NC0021547_Engineering Alternatives Analysis_20020129

NPDES DOCW TENT SCANNING COVER SHEET
NC0021547
Franklin WWTP
NPDES Permit:
Document Type:
Permit Issuance
Wasteload Allocation
Authorization to Construct (AtC)
Permit Modification
Complete File
- Historical
Engineering Alternatives (EAA)
Speculative Limits
Instream Assessment
(67b)
Environmental Assessment (EA)
Permit
History
Document Date:
January 29, 2002
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content on the reirerse side

ENGINEERING ALTERNATIVES ANALYSIS
WASTEWATER TREATMENT PLANT EXPANSION
TOWN OF FRANKLIN
MACON COUNTY, NORTH CAROLINA
MICHAEL J. WARESAK, P.E.
PROJECT MANAGER
M. McGill
ASSOCIATES
Engineering • Planning • Finance
Post Office Box 2259
Asheville, North Carolina 28802
JANUARY 2002
98740

PIM
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TABLE OF CONTENTS
SECTION 1
SECTION 2
SECTION 3
SECTION 4
APPENDIX A
APPENDIX B
APPENDIX C
GENERAL INFORMATION
EXISTING WATER AND WASTEWATER FACILITIES
WASTEWATER PROJECTIONS
ALTERNATIVES ANALYSIS
PRESENT VALUE OF COSTS ANALYSIS
SOIL ANALYSIS INFORMATION
NPDES PERMIT AND
FINDING OF NO SIGNIFICANT IMPACT (FONSI)

MOM
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SECTION 1 GENERAL INFORMATION
The Town of Franklin is centrally located in Macon County in southwestern North Carolina.
The region is characterized by steep mountains and broad valleys. Macon County has a current
population of approximately 29,000 persons, while Franklin is home to approximatel) 67,0 4k
residents. The Town owns and operates water and wastewater systems which serve customers
within the Town limits, and in adjacent County areas.
In recent years the Town of Franklin, as well as the adjacent unincorporated area, has seen a
significant increase in residential and commercial development. As a result of this strong
growth, official requests for public water and sewer service have risen dramatically.
The Town of Franklin's Wastewater Treatment Facility currently has an NPDES permit (No.
NC0021547) to discharge ,1.65 MGD into the Tennessee River (see Appendix). The wastewater
treatment plant is located off of State Road 1324, adjacent to the Macon County sanitary landfill.
The plant is currently operating at an average daily flow of approximatelyWOMOD. When the
plant influent reaches 1.32 MGD (80% of the permit limit), the Town is required by State
regulations to submit a plan of action to the State of North Carolina. Due to an exceptionally
high level of development in the area, the growth rate and associated wastewater flows are
expected to increase significantly in the future. As a result, it is estimated that this 80% mark will
be reached within the next few years, and the current plant capacity will be exceeded around the
year,2005. Based on population and flow projections that include future annexations and -
extensions in the 20-year planning period, coupled with the fact the plant regularly experiences
peak flows above 1.65 MGD, it is recommended that the Town increase the treatment facility
capacity by 1.65 MGD to a design capacity and NPDES permit limit of 3.3 MGD. Due to the
extended period of time required to secure funding, prepare design documents and obtain
regulatory approvals, it is recommended that the Town proceed immediately with the process of
expanding the wastewater treatment plant. The Environmental Assessment for the project has
been through the State Clearinghouse for review with respect to the Environmental Policy Act,
and the North Carolina Division of Water Quality has issued a Finding of No Significant Impact
(FONSI). A copy of the FONSI is provided in the Appendix to this report.

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SECTION 2 EXISTING WATER AND WASTEWATER FACILITIES
A. WATER SYSTEM
The Town of Franklin owns and operates a public water supply and distribution system under
Public Water System (PWS identification No 01-57-010. The water system presently provides
service to approximate 2,903 customers, *f which the majority are located within the existing
Town of Franklin's corporate limits.
The existing water treatment plant utilizes Cartoogechaye Creek as a source of raw water.
Cartoogechaye Creek has an average flow of 91.78 MGD. The low flow (7 day-10 year) is 25.59
MGD, with an approximate safe yield of 5.1 MGD (20% of 7Q10). An instream flow study is
currently underway to substantiate the safe yield of Cartoogechaye Creek.
The treatment plant utilizes a conventional treatment process consisting of coagulation,
flocculation, sedimentation and filtration and has a design capacity of 2.0 MGD , Average daily
production in 1998-99 was 1.08 MGD, with a maximum daily demand of 1.62 MGD.
B. WASTEWATER SYSTEM
The Town of Franklin owns and operates a wastewater collection system and treatment plant. A
sanitary sewer system consisting of 6-inch to 30-inch diameter gravity sewer lines serves the
Town of Franklin and the immediate surrounding area. There are approximately twenty-seven
(27) miles of gravity sewer lines in the system. Seven (7) lift stations are presently within the
collection system. The table below shows the existing pump stations and respective capacity,
construction date and general condition of each station. The collection and transmission system
transports the wastewater to the Town's wastewater treatment plant adjacent to the Little
Tennessee River. The wastewater treatment plant, pump stations and existing sewer lines are
shown in Figures 2A and 2B.
4

