very timely manner due to our modu-
lar design and manufacturing methods.
Remote Operation & Monitoring with graphics interfaces are
available and required on large systems. American's Engineer-
ing Catalog, Service Guide, Internet access Model Number builder
and more are available to the designer/specifier.
M
Community
Filtration &
Control System
A
IN
%IN

RESIDENTIAL FILTRATION UNITS RESIDENTIAL CONTROLS provide TUBING — Pressure compensating
are available in two, three, and four user friendly operator interface with drip tubing 0.6 gph, the perfect
:one and 15gallons per minute no programming skill requirements. distribution system
capacity. Total daily flows to 2,500
.� gallons per dqe
American Manufacturing Company, Inc. manufactures many specialty Onsite Wastewater
system packages including Recirculating Sand Filter Treatment components, Pump Station
Equipment, and state-of-the-art Drip Disposal Systems. Remote Operation and Monitoring Systems
for conventional large system drainfields and High Strength Waste Management.
www.americanonsite.com
American Manufacturing Company, Inc.
P.O. Box 549
Manassas, VA 20108-0549
1-800-345-3132
Distributed by:
r
M
r

300 total
2 bedroom units
�f
Typical units
8 bedrooms
each bldg
n
u
CRANBERRY CREEK DEVELOPMENT
Elk Park Manhole &
72,000 gpd Sewer System
3 in DIA force main
I
I
I
I
Lift Station 1
Duplex pumps
I
I
I
1 '
8 in Elk Park WWTP
Gravity Requires expansion
Sewer
w/Manholes
SCHEMATIC FOR CONNECTION TO MUNICIPAL SEWER
I I I
ALTERNATE

_ BLUE RIDGE ENGINEERING PLLC
529 Main Street Phone: (33G) 838-2500
North Wilkesboro, NC 28G59 Fax: (33G) 838-4179
May 5, 2006
Ms. Connie Gwyn,
Town Clerk
Town of Elk Park
P.O. Box 429
Elk Park, NC 28622
Ref: Request for Acceptance of Sewage Flow from
Proposed Development of Fullenkamp Property,
Elk Park, NC
M Dear Ms. Gwyn:
Mr. Dennis J. Fullenkamp wishes to develop property he owns near Blevins Creek Road. Due to the
existing terrain and proposed density of the project, we propose to discharge all sewage to the
Town's collection system to be treated by the Town's existing wastewater treatment facility.
Plans for Phase 1 of the project consist of forty eight (48) 3-bedroom residential units. The
proposed flow for this phase is 17,280 gallons per day based on NCDENR rules and regulations.
Construction of Phase 1 is scheduled for 2007. Phase 2 of the project will have similar sewage flow,
with construction scheduled for 2009.
We hereby respectfully request the Town issue a letter of agreement to accept sewage flow from
Phase 1 totaling approximately 17,280 gallons per day.
Please do not hesitate to call if you have any questions.
Sincerely,
C. Neil Shepherd, PE
cc: Roger Smithey
Dennis J. Fullenkamp
M

CRANBERRY CREEK DEVELOPMENT
1 1
ALTERNATE 4
water
Dual package plants
-------- sludge, filtrate
Extended aeration & Anoxic Chambers
— — — — — — - air
40,000 gal total volume
27 hr retention Clarifiers
Moving Bed (req air)
Equalization Basin Q Nitrogen removal Filters
20,000 gal I
r--------------------r-------------I
28% Max daily flow I
I I
I UV Disinfection
72,000 gpd
Pumps
Blower units
This alternate includes sewer system
identical to Alternate 3 up to the lift station
---------------------------
-- -- - _--- 4- 1
- - - - - - - - -
I
---------------------- L------------- I
I
OPost -aeration
BELVINS CREEK
new outfall
150 sq ft each
Overflow rate 240 gal/sq ft/day
Note: Individual pumps and
blowers are not depicted
FLOW DIAGRAM FOR WWTP WITH DISCHARGE TO SURFACE WATER
1
i

Blue Ridge Engineering PLLC
2/26/2007
WWTP Design Worksheet 6045.01 Cranberry Creek
=input re 'd
Influent
Predi ed Effluent
Flow
0.072 MGD
BOD5
250 mg/1
5. mgA
NH3
20 mgA
1 mgA
TSR
200 mgA
3, mg/l
Assume:
MLSS
3000 mgA
(1500- 5000 mgA typical)
F/M Ratio
0.1
(0.05-0.15 typical)
..
Flow Equalization
Volume req.
18000 gal
(.0200 requires 25%) Cale Percent Daily Flow
Proposed
20000 gal
'NEW UNIT 28%
Aeration/Anoxic Basin:
Detention Time
24 hrs
(18 - 36 hours typical) Cale Residence Time
Vr
72000 gal
Assume parallel units 2
Mass Loading
150 lb/day
40,000 gal each 27 hours
Air Requirements
Assume:
Air Transfer
Efficiency
12 %
Biological Requirements
02 req.
375 Ib/d
(2.5 lbs/lb BOD5 applied)
Air req.
23829 ft3/d
(21 % 02 in air, .075 Ib/ft3)
Air Flow Rate
198571 ft3/d
Air Flow Rate 138 ft3/min
Use a safety factor of 2:
Air Flow Rate 276 113/min
Requirements for mixing:
02 for mixing
241 ft3/min
biological requirements control
Aeration Basin
276
Air Lift Pumps
100 ft3/min
Total Air Req.
376 113/min
Main Blowers
Flow Equal.
60 ft3/min
Post Aeration
100 ft3/min
Sludge Holding
12 113/min
Supp. Blowers
172 ft3/min
Sludge Storage
Mass Produced
59 Ib/day
(.4 lb excess sludge per lb BOD5 removed)
588 gal/day
Sludge Storage
15 days
8820 gal
Assume 12,000 gal tank
Clarifier:
Area (ft2)
300 ft2
6732 gal each Assume 2 units
Depth (ft)
6 ft
Overflow Rate
240 gal/ft2d
(200400 gal/ft2'd )
Chlorine Contact Tank:
_
Note: This project will use UV disinfection - use vendor data
Length:
3.7 ft
DIA
Area:
10.6 ft2
Depth:
84 in
Use Hoffman at 50 gpm and 10.56 sq it
Loading:
4.7 gpml82
Backwash:
WA gpm/ft2
Backwash pumps
N/A gpm
2/26/2007

-
Dedicated to Protecting
Our Water Resources
Pro -Water process Equipment
for Water and
Systems, 11 c • Treatmenter
8282 Westem Way Circle, Suite 1110 / Jacksonville, Florida 32256
Phone: [phone] / FAX [phone]

Here's what Pro -Water, Inc. offers
for your next water or wastewater treatment project:
• Designs that offer economy in costs • Technical services to project engineers to design
• Designs that meet today's tough environmental systems that meet the requirements
requirements • Installation service that insures economical and proper
• Simplicity in design for quick, economical installation functioning of system
• Ease in operation and maintenance • Quality materials for dependable operation
• Adaptability to expansion and/or moving to different sites • Over 28 years of experience in design, installation
& operation of systems
• Service to the operation project
Flexibility is the key to producing systems that get the job done
A major feature of the Pro Water Systems. Irc. designs are. the flexibilities offered to meet both the design flows
and tank designs that fit Cie project.
l'oday's environmental regulations vary from slate to state so it is extremely important that the project is flexible
enoueuh to convert to the particular need of Pact: individual project.
Pro Water Svstems. Inc. offer the widest range of tank designs and economical expansion of systems as need and
regulation require.
Pro Water Svstems, Inc. offer twenty eight years of experience working with consulting engineers designing waste-
water treatment systerns & providing various process options.
Pro -Water Systems. luc. is continually updating our systems to nwet the latest revisions cal{ed for by the va our•
government environmental regulatory agencies.
TYPICAL COMPONENTS
Pumps
broad range of 41 r_il
sizes for various I .
pumping
applications
Blower units
1 hp. - 30 h.p.
Control panels for
various equipment
The Pro -Water procedure from start to finish
• Work with consulting engineer in design phase
• Estimate cost for proposed systems
• Provide technical design information
• Develop formal proposal of cost
• Commit to formal contract
• Provide formal plans and specifications on
proposed equipment
• Receipt of approved plans & specifications from
project engineer & state department of
environmental regulations
• Proceed with manufacture of system
• Delivery of system components
• Installation of system
• Start-up of system
• Instructions for system operation
• Provide detailed operation and maintenance manuals
0 Warranty

r
r
TRANSPORTATION SERVICES
Pro -Water Systems, Inc. provides transportation from
manufacturing plant to installation site.
Field erected wastewater treatment plant in route to job site Typical pac.Kaged wastewater treatment plant sit route io too sirr
FIELD INSTALLATION SERVICE
Pro -Water Systems, Inc. handles all phases of installation from mechanical
assembly of sections and components to start-up of plant.
Erecting wastewater treatment plant wall sections Installing clarifiers
Your Pro -Water, Inc. representative is .. .
�= c' Process Equipment
Pro -Water
® for Water and
Systems, IncWastewater
• Treatment
8282 Western Way Circle, Suite 1110! Jacksonville, Florida 32256
Phone: [phone] ! FAX [phone]