a., EXISTING WASTEWATER PUMP STATIONS
TOWN OF FRANKLIN
Pump Station
Approximate
Capacity
Approximate
Construction Date
General Condition
C.R. Industries
300 gpm
1980
Fair
Indian Mound
150 gpm
1964 -
Fair
Riverview Street
800 gpm
1964, upgraded 1993
Good
No. 1 (Belden)
425 gpm
1987
Fair
No. 2 (Boyd's
Restaurant)
250 gpm
1987
Fair
No. 3 (Dowdle
Branch)
230 gpm
1989
Fair
No. 4 (Welcome
Center)
230 gpm
1989
Good
The treatment plant is a secondary type treatment facility utilizing the oxidation ditch activated
sludge process. The plant was originally constructed in 1964 at a rated capacity of 750,000 gpd,
and was upgraded in 1993 to the oxidation ditch facility with a rated capacity of 1.65 mgd. The
facility consists of primary screening, biological treatment in an oxidation ditch, secondary
settling, disinfection, and post aeration with effluent discharge to the Little Tennessee River,
under NPDES Permit No. 0021547. The effluent limits are 30 mg/1 for BOD and TSS ; Sludge is
wasted from the oxidation ditch to an aerobic digester for additional treatment and stabilization.
Stabilized sludge from the digester is dewatered on a belt press and the resultant dewatered
sludge is disposed in the Macon County solid waste landfill. The plant is permitted for a flow of
1.65 MGD. Flows during 1998-99 averaged 1.05 MGD. The plant is located east of the Little
Tennessee River just north of the Town. A schematic of the existing wastewater treatment plant
is provided at the end of this section. The table below shows the capacity and condition of the
treatment components at the existing wastewater treatment plant.

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TREATMENT COMPONENT SUMMARY
TOWN OF FRANKLIN WWTP
TREATMENT
COMPONENT
CURRENT CAPACITY
AND CONDITION
PLANNED
IMPROVEMENTS
Rotating Influent Screens (2)
2800 gpm (problem with
freezing)
Relocate to new headworks in
enclosure to prevent freezing
Oxidation Ditch
1.65 mgd (good condition)
Construct additional 1.65 mgd
capacity oxidation ditch
Secondary Clarifiers (2)
1.65 mgd (good condition)
Construct one (1) additional
secondary clarifier with a
treatment capacity of 1.65 mgd
Return Sludge Pumps (2)
500 gpm to 11500 gpm ea.
(good condition)
Construct additional return
sludge pump station
Waste Sludge Pump
200 gpm — 700 gpm (good
condition)
Provide additional waste sludge
pump
Chlorine Contact Basin
1.65 mgd (good condition)
Expand to treat an additional
1.65 mgd
Step Aeration Facility
1.65 mgd (fair, leak in wall)
Expand to treat an additional
1.65 mgd, repair wall leak
Digester
500,000 gallons (poor
condition)
Replace diffusers and blowers,
install additional supematent
and sludge draw off locations,
construct additional 500,000
gallon digester
Belt Filter Press (1)
1 meter (good condition)
Provide additional 1 meter belt
filter press

SECTION 3 WASTEWATER FLOW PROJECTIONS
A. MACON COUNTY POPULATION PROJECTIONS
�. Historical records of population growth in Macon County over the last ten (10) years were
obtained from the North Carolina Office of Budget and Management. That office also provided
�• their projections of population growth for Macon County through the planning period (2021).
Those figures are listed in Table 3 - 1.
Table 3 - 1 Macon County Population Data
Year
Projected Population
% Growth
2001
29,276
-
2006
31,322
7.0
2011
33,368
6.5
2016
35,138
5.3
2021
36,907
5.0 _.
B. TOWN OF FRANKLIN POPULATION PROJECTIONS
Population projections specifically for the Town of Franklin were not available. In reviewing
a, past population growth figures, it is noted that the Town experienced an annual growth rate of
2.6% between 1990 and 1996. However, development of properties in and around the Town is
currently accelerating at an exceptionally high rate. Several significant commercial, institutional
and residential developers have recently received wastewater allocations from the Town, and
other significant allocations are anticipated in the very near future. The wastewater allocations
for these developments total 521,650 gpd, and these developments are expected to occur within
the first five (5) years of the planning period. A listing of these wastewater allocations are
provided in Table 3-2.
In addition to this unprecedented development rate in Franklin, the Town has recently received
significant grant funds to construct a new gravity sewer interceptor along the Little Tennessee
River and Cartoogechaye Creek. The interceptor should be completed within the next two years,