—
Pro -Water Systems Inc. designs and produces wastewater
treatment plants of all sizes and applications
Above ground wastewater treatment system for small community
Typical in ground installation for subdivision
-i
i
i �'ii i tl►'Vlit�itr��..� -
Circular clarifier addition to existing wastewater treatment system
1�<F �i A J � +'y'•
F Fr
i•
.3..L _
ti
�A
y:
���gYr:
/ •Wm�':M�ti6':KIiYA.JVF.'.RLF�n"
Above -ground field erect system for small town
Wastewater treatment systems process components:
• Screening
• Aeration
• Clarifiers
• Sludge return systems
• Sludge holdings
• Skimmers
• Flow control
• Weir placement and sizing
• Froth spray systems
• Aeration equipment
• Aeration distribution
• Disinfection systems
• Post aeration
• Dosing
• Coating systems
• Cathodic protection
Pro -Water Systems, Inc. has worked
with various types of clients and
contracts including:
- U.S. Army Corps of Engineers
- Municipal utility projects
- Consulting engineered projects
- Private utility projects
• Walkways
• Handrailings
• Grating
• Flow measurement
• Electrical control centers
• Operation and maintenance
• Service
• Construction and installation
Typical Projects:
• Small municipalities
• Subdivisions
• Schools
• Mobile home parks
• Parks
• Military installations
• Industrial Parks
• Motels
• Resorts
• RV Parks
• Highway rest stops
• Truck stops

C. Nell Shepherd, PE
From: Andrew Hemdon [[e-mail]]
Sent: Friday, August 11, 2006 1:50 PM
_ To: 'Neil Shepherd'
Subject: Avery County Project
Attachments: Pro -Water Systems Color Brochure.pdf, Pro -Water Systems Brochure.pdf
Nei],
As per our conversation this afternoon, here is the information that I promised you. I have attached two
r (2) copies of the Pro -Water brochure. One is in color, the other is B & W.
For a ballpark budget price, use $380,000.00 installed. This would include the unit, freight, and
.. installation.
I have asked Pro -Water to work on a proposal for you. I will forward this to you when it is finished.
Please call me if you have any questions.
r Sincerely,
Andrem W. }Eernd w
�. Pete Duty & Associates, Inc.
Western North Carolina Office
704-573-2035 Phone
704-573-2135 Fax
704-806-2833 Mobile
[e-mail]
r
0

ren uu u,/ 12:15p Pro -Water •i Systems, Inc. 904-288-0966 p.l
n
PromwWater
Systems, Inc* Process Equipment for Water and Waste Water Ireatment
EQUIPMENT PROPOSAL / SALES AGREEMENT
f"
A"
no
Pro -Water Systems, Ina Hereby Proposes the Following:
One Model No. C-80-HS 80,000 gallon per day rectangular Wastewater Treatment System and shall
include the following for each unit:
Two 33,056 gallon aeration chambers (24 hours retention)
Two 6,620 gallon circular mechanical clarifier chambers (4.6 hours retention)
One I S,000 gallon integral sludge holding chamber (15 percent)
Two 6944 Gallon Integral Anoxic Chamber
One 3 inch decant airlift in sludge, holding chamber
Two Submersible mixers mounted on stainless steel cage in the Anoxic Chambers
an
One 24,000 gallon integral flow equalization chamber (25 percent)
"' Two 6-inch emergency bypass pipe from the flow equalization chamber to the aeration chamber
Two Flow equalization submersible pumps rated at 84 GPM @ 14 feet TDH
ow
One 55 CFM @ 5 PSI blower/motor units complete mounted in a fiberglass housing for aeration
of the flow equalization chamber. There shall be supplied an inlet filter silencer, a discharge
IM silencer, check valve, pressure relief valve, and flexible connector to install to air header
piping.
1W One Control system for automatic operation of flow equalization pumps mounted in NEMA. 4x
fiberglass enclosure. (U L Listed) Controls per project engineers specifications.
FW One 2-inch emergency bypass airline from flow equalization air header to the aeration air header
with a gate valve for use if flow 'on blower is down for repair.
FORM oo i 11631-3 Columbia Park Drive East ■ Jacksonville, Florida 32258
Phone: [phone] Fax: [phone]
Am E-mail: pws2®earthlink.net