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and it is anticipated that the new sewer interceptor will further increase development of the
service area in the future. Due to these factors, it is estimated that the Town's wastewater
service area will expand at a rate of approximately 4.2% per year, which is higher than the
historical growth rate. Based on this growth rate, Table 3-3 provides population projections for
the Town of Franklin. However, it should be noted that the Town expects to provide sewer
service to a significant number of customers outside the Town limits and Table 3-3 does not
account for those customers outside the current Town limits. Wastewater flow rates for the
future service area for the 20 year planning period are provided later in this Section of the report.,
Table 3 - 2
Wastewater Flow Allocations
Town of Franklin
Development
Vanderwoude Commercial Development
Holt - Dowdle Mountain Road - <
Gem Convention Center - r,en
.. 3cr Ochsener Property (Old Murphy Road) - 44/
South Macon Elementary School - 4.2r.» -CA..-
. , Macon County Housing Project (Addington Bridge Rd) - 5 '
acon Bank — cgyp+ • / 19c 4S �i5o 4)6-
3 mo Mountain Systems -• "� �1�Aov_ig,�59 __.___
ky i 1 -� ���-�
Cornerstone Presbyterian Church =— +/$'J7 '�-'4) 7' 19(°(o ' -`
Great Outdoors RV Park _ -C`D'4"') °U — / !j 0 YO�� `'
-
Trampis Dowdle - Old Murphy Road - /',
Rabbit Creek Park -• 42.2 •
West Macon Elementary Schoolrp;.
Soutwestern Community College -
TOTAL
Wastewater Allocation (gpd)
110,000
g i lr
15,000 -
12,000
21,150.
�ooi 9,000 76'°
11,500
51,500 -
500 ,-coo se
12,000
2,500
10755 139,000=1 760,
10,000 - dot° S*d • v
52,500 a 001- 2004
Table 3 - 3 Town of Franklin Population Projections
Year
*Projected Population
2001
3,670 -.
2006
4,508
2011
5,538
2016
6,803
2021
! 8,35/-
(AL,
* Note: Above population projections do not include customers outside the To
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C. WASTEWATER SERVICE AREA
Since areas in and around the Town will continue to become more heavily populated, increased
'on sewer service will become necessary. The map provided at the end of this section shows the
limits of the future service area. This map was taken from the Water and Sewer Management
Strategy report prepared for the Town in May 2000.
fail The approximate area that receives water and sewer service at present is estimated to be 4,250
acres. The total additional service area for the year 2021 was estimated to be 12,280 acres, or
nearly three (3) times the current service area.
D. INFILTRATION/INFLOW (I/I) ANALYSIS
For the purposes of this report, 90 percent of the water consumption will be assumed to be
rig returned to the sewage collection system. Based on a review of water billing records, water
plant production reports and wastewater treatment plant flows, it is estimated that the total
amount of flow generated by infiltration and inflow (UI) is approximately 31 %. This is based on
reviewing the data for the three consecutive wettest months of the review period, which is
'm' January, February and March of 1999. The table and associated calculations below show the
determination of the infiltration and inflow for the Town of Franklin.
INFILTRATION AND INFLOW (I/I) ESTIMATE
., TOWN OF FRANKLIN, NORTH CAROLINA
rmq
Month
Sewer Flow
(mgd)
Water Production
(mgd)
90% of Water
Production (mgd)
Estimated I/I
(mgd)
January 1999
1.22
0.98
0. 8
0.34
February 1299
132 :.
0.92
0.83 L
I , 0.49 :-;
March 1999
1.15 ``.
0.94
0.85 ,
0.30
Average
1 2 ,/
0.95
0.85
00_
Estimated I/1 = 0.38 mgd / 1.23 mgd = 0.309 = 31%
The existing sewer system has approximately 227 inch -miles of gravity sewer lines. Utilizing
the 380,000 gpd of I/I calculated previously, the estimated I/I in the system equates to

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'approximately 1,674 gpd per inch -mile (gpdim) of sewer line. Based on the guidelines issued by
the North Carolina Division of Water Quality, infiltration greater than 3,000 gpdim is considered
excessive. Therefore, the current amount of I/1 in the Town's sewer system is not considered
excessive. For the purposes of this 201 Facilities Plan Amendmeniit will be assumed that the
Town will achieve a modest decrease in I/I through their maintenance program. Therefor , 28%
I/I will be utilized for wastewater flow projections in this report.
E. CURRENT WASTEWATER FLOW
Table 3-4 provides wastewater flows recorded at the wastewater treatment plant from July 1998
to July 1999.
Table 3-4 Wastewater Treatment Plant Flows
Month WWTP Average Daily Flow (MGD)
July 1998 1.02
August 1998 0.97
September 1998 0.96
October 1998 0.96
November 1998 0.97
December 1998 1.04
January 1999 1.22
February 1999 1.32
March 1999 1.15
April 1999 1.09
May 1999 1.08
June 1999 0.96
July 1999 ' 0.96
Average 1.05
F. WASTEWATER FLOW PROJECTIONS FOR SERVICE AREA
Zoo o po,(-)
As discussed earlier in this Section, the Town of Franklin and its surrounding area is currently
experiencing extremely high development. A listing of wastewater flow allocations for specific
developments is provided in Table 3-2 of this Section. For the purposes of estimating future
wastewater flows, it' has been assumed that the flow allocations listed in Table 3-2 will comprise
the entire increase in wastewater flow during the first five ,(( years of the plarring period. After
the year 2006, it is assumed that wastewater flow will increase at a rate of 4.2% per year through
continued expansion of the service area shown in the map provided at the end of this Section.
10

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Table 3-5 tabulates the projected flows for the future sewer service area for the Town of
Franklin's Wastewater Treatment Plant. Based on historical wastewater treatment plant flows, a
maximum daily flow peaking factor of 1.6 is anticipated. Table 3-5 indicates that the projected
average daily wastewater flow for the 20-year planning period is 3.3 mgd.
PIM
f.' Classification
Residential
Commercial/
Institutional
Industrial
TOTAL
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Table 3-5
Projected Average Daily Wastewater Flows (Gallons per Day)
Town of Franklin Wastewater Treatment Plant
r1J,)
lJ
2001
_336,156
359,283'
+ 55,580;
,050,0
Year ,--
2006
2011/5
474,530
1,015,101
60-0(0K 73,704
1,762,663 2,173,335
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2015
582,911 716,046
1,246,947 1,531,746
2021
90,538 111,217
2,660,396 3,279,009
11