rec ub u-i ii!:15p Pro -Water Systems, Inc.. 904-288-0966 p.2
Pro -Water
Systems, Inc. Process Equipment for Water and Waste Water Treatment .
MR CRANBERRY CREEK DEVELOPMENT
February 5, 2007
Page 2
One Constant flow box complete with two way flow division and overflow weir system for excess
flow return in excess of the average daily flow back to the flow equalization chamber.
One All required internal piping, valves and required reinforcements
One Walkway system to allow access to all mechanical equipment on the wastewater treatment
P' plant with galvanized bar grating walkway
One I V2 inch galvanized handrails along each side of all walkways
One All diffuser header pipes to be constructed of I % inch schedule 40 galvanized pipe
FIR One All walls in the wastewater went system shall be hydrostatic walls
One All diffusers required in each aerated chamber
mm
Three 200 CFM and 10 horsepower each, positive displacement main blower/motor units, complete
mounted in a fiberglass housing and shall be furnished with inlet filter, flexible disconnects,
FM check valves, and discharge silencers
One Electrical control center with automatic time clock control of all blower units. Control center
mounted in a NEMA 4x fiberglass enclosure. (U L Listed) Controls to be per Project
Engineer Specifications.
One 80,000 gallon per day Gravity Filter Model GF-100 with the following:
Two 28.5 square feet internal filter beds (1.0 GPM per square feet flow)
am One 4,395 gallon Internal Clearwell
0
Two ABS Model AFP-1 Submersible Backwash Pwnps rated at 429 GPM at 15 feet TDH
One 4.487 gallon Internal Wastewater Chamber
Two ABS Model SESH-5 Submersible Wastewater Return Pumps rated at 80 GPM at 16TDH
230 Filter nozzles
on 59 100 pouna bags filter sand
11631 3 Columbia Park Drive East ■ Jacksonville, Florida 32258
FORM 001 Phone: [phone] ■ Fax: [phone]
E-mail: pws2Pearthlink.net
0"

--- �ate•+ter rro-Water Systems, Inc.
r
PromWater
Systems, Inc,
904-288-0966
Process Equipment for Water and Waste Water Treatment
p.3
CRANBERRY CREEK DEVELOPRZENT
February 5, 2007
Page 3
70 52-pound filter antracite
One 1,660 gallon Post aeration chamber
One Ultra violet disinfection system
One • 60-degree V-notch weir internal to the clearwell and flowmeter mounting
One Electrical control system complete mounted in NEMA 4x fiberglass enclosure (U L Listed)
controls to be per project engineer specifications
One Walkway with galvanize handrails full length of tank.
One 45 CFM air scour blower/motor unit complete mounted in fiiberglass housing
One Walkway with galvanize handrails and steps between wastewater treatment plant and tertiary
filter maximum of eight feet separation)
One 450 ships ladder
One Isco Model 4210 Ultra Sonic flowmeter
no One All r, quired internal piping valves and required reinforcements
One All pumps to have attached stainless steel chain for removal
One All tank surfaces shall be cleaned by sand blasting to a near white finish (SSPC-SP10) or
better to obtain a 20-30 blast profile. Immediately after tank cleaning, all surfaces inside and
out shall be coated with a two part coal tar epoxy paint as manufactured by Tnemec Series 80
series industrial epoxy. Coverage shall be in accordance with the paint manufacturer's
guidelines. Color will be black.
15 Gallons of touch-up paint shall be provided for field touch-up after completion of installation
12 17-pound Magnesium Anode Packs
One One Day Start -Up and Instruction to Operator
Three Operation and Maintenance Manual
mm
11631-3 Columbia Park Drive East ■ Jacksonville, Florida 32258
FORM 001 Phone: [phone] ■ Fax: [phone]
E-mail: pwsMearthlink.net
mm

eau uo ut ie:10p vro-Water Systems, Inc. 904-288-0966
p.4
w
Pro -Water
�L Systems, 4 P Inc. Process E ui orient for Water and Waste Water Treatment
,R CRANBERRY CREEK DEVELOPMENT
February 5, 2007
Page 4
RM
NOTES:
ITEMS NOT INCLUDED:
1. No external piping or valves unless otherwise noted
ow
M
so
PROJECT SCHEDULE:
1. Submittals two weeks after signed sales agreement.
2. Fabrication of equipment and delivery within 12-14 weeks after receipt of approved submittals.
ITEMS NOT INCLUDED:
1.
Site prep including excavation
2.
Concrete foundation pads and clarifier grout as required
3.
De -watering of site as may be required
4.
Electrical work as required power to control panels. Wiring from the control panels to the equipment
supplied by Pro Water Systems.
5.
Installation of tankage quoted above
6.
Crane to off-load quoted equipment and set on the foundation pad(s)
7.
Field welding of tankage as required.
8.
FiIling tanks with water (This should be a priority if tanks are set below grade)
9.
No pipes external to tank(s) are provided nor installed
10.
Hookup of inlet sewer and discharge connections to the wastewater treatment plant and tertiary filter
11.
Proper access to jobsite for trucks to reach site under their own power to within 15 feet of foundation
pad. These trucks have a very low clearance between the road bed and the bottom of the trailer(s)
12.
Backfilling around tank(s), final grading, and seeding as required
13.
Field touch up painting as may be required. The paint for touch up shall be provided.
14.
Fencing as may be required.
15.
Delay during installation
16.
Any back charges without prior approval and authorization to proceed
17.
Any item not listed above pertaining to the installation of equipment supplied by Pro -Water Systems,
Inc.
�+
11631� Columbia Park Drive East ■ Jacksonville, Florida 32258
FORM 001
Phone: [phone] ■ Fax: [phone]
E-mail: pwsMearthlink.net