SECTION 4 ALTERNATIVES ANALYSIS
Nine (9) alternatives have been evaluated for addressing the Town's need to increase the
treatment capacity at the wastewater treatment plant. These alternatives are as follows:
1. Expansion of the existing wastewater treatment plant from 1.65 mgd to 3.3 mgd,
with discharge to the Little Tennessee River.
2. Expansion of the existing wastewater treatment plant from 1.65 mgd to 3.3 mgd,
with surface disposal utilizing spray irrigation.
3. Expansion of the existing wastewater treatment plant from 1.65 mgd to 3.3 mgd,
with surface disposal utilizing drip irrigation.-
4. Reuse of treated effluent through utilization as industrial process water or cooling
water.
5. Water Conservation/No Action.
6. Connection to another publicly owned wastewater treatment facility.
7. Connection to a privately owned wastewater treatment facility.
8. Feasibility of utilizing individual subsurface treatment systems.
9. Feasibility of utilizing community subsurface treatment systems.
The Environmental Assessment that has been prepared and approved by NCDWQ for this
project provides a complete environmental assessment of each of the feasible alternatives.
Therefore, this Section will summarize only the cost issues related to each alternative.
ALTERNATIVE NO. 1 — EXPAND WWTP AND DISCHARGE TO RIVER
The proposed expansion to the wastewater treatment plant includes an influent pump station,
relocation of the existing influent screens, a one million gallon aerated flow equalization basin,
an additional 1.65 mgd rated oxidation ditch? one (1) additional secondary clarifier and return
sludge pump station, expansions to the chlorine contact basin and step aeration facility,
installation of a 1.0 meter belt filter press inside the existing belt filter press room, a 500,000
gallon aerobic digester, and an emergency generator. A schematic showing the proposed
improvements is provided at the end of this Section. The total project cost estimate for
12

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Alternative No. 1 is $4,702,100. A detailed project cost estimate is provided at the end of this
section.
ALTERNATIVE NO. 2 — EXPAND WWTP AND DISCHARGE BY SPRAY
IRRIGATION
Alternative No. 2 includes the expansion of the existing WWTP by 1.65 mgd, an effluent pump
station to pump 1.65 mgd of treated effluent to the surface discharge fields, a spray irrigation
:Dun) h I i7 u, rn 30 or ux,..te r b cJ an U.�system complete with sprinklers, and a �1(25 million gallons) storage facility for wet and
freezing weather storage. Based on the soil analysis included in Appendix B of this report, the
best case hydraulic loading rate for the soils in this area is 0.10 gpd/sf. Therefore, it is estimated
that 380 acres of effective area will be needed for the spray irrigation field. Taking into
consideration setbacks and land for the storage facility, it is estimated that approximately 450
acres of land would need to be purchased for this alternative. The total project cost estimate for
Alternative No. 2 is 19,706,390. A detailed project cost estimate is provided at the end of this
Section.
ALTERNATIVE NO. 3 - EXPAND WWTP AND DISCHARGE BY DRIP IRRIGATION
Alternative No. 3 includes the expansion of the existing WWTP by 1.65 mgd, an effluent pump
station to pump 1.65 mgd of treated effluent to the surface discharge fields, a drip irrigation
system, and a 15-day (25 million gallons) storage facility for wet and freezing weather storage.
Based on the soil analysis included in Appendix B of this report, the best case hydraulic loading
rate for the soils in this area is 0.10 gpd/sf. Therefore, it is estimated that 380 acres of effective
area will be needed for the drip irrigation field. Taking into consideration setbacks and land for
the storage facility, it is estimated that approximately 450 acres of land would need to be
purchased for this alternative. The total project cost estimate for Alternative No. 3 is
$25,048,600. A detailed project cost estimate is provided at the end of this Section.
13

ALTERNATIVE NO. 4 — REUSE (INDUSTRIAL PROCESS OR COOLING WATER)
There are no known significant needs for industrial process or cooling water that could receive
treated effluent for these types of uses. Therefore, the disposal by effluent by reuse will not be
evaluated further.
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ALTERNATIVE NO. 5 — WATER CONSERVATION / NO ACTION
There are no capital costs associated with Alternative No. 5. The Town currently promotes
water conservation on an as -needed basis to preserve water supplies. Although increased water
conservation may slightly decrease wastewater flows, it is not practical to expect water
conservation measures to eliminate the need to expand the wastewater treatment plant. A
decrease in wastewater flow of 5% due to water conservation would decrease the 20-year
projected wastewater flow to only approximately 3.1 MGD. Therefore, water conservation alone
is not a feasible solution to meet the Town's projected wastewater needs.
Since Alternative No. 5 does not meet the Town's projected wastewater needs, it will be
eliminated as a potential alternative and will not be further evaluated in this Section.
ALTERNATIVE NO. 6 — CONNECTION TO A PUBLICLY OWNED WWTP
There are no other publicly owned wastewater treatment facilities within a five (5) mile radius of
the Franklin WWTP. This is not a feasible alternative and, therefore, will not be evaluated
further.
ALTERNATIVE NO. 7— CONNECTION TO A PRIVATELY OWNED WWTP
There are no privately owned wastewater treatment facilities that have sufficient reserve capacity
to receive the additional 1.65 MGD of wastewater to be generated in the planning period.
Therefore, this alternative will not be evaluated further.
ALTERNATIVE NO. 8 — FEASIBILITY OF INDIVIDUAL SUBSURFACE SYSTEMS
A large portion of the projected wastewater for the planning period is commercial, institutional
and industrial. Due to the relatively large wastewater flows typically generated by these types of