MM
rou uo ur le:top Vro-Water Systems, Inc. 904-288-0966
r
Pro -Water
W Systems, Inc.
Process Equipment for Water and Waste Water Treatment
CRANBERRY CREEK DEVELOPMENT
February S. 2007
Page 5
MR PAYMENT TERMS
50% upon delivery
50% -due upon completion of installation
p.5
All past due invoices shall be subject to a service charge of L5% per month
NOTE: Only the items listed above will be furnished. All other required equipment and installation to be famished
by others.
PRICE F.O.B. FACTORY, FREIGHT ALLOWED TO JOB SITE $3449394.00
�+ ALL APPLICABLE FEDERAL, STATE, OR LOCAL TAXES WILL BE ADDED TO QUOTED PRICE UNLESS
EXEMPTION CERTIFICATE IS INCLUDED WITH SIGNED SALES AGREEMENT.
FM
R"
ACCEPTANCE
THIS AGREEMENT MAY BE WITMRAWN IF NOT EXECUTED WITHIN 60 DAYS.
See the general Terms and Conditions attached, which are incorporated herein by reference and which are included as part of this
Agreement. By signing this Agreement, you acknowledge you have read, understood and agree to the General Conditions of this
Agreement.
The above prices, specifications, and conditions are satisfactory and are hereby accepted. You are authorized to proceed as stated
above.
PURCHASERAUTHORIZED SIGNATURE
PRO -WATER SYSTEMS, INC.
TITLE
DATE DATE
11631 3 Columbia Park Drive East ■ Jacksonville, Florida 32258
FORM 001 Phone: 904-28"965 ■ Fax: [phone]
E-mail: [e-mail]

HALL & HALL
ATTORNEYS AT LAW, P.C.
DOUGLAS L. HALL *
SvsAN P. HALL * +
Fe
' A.O.0 ARBMtATOR
+ MEMBER, Soum CARouNA BAR
uALr,AN muftuuoummr
REPLY TO MORGAN70N OFFICE
November 13, 2006
Mr. Sergei Chernikov
NCDENR
Division of Water Quality
NPDES Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
RE: Cranberry Creek Development
on Avery County, N.C.
MORGANTON
305 S. GRBBN STREn
MORGAwoN, NC 28655
Tit.: [phone]
FAX [phone]
Dear Mr. Chernikov:
I 'am writing'm response to the letter -dated November 9, 2006, addressed to you about the
_above project from Blue Ridge. Engineering, PLLC. -There are several misrepresentations inthat
letter the Town of Elk Park would like to correct, and the Town has asked me ' as Town Attorney
to write this letter.
am First, the Town has no objection to Cranberry Creek operating a private wastewater
treatment system. The Town has repeatedly made it clear to the developer that the Town cannot
consider allowing their connection, as the Town sewer system is near or at capacity, especially
me with the upcoming addition of the nearby Cranberry community. This is a project which is
already underway with State grant monies to serve approximately thirty homes which face a
fresh water and sewer crisis, with a failing, older private system.
MM
Secondly, the Town did not invite Blue Ridge or Cranberry Creek Development to the
am Town Board Meeting on November 6, 2006. Marcus Barksdale, the Town Engineer on, the
aforementioned Cranberry community. project, did. The Board members and myself were
presented, as we walked in the door, with a proposal for this private development which Mr.
Im Barksdale had prepared, for Board approval. In addition to none of the Board members or the
Town Attorney being provided this rather lengthy document ahead of the meeting for study, a
quick read of same revealed numerous terms which :were in no way agreeable to the Town. This
00 resulted in a closed session- for attorney/client privilege being called, and after the Board
resumed the open meeting, it was announced that the Board would defer any discussion of any
outside water and sewer proposals until the Board members and Town Attorney could study the
a. documents.
M

•
Mr. Sergei Chernikov
November 13, 2006
Page Two
The Blue Ridge and Cranberry Creek Development representatives then announced that
they had decided they did not want town water and sewer anyway, and left the meeting.. Because
of their announcement, the Board and myself shelved the planned review of the documents
tendered to us that night and will consider this matter closed. 'lease call if you have any
questions.
M
W
DLH/tim
C: Mayor Darlene Hicks (via email only)
Marcus Barksdale, P.E. (via email only)
C. Neil Shepard, P. E. (via U.S. Mail)
M
am
sm
M
rM

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
'M 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
no 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
rya have statewide significance and is in the best interest of the State.
Instructions to the AWlicant: 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:
me ■ 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 governments) fail(s) to mail the completed form, as evidenced by the postmark on the certified
am mail card(s), within 15 days after receiving and signing for the certified mail, the applicant may submit the application to
the NPDES Unit. r,
• 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
am the 15-day period.
ItmMmi ons 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
SM
Name of local government
(City/County)
Does the city/county 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? Yes [ ] No [ ]
If there is a zoning or subdivision ordinance in effect, is the plan for the proposed facility consistent with the ordinance? Yes [ ]
No [ ]
MM Date Signature
(City Manager/County Manager)
M"
State of . County of
no On this day of . personally appeared before me, the said
name 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
IM by me, made oath that the statements in the foregoing document are true.
My Commission expires .(Signature of Notary Public}
"'M Notary Public (Official Seal)
M
no EAA Guidance Document Version: June 23, 2005
Page 9 of 8

Mr. Shepherd,
"" In response to your inquiry about the low -flow characteristics (7Q 10) for a location on Blevins Creek near
Elk Park in Avery County, the following information is provided:
.•, The location coordinates you provided for the proposed discharge (35d09m05s/8ld57m38s) plot on the
stream adjacent to Cranberry High School. A check of the low -flow files here in the USGS office does not
indicate any previous determination of low -flow discharges for any location on Blevins Creek. There's also
no USGS discharge records known to exist for any location on Blevins Creek. While our files do not show
any previous drainage area determinations, consideration of drainage areas for two sites on Cranberry
Creek (upstream and downstream of the confluence with Blevins Creek) suggest the drainage area of
Blevins Creek at its mouth is about 3.5 sgmi, give or take a few tenths.
When there is no data (or even insufficient data) to allow for a low -flow analysis at a given site, the low -
flow characteristics in this area of North Carolina can be estimated using either statistical relations or a
range of low -flow yields (expressed as flow per square mile drainage area, or cfsm) determined at nearby
locations.
The statistical low -flow discharge relations currently available for Avery County are provided in a 1993
F+ statewide low -flow characteristics report "Low -flow characteristics of streams in North Carolina" (USGS
Water -Supply Paper 2403). An online version of the report is available through
http://pubs.er.usgs.gov/usgspubs/wsp/wsp2403 If you access the report, please note the online report files
em 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.
MM For Blevins Creek basin, use of the statistical relations provided in WSP 2403 results in 7Q 10 low -flow
yield of about 0.32 cfsm. There are two locations on Elk River where the USGS previously operated
continuous -record streamgaging station from 193440 (station id 03480500, drainage area 17.8 sgmi) and
,m 1934-55 (station id 03481000, drainage area 42.1 sgmi). The 7Q 10 discharges published in Table 1 of
WSP 2403 for these two sites are equivalent to low -flow yields of 0.31 and 0.22 cfsm, respectively.
Thus for a 7Q 10 estimate on Blevins Creek, consideration of the above information suggest that a 7Q 10
`M low -flow yield in the range of 0.25 to 0.3 cfsm would be appropriate. Once you determine a more specific
drainage area for your point of interest, you can apply the drainage area to the yield range to compute 7Q 10
flow estimates (in units of cfs).
IM
Hope this information is helpful.
MM Thank you.
Curtis Weaver
***********************************************************************
J. Curtis Weaver, Hydrologist, PE
USGS North Carolina Water Science Center
3916 Sunset Ridge Road
Raleigh, NC 27607
Telephone: [phone] // Fax: [phone]
E-mail address [e-mail]
Internet address -- http://nc.water.usgs.gov/
***********************************************************************
fm

Avery Co.
Banner Elk
Linville
r, fry
;
Measure
Length: 45986 feet
Perimeter: 46119 feet
Area: 3.486 sq. miles
DISCLAIMER: The information contained on this page is NOT to be construed or used as a "legal
description". Map information is believed to be accurate but accuracy is not guaranteed.
http:liw .webgis.net Anderson & Associates, Inc. http://www.andassoc.wm