facilities, individual on -site subsurface systems are generally not feasible due to soil percolation
limitations, lack of available land and wastewater characteristics. With respect to the residential
development, individual subsurface systems may be feasible, depending on the locations, soil
types and availability of land. However, since this alternative is not capable of treating large
and/or high strength commercial, institutional and industrial wastewater flows, this alternative
will not be evaluated further.
ALTERNATIVE NO. 9 - FEASIBILITY OF COMMUNITY SUBSURFACE SYSTEMS
A large portion of the projected wastewater for the planning period is commercial, institutional
and industrial. Due to the relatively large wastewater flows typically generated by these types of
facilities, on -site subsurface systems are generally not feasible due to soil percolation limitations,
lack of available land and wastewater characteristics. With respect to the residential
development, community subsurface systems may be feasible, depending on the locations, soil
types and availability of land. However, since this alternative is not capable of treating large
and/or high strength commercial, institutional and industrial wastewater flows, this alternative
will not be evaluated further.
CONCLUSIONS
Based on the results of the Alternatives Analysis, the alternative with the lowest capital cost is
Alternative No.1, which includes expansion of the existing wastewater treatment plant to 3.3
MGD, with discharge to the Little Tennessee River. The present value cost analysis included in
Appendix A also concludes that this alternative is the most cost effective option available to the
Town of Franklin. The Environmental Assessment that was prepared previously and approved
by the North Carolina Division of Water Quality also recommended this alternative and
concluded that this alternative would have no significant impact on the environment (see FONSI
issued by NCDWQ in Appendix C). Therefore, it is recommended that the Town of Franklin
proceed with the design, permitting and construction of an expansion to the wastewater treatment
plant for a treatment capacity of 3.3 MGD.
15

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TOWN OF FRANKLIN
WASTEWATER TREATMENT PLANT EXPANSION AND RIVER DISCHARGE
PRELIMINARY COST ESTIMATE - ALTERNATIVE NO. 1
Item
Description
TOTAL
1
SITEWORK
$50,000 —
2
ADDITIONAL INFLUENT PUMP STATION
$160,000'
3
YARD PIPING
$250,000 _
4
UPGRADE EXISTING INFLUENT PUMPS
$40,000
5
RELOCATE EXISTING SCREENS TO COVERED AREA
$56,000
6
GRIT REMOVAL FACILITY
$230,000
7
SITEWORK AND ACCESS ROAD FOR NEW HEADWORKS
t $15,000 -
8
1 MG AERATED FLOW EQUALIZATION BASIN
$380,000 _
9
OXIDATION DITCH
$1,100,000 -,
10
ONE SECONDARY CLARIFIER
$400,000
11
RETURN SLUDGE PUMP STATION
$160,000
12
CHLORINE CONTACT BASIN ADDITION
$30,000
13
STEP AERATION ADDITION
$30,000
14
1.0 METER BELT FILTER PRESS AND ACCESSORIES
$250,000
15
500,000 GALLON DIGESTER
$260,000 . ,
16
UPGRADE EXISTING DIGESTER
$125,000
17
EMERGENCY GENERATOR
$120,000
18
ELECTRICAL
$300,000
TOTAL CONSTRUCTION COST
$3,956,000
Contingencies
$395,600
Engineering Design
$245,300
Construction Inspection and Contract Administration
$75,200
Legal/Administrative/Easements
$30,000
TOTAL PROJECT COST
$4�702,100

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TOWN OF FRANKLIN
WASTEWATER TREATMENT PLANT EXPANSION AND SPRAY IRRIGATION
PRELIMINARY COST ESTIMATE - ALTERNATIVE NO. 2
Item
Description _
TOTAL COST
1
SITEWORK
$50,000
2
ADDITIONAL INFLUENT PUMP STATION
$160,000
3
YARD PIPING
$250,000
4
UPGRADE EXISTING INFLUENT PUMPS
$40,000
5
RELOCATE EXISTING SCREENS TO COVERED AREA
$56,000
6
GRIT REMOVAL FACILITY
$230,000
7
SITEWORK AND ACCESS ROAD FOR NEW HEADWORKS
$15,000
8
1 MG AERATED FLOW EQUALIZATION BASIN
$380,000
9
OXIDATION DITCH
$1,100,000
10
ONE SECONDARY CLARIFIER
$400,000
11
RETURN SLUDGE PUMP STATION
$160,000
12
CHLORINE CONTACT BASIN ADDITION
$30,000
13
STEP AERATION ADDITION
$30,000L------'
14
1.0 METER BELT FILTER PRESS AND ACCESSORIES
$250,000
15
500,000 GALLON DIGESTER
$260,000
16
UPGRADE EXISTING DIGESTER
$125,000
17
EMERGENCY GENERATOR
$120,000
18
ELECTRICAL
$300,000
19
STEP AERATION ADDITION_. �---
$30,000 ------
20
SPRAY IRRIGAPON PIPING - 336,200 LF ® $S/LF \)
$260,000 \
21
SPRINKLER HEADS.820 @ $50 EA _._._ - '
$41,000 j
22
15 DAY STORAGE FACILITY (25 MG)
$10,000,000 "
23
TRANSFER PUMP STATION AND PIPING TO SPRAY FIELDS
$500,000
TOTAL CONSTRUCTION COST.
$14787,000
Contingencies
$1,478,700
Engineering Design
$840,690
Construction Inspection and Contract Administration
$250,000
>450 acres for drip irrigation @ $5,000/acre =�
, $2,250,000
c- Legal/Administrative/Easements
$100,000
TOTAL PROJECT COST :
I
$19706,390
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TOWN OF FRANKLIN
WASTEWATER TREATMENT PLANT EXPANSION AND DRIP IRRIGATION
PRELINIINARY COST ESTIMATE - ALTERNATIVE NO. 3
Item
Description
TOTAL COST
1
SITEWORK
$50,000
2
ADDITIONAL INFLUENT PUMP STATION
$160,000
3
YARD PIPING
$250,000
4
UPGRADE EXISTING INFLUENT PUMPS
$40,000
5
RELOCATE EXISTING SCREENS TO COVERED AREA
$56,000
6
GRIT REMOVAL FACILITY
. $230,000
7
SITEWORK AND ACCESS ROAD FOR NEW HEADWORKS
$15,000
8
1 MG AERATED FLOW EQUALIZATION BASIN
$380,000
9
OXIDATION DITCH
$1,100,000
10
ONE SECONDARY CLARIFIER
$400,000
11
RETURN SLUDGE PUMP STATION
$160,000
12
CHLORINE CONTACT BASIN ADDITION
$30,000
13
STEP AERATION ADDITION
$30,000
14
1.0 METER BELT FILTER PRESS AND ACCESSORIES
$250,000
15
500,000 GALLON DIGESTER
$260,000
16
UPGRADE EXISTING DIGESTER
$125,000
17
EMERGENCY GENERATOR
$120,000
18
ELECTRICAL
$300,000
19
STEP AERATION ADDITION
$30,000
20
DRIP IRRIGATION SYSTE?v( $3/GALLON—)
$4,950,000
21
15 DAY STORAGE FACILITY (25 MG)
$10,000,000
22
TRANSFER PUMP STATION AND PIPING TO DISPOSAL FIELDS
$500,000
TOTAL CONSTRUCTION COST
$19,436,000
Contingencies
$1,943,600
Engineering Design
$1,069,000
Construction Inspection and Contract Administration
$250,000
$2,250,000
4 0 et* for drip irrigation @ $5,000/acre ✓
Legal/Administrative/Easements
$100,000
TOTAL PROJECT COST '
$25,048,600
gab

OFFICE
FILTER/
ROOF
•r
�v
J
SCALE 1 ■ 150'
C
\ ����
�`� \N1
SLUDGE HOLDING
TANK
(((
•
FIGURE 2
EXISTING WASTEWATER TREATMENT PLANT
TOWN OF FRANKLIN
ASSOCIATES3
ENGINEERING• PLANNING• FINANCE
Gill

PROPOSED
ADDITION TO CHLORINE
CONTACT BASIN AND
STEP AERATION
PROPOSED
DISCHARGE LINE
k,
±1
SCALE T. 150'
PROPOSED
1 MG FLOW EQUALIZATION BASIN
PROPOSED
SCREENING AND GRIT REMOVAL
FACLITY
WASTEWATER TREATMENT PLANT EXPANSION
TOWN OF FRANKLIN
McGill
ASSOC I A TES
ENGINEERING • PLANNING. FINANCE

PUMP
STATION
(TYP.)
RECOMMENDED
SEWER IMPROVEMENTS
TOWN OF FRANKLIN
MACON COUNTY, NORTH CAROLINA
McGill
ASSOCIATES
ENGINEERING • PLANNING • FINANCE
55 BROAD ST. • ASHEVILLE, NC • [phone]

LEGEND
S-1 WEST FRANKLIN 30" TRUNK SEWER
S-2 LBJ JOB CORPS SEWER
S-2A INDUSTRIAL PARK PUMP STATION REHABILITATION
S-3 BAIRD COVE ANNEXATION AREA
S-4A TOWN MOUNTAIN ESTATES SEWER-KINGSWOOD
S-4B TOWN MOUNTAIN ESTATES SEWER -LAMPLIGHTER
S-4C TOWN MOUNTAIN ESTATES SEWER-GREENBRIAR
S-4D TOWN MOUNTAIN ESTATES SEWER-FOXFIRE, SKYLARK, STARFIRE
S-5 WASTEWATER TREATMENT PLANT EXPANSION TO 3.3 MGD
S-5A WASTEWATER TREATMENT PLANT EXPANSION TO 4.0 MGD
S-6 LITTLE TENNESSEE RIVER TRUNK SEWER
S-7A PALMER STREET SEWER LINE REPLACEMENT
S-7B ULCO DRIVE AND LAKESIDE DRIVE SEWER LINE REPLACEMENT
S-8 HOLLY SPRINGS SEWER
S-9 US 441 NORTH SEWER -PHASE 1
S-10 NC 28 NORTH SEWER LINE EXTENSION
S-11 AIRPORT SEWER LINE EXTENSION
S-12 CARTOOGECHAYE CREEK SEWER LINE EXTENSION
S-13A MACON COUNTY MIDDLE SCHOOL SEWER
S-13B CULLASAJA ELEMENTARY SCHOOL SEWER
S-14 US 441 SOUTH/OTTO SEWER
S-15 FOX RIDGE SEWER IMPROVEMENTS
TO LBJ JOB
CORP CENTER
•
6•F.M.
AIRPORT
MATCH LINE
FRA
MATCH TO , FIGURE 4B
RECOMMENDED
SEWER IMPROVEMENTS
TOWN OF FRANKLIN
MACON COUNTY, NORTH CAROLINA
= 3500'
ASSOCIATESeGill
ENGINEERING • PLANNING • FINANCE
55 BROAD ST. • ASHEVILLE, NC • [phone]

PUMP
STATION
(TYP.)
EXISTING SEWER SYSTEM
TOWN OF FRANKLIN
MACON COUNTY, NORTH CAROLINA
FIGURE 2B
McGill
ASSOCIATES
ENGINEERING • PLANNING •FINANCE
55 BROAD ST. • ASHEVILLE, NC • [phone]

SCALE: 1 " = 3500'
,
FRA
EXISTING SEWER SYSTEM •
TOWN OF FRANKLIN
MACON COUNTY, NORTH CAROLINA
FIGURE 2A
McGill
ASSOCIATES
ENGINEERING • PLANNING • FINANCE
55 BROAD ST. • ASHEVILLE, NC • [phone]