Figurea A-9 NPDES Discharges in the Watauga River Basin
Legend
ORiver
Basin Boundary
OSubbasin
Boundary
NPDES Discharges
A Minor
County Boundary
Hydrography
Municipality
Mountain
3 0 3 Miles
Boone
WDENR
Planning Branch
Basinwide & Estuary Planning Unit
January 14, 2002

.o
1
NPDES Dischargers in the Watauga River Basin
Permit Facility County Region Type 01 D2 D3 04 05 Qw Subbasin Receiving Stream
NC0042358
Adams Apple Racquet Club
Avery
Asheville
Minor -
Non -Municipal
6
0.02
04-02-01
NC0032115
Banner Elk, Town of - WWTP
Avery
Asheville
Minor
Municipal
1
0.6
04-02-01
NC0022730
Beech Mountain, Town - Grassy Gap
Watauga
Winston-Salem
Minor
Municipal
1
0.08
04-02-01
NC0069761
Beech Mountain, Town - Pond Creek WWTP
Watauga
Winston-Salem
Minor
Municipal
1
0.4
04-02-01
NC0032166
Camp Broadstone I Appalachian State Univ.
Watauga
Winston-Salem
Minor
Non -Municipal
13
0.0075
04-02-01
NC0070408
Clevon Woods Association - Art Plaza
Watauga
Winston-Salem
Minor
Non -Municipal
7
10
0.035
04-02-01
NC0033448
Country House Village WWTP
Watauga
Winston-Salem
Minor
Non -Municipal
7
10
0.005
04-02-01
NC0032123
CWS - Hound Ears
Watauga
Winston-Salem
Minor
Non -Municipal
5
6
0.14
04-02-01
NC0022900
CWS - Sugar Mountain
Avery
Asheville
Minor
Non -Municipal
6
10 11 13
4 0.5
04-02-01
NC0079561
Elk Park (Town) - WWTP
Avery
Asheville
Minor
Municipal
1
0.1
04-02-01
NC0058378
Elk River Utilities, Inc.
Avery
Asheville
Minor
Non -Municipal
6
10 4 5
0.08
04-02-01
NC0058891
Hawksnest Utilities/Valley Creek
Watauga
Winston-Salem
Minor
Non -Municipal
6
0.01
04-02-01
NC0032191
Hebron Colony & Grace Home
Watauga
Winston-Salem
Minor
Non -Municipal
11
10
0.004
04-02-01
NC0065617
Hidden Valley, Inc.
Watauga
Winston-Salem
Minor
Non -Municipal
10
13 2
0.02
04-02-01
NC0030473
Will Ridge Property Owners Association
Watauga
Winston-Salem
Minor
Non -Municipal
6
5
0.052
04-02-01
NC0067008
Old Cove Creek School
Watauga
Winston-Salem
Minor
Non -Municipal
3
0.01
04-02-01
NC0038041
PSI Properties / Laurel Seasons
Watauga
Winston-Salem
Minor
Non -Municipal
7
40
0.0145
04-02-01
NC0062961
RCS Properties / Tynecastle WWTP
Avery
Asheville
Minor
Non -Municipal
2
4 6 10
0.04
04-02-01
NC0035149
Seven Devils Resort
Watauga
Winston-Salem
Minor
Non -Municipal
5
10
0.02
04-02-01
NC0049174
Smoketree Lodge
Watauga
Winston-Salem
Minor
Nan -Municipal
6
10 13
0.01
04-02-01
NC0032182
Sunset Apartments
Watauga
Winston-Salem
Minor
Non -Municipal
7
40
0.0033
04-02-01
NC0072559
Valle Landing Owners Association
Watauga
Winston-Salem
Minor
Non -Municipal
10
2
0.0035
04-02-01
NC0066991
Watauga Co BOE - Bethel Elem
Watauga
Winston-Salem
Minor
Non -Municipal
3
0.0065
04-02-01
NC0067024
Watauga Co School - Valle Crucis
Watauga
Winston-Salem
Minor
Non -Municipal
3
0.0065
04-02-01
NC0050610
Water Quality Service / The Ponds
Watauga
Winston-Salem
Minor
Non -Municipal
6
10 4 5
0.076
04-02-01
NC0032212
Water Quality Service I Yonahlossee
Watauga
Winston-Salem
Minor
Non -Municipal
13
6 4 5
0.04
04-02-01
NC0061425
Water Quality Services / Willow
Watauga
Winston-Salem
Minor
Non -Municipal
5
0.03
04-02-01
NC0036242
Woodland Hills Apartments
Watauga
Winston-Salem
Minor
Non -Municipal
7
40
0.0067
04-02-01
Watauga River
Elk River
Grassy Gap Creek
Pond Creek
UT Watauga River
Watauga River
Valley Creek
Watauga River
Flattop Creek
Little Elk Creek
Elk River
Valley Creek
Watauga River
Watauga River
Watauga River
Cove Creek
Laurel Fork
Watauga River
UT Watauga River
UT Watauga River
Brushy Fork Creek
Dutch Creek
Beaverdam Creek
Dutch Creek
Watauga River
Lance Creek
Laurel Fork
Brushy Fork Creek