PRESENT VALUE ANALYSIS SUMMARY
A present value cost analysis was performed for Alternatives No. 1, 2 and 3. The analysis is
based on an estimated annual operation and maintenance cost of $747,800 at the wastewater
treatment plant, and $19,000 annual operation and maintenance cost for the spray and drip
irrigation facilities. Utilizing a discount rate of 7.125% over the 20-year planning period, the 20-
year present value for Alternative No. 1 is $12,548,000, the 20-year present value for
Alternative No. 2 is $27,751,600, and the 20-year present value for Alternative No. 3 is
$33,093,810.. A detailed present value analysis breakdown and a detailed operation and
maintenance cost estimate is provided on the following pages.
17

err
Owl
Psi
GIMP
PRESENT VALUE CALCULATIONS
DESCRIPTION
1
ALTERNATIVE 2
EXPANSION AND
SPRAY IRRIGATION
ALTERNATIVE
EXPANSION
ONLY
ALTERNATIVE 3
EXPANSION AND
DRIP IRRIGATION
Capital Cost
$4,702,100
-
$19,706,390
$25,048,600
Annual Operating Cost
$747,800
$766,800
$766,800
20-year Present Value
$12,548,000
/
$r,751,600
'
=
- $3,093,810
Notes:
1. Present value calculations based on a 20-year period and a discount rate of 7.125%.
2. Annual operating cost for the wastewater treatment plant is based on the operating budget
for the 1999-00 fiscal year and an estimated amount of $213,657.00 increase in O&M
costs once the improvements are constructed. See the following page for calculations of
`°" °' the estimated O&M costs.
PR
lar
3. Annual operating cost for the spray and drip irrigation facilities includes the wastewater \
treatment plant O&M cost plus the O&M cost for the spray or drip irrigation facility.
O&M cost for the spray and drip irrigation facilities based on an electrical cost of $0.08
per kilowatt-hour, a maintenance cost of $411 /mile (EPA cost data), for a total operating i
and maintenance cost of $19,000 per year.
- 18

A�1
Pot
IWO
omg
Fetl
Ian
Y'1- Jy +j?=3i r.:e • 13a�j{j� x Ii.�i��wa((�/� ,1Miti� Sr[�]� tt �• V �J.,]
�.� �+ � � ,,� T Yr.' ?T. kR,'1{.5.��� f.e►'S'��i!�. �• � '.-:'71
r
't off t.of -ma k I �Se
r� I_r,. ers0"
..i r. h/ 1 t t S J
. a � . _, �� .
%h • • t 1..��C.
'er ...'sY•,
� ti
;.. [ _ ,. }e ndMait�e.nances�:os.s
N rations
:�-i S
t
t_- i - '. �.. �.h�.„. .. er•�r•ot � n..rs .�. -• .e .•�wa•
tr `�-' - R
ar • v:..t„�. .r.n..�vr..-
Current Yearly*k
r
• V .G'-v3'�.
.Cos a01 65�MGD
r
fEsfim�afedYearl
lf- --IF+ �• �i17�Gi
Costf=at 3l3. GD:
-� ,. -
�
-L"tl{'(�'.�41 Mr: 7 .ram '' �L� �R
"4-•-a, :"
t ;fit . -• y� �C. t ►- %YTtRF #:rT ate . . s � :AK44it - .
41
Descrip ion... t
t .�r 4�"•,,,++
_. .
Salaries and Wages
$246,597.00
$345,235.80 .
FICA
$18,864.50
$26,410.30
Group Insurance
$18,950.00
$26,530.00
Retirement
$12,231.00
$17,123.40
OSHA
$3,500.00
$4,900.00 ,
Bonds and Insurance
$17,500.00
$24,500.00
Utilities
$62,500.00
$87,500.00 .
Equipment Maintenance
$21,000.00
$29,400.00
Vehicle Maintenance
$7,500.00
$10,500.00
Departmental Supplies
$50,000.00
$70,000.00
Pipes,: Meters and Fittings.
$35,000.00
$49,000.00
Uniforms
$5,500.00
$7,700.00
State Sales Tax
$7,000.00.
_
$9,800.00
County Sales Tax
$3,500.00
$4,900.00
Contracted Services
$12,500.0.0
$17,500.00
Professional Fees
$8,000.00
$11,200.00
Miscellaneous
$4,000.00
$5,600.00
Eo MtraQperatior" ail.MalQte, a c E cp diti3 es Ing$53 T42'50
EA$T47 7,999 '5Q
Current Annual 0 & M Costs are based on the Town's 1999-00 budget

Put
a■a
PEII
SOIL ANALYSIS INFORMATION
In accordance with NCDWQ published guidelines for evaluation of disposal alternatives, County
soil maps may be utilized to estimate a best -case loading rate. According to the mapping
provided in the "Soil Survey of Macon County, North Carolina", prepared by the United States
Department of Agriculture, the soils in the vicinity of the wastewater treatment plant are
primarily classified as Evard-Cowee-Saunook (Type 3) and Hayesville-Braddock (Type 2).
Evard Series soils, as described in the Macon County soil survey, are typically "very deep, well
drained, moderately permeable soils". Hayesville soils are described in the Macon County soil
report as soils that are "on ridgetops and side slopes in the uplands. Typically, the surface layer
is reddish brown clay loam. The subsoil is red clay, clay loam, and loam. The underlying
material is multicolored saprolite that has a texture of loam." Braddock soils are described in the
Macon County soil report as soils that "are on ridgetops and side slopes on high stream terraces.
Typically, the surface layer is reddish brown clay loam. The underlying material is multicolored
loam. " These soil characteristics are fairly typical for western North Carolina.
Based on conversations with soil scientists with experience in the region, the best -case hydraulic
to ding_rate for these types of soils for both spray and drip irrigation disposal systems is 0.10 gpd
per square foot
Copies of information and maps from the "Soil Survey of Macon County" published by the
United States Department of Agriculture are provided at the end of this Appendix for reference.
A present value cost analysis for spray and drip irrigation disposal alternatives is provided in
Appendix A.
20

Iacon County, North Carolina 167
poi The C horizon has hue of 7.5YR or 10YR, value of 4
6, and chroma of 3 to 8 within a depth of 40 inches.
It has hue of 7.5YR or 10YR, value of 4 to 7, and
"iroma of 1 to 6 below a depth of 40 inches. It is
cminantly sand, loamy sand, or loamy fine sand. In
some pedons, however, it has thin strata of sandy loam,
*lam, or silt loam. The total thickness of the strata is
:ss than 6 inches within a depth of 40 inches. In some
pedons the part of the C horizon below a depth of 40
fiches consists of cobbles and gravel stratified with
andy and loamy sediments.
,, raddock Series
The Braddock series consists of very deep, well
drained, moderately permeable soils. These soils
'+rmed in old alluvium on high stream terraces.
levation ranges from about 1,900 to 2,500 feet. Slopes
range from 2 to 30 percent. The soils are clayey, mixed,
gesic Typic Hapludults.
Braddock soils are associated with Dillsboro,
1ayesville, and Saunook soils. Dillsboro soils have a
browner subsoil than that of the Braddock soils.
ayesville soils formed in residuum and have a C
)rizon of saprolite. Saunook soils are fine -loamy.
Dillsboro soils are in depressions. Hayesville soils are in
(areas where the landscape breaks sharply. Saunook
)ils are in drainageways.
Typical pedon of Braddock clay loam, 8 to 15 percent
,opes, eroded; about 1.0 mile west of the intersection
U.S. Highways 441 and 64 on U.S. Highway 64,
uJout 1.1 miles south on Secondary Road 1153 to
Secondary Road 1148, about 600 feet north of the
"4 tersection, in a hay field (State plane coordinates
39,100 feet N., 680,600 feet E.):
40-0 to 11 inches; reddish brown (5YR 4/4) clay loam;
weak medium granular structure; friable; many fine
roots; few fine flakes of mica; about 10 percent
gravel; moderately acid; clear smooth boundary.
:1-11 to 21 inches; red (2.5YR 4/8) clay; moderate
fine and medium subangular blocky structure; firm;
common distinct clay films on faces of peds; sticky
" and slightly plastic; few fine roots; few fine flakes of
mica; moderately acid; gradual wavy boundary.
Bt2-21 to 31 inches; red (2.5YR 4/6) clay; moderate
yogi fine subangular blocky structure; friable; common
distinct clay films on faces of peds; slightly sticky
and slightly plastic; few fine flakes of mica; very
strongly acid; gradual wavy boundary.
3-31 to 43 inches; red (2.5YR 4/6) clay; moderate
medium subangular blocky structure; friable; few
distinct clay films on faces of peds; slightly sticky
" and slightly plastic; few manganese stains; few fine
flakes of mica; very strongly acid; gradual wavy
boundary.
BC-43 to 57 inches; red (2.5YR 4/8) clay loam;
common medium distinct strong brown (7.5YR 5/8)
mottles; weak medium subangular blocky structure;
friable; common manganese stains; common fine
flakes of mica; very strongly acid; gradual wavy
boundary.
C-57 to 60 inches; multicolored loam; massive; very
friable; common fine flakes of mica; very strongly
acid.
The thickness of the solum ranges from 40 to more
than 60 inches. Generally, reaction is very strongly acid
or strongly acid, except where the surface layer has
been limed. In some pedons that have been limed in
the past, however, the A horizon and the upper part of
the Bt horizon range from moderately acid to neutral.
The number of mica flakes is few or common. The
content of water -rounded gravel and cobbles ranges
from 0 to 35 percent in the A and B horizons and is as
much as 60 percent in the C horizon. The rock
fragments are dominantly cobbles. Some of the
fragments, however, are gravel or stones.
The Ap or A horizon has hue of 5YR or 7.5YR, value
of 4 or 5, and chroma of 3 to 6.
The Bt horizon dominantly has hue of 1 OR or 2.5YR,
value of 3 to 5, and chroma of 6 to 8. In some pedons,
however, it has subhorizons with hue of 5YR. The
number of mottles in the shades of yellow or brown
ranges from none to common. The texture is clay loam
or clay in the fine -earth fraction.
The BC horizon has hue of 1 OR or 2.5YR, value of 3
to 5, and chroma of 6 to 8. In many pedons it is mottled
or streaked in shades of red, yellow, or brown. It is
sandy clay loam, clay loam, or loam in. the fine -earth
fraction.
The C horizon has hue of 1 OR or 2.5YR, value of 3
to 5, and chroma of 6 to 8 or is multicolored. It is sandy
loam, fine sandy loam, or loam in the fine -earth fraction.
Brasstown Series
The Brasstown series consists of deep, well drained,
moderately permeable soils. These soils formed in
material weathered from metasedimentary rock, such as
phyllite, slate, and metasandstone. They are on low
mountains. Elevation ranges from about 1,900 to 3,500
feet. Slopes range from 8 to 95 percent. The soils are
fine -loamy, mixed, mesic Typic Hapludults.
Brasstown soils are associated with Junaluska,
Santeetlah, and Spivey soils. Junaluska soils are
moderately deep. Santeetlah and Spivey soils formed in
colluvium and have an umbric epipedon. Also, Spivey
soils are loamy -skeletal. Junaluska soils are on the

fr
Macon County, North Carolina 173
sandy loam, or loam in the fine -earth fraction.
The C horizon is multicolored saprolite. It is loamy
sand, sandy loam, or fine sandy loam