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• NORTH CAROLINA.,
AMW COUNTt"
THIS RICMT-OF-WAY AG , made this the 8th day of December, 1947 by and be-
tween THE MEAD CORPORATION, S lva Division, a Corporation, duly oreaied, organized
and existing under and -by virtue of the laws of the State of Ohio, party of the fire
part, and HERB BUCHMN and wife, Edna Buchanan, of Avery County, North Carolina,
parties of the�seoond party
' WITNESSETH,­ that ii&ereab' by" deed ' recorded in 'D66d Book No. 36 at a in the
`k?at3 543,
i Office of the Register of Deeds for -Avery County, North Carolina, the party of the
first part is the owner of a right-of-way for a road described as follows:
BEGINNING at a point 8,630 E. 25 feegt from an tron post at the and of call, in this
deed S. 60 go iW feet; acid rune . 9 S. 230 feet to the State Highway, said road-
way to be 20 feet wide measured on the Beat side of the aforesaid bearing of S. 90 E
And Whereas, the said par'tiies of the second part see the owasrs of the land over
which said right-of;*ay attanda,"axid the said parties of the second part have
erected tourist cabins, some of vhioh are of the above-desoribed right-of-way; and
Whereas, the parties hereto have agreed that t he party of the first part will re-
lease all of its -right,, title and interest in -and to the right- of -way as above des-
oribed; and
1hereas, the parties of the second part have agreed that in consideration of the re-
lease of the above -described right -of -way, that they will convey to the party of the
first part another right -of- way in lieu of that above- described, id'lich right-of-
way will be more fully hereinafter described:
Now, Therefore,'for and in consideration of the sum of One ($1.00) Dollar mutually -
paid by the parties hereto, each to the other, said parties, for themselves, their
heirs, executors, administrators, successors and assigns; do hereby contract and a-
gree as follows: ,
1. That the said party of t he S trat part ddea here release and convey to the par-
ties of the second part, their helm And•aasignb, alZ of its right, title and inter-
est in add to the right-of-way as he reinabove fully desoribed, and as not out in a
deed ddbh is duly recorded in Deed Book No: 36, at page 543, in the Office of the
Register of Deeds for Avery County, North Carolina.
2. The said parties of t he'•second•part do hereby bargain, sell and convey unto the
t 1 said party of the first part, its successors and assigns, a perpetual right-of-way
for a road which is fully described as follows:
BEGINNING at a oint 8. 630 E. 109 feet from an iron post at the end of call, in
this deed S. 6$ S. 3428 feat- being the 0' W. corner of The Mead Corporation 500-
acre traoi• and runs o. 25° i5jt W. 66 feet to corner of foundation of tourist camp;
thence*S. �° E. 246 feet to the State:Highway, said roadway to be 20 feet in width
measured -on the Bast aide of the aforesaid bearings of 6. 25-15 W. and s. 60 Be
3. That upon the execution of this agreement~, the parties ofthe second part shall
have the right to olbse the right-of-way formerly owned by TheMead Corporation as
described in a deed which is duly recorded in Dead Book No. 36, at Page 543, in the
Office of the Register of Deeds for .Avery County, Worth Carolina, .and the said party
of the first part, its successors and assigns, shall have the right at any time to
go upon said lands, to construct the road, and t o open, use and maintain it along
the right-of-way as fully described in paragraph 2 hereof.
a� IIN TESTrMONY WABREOF, said parties have heraunto set their hhndd�and seals, on this
the day and year first above written.
THE MEAD CORPORATION
BY: R. II. Sutton (SEAL)
Herbert Buchanan (SEAL)
Bdna Buchanan (SEAL)
f �.
NORTH CAROIS161,
. JACHSON COIIITi'Y.
`m I, W. D. Warren, a Notary Public, of Jackaon Countfft-do bareby certify that R. U.
Sutton, who is 1W. Weed Department of the MHAD CORPORATION, Sylva Division, per-
sonally.appeared before me this day and acknowledged the due execution bj hDm of the
foregoing and attached inktrument for the purposes therein expressed.
Pon l Witness my hand and notarial seal, this the 28th day of April, 1948.
(SEAL) W. D. Warren Notary Public
My Commission expires; May 31, 1949•
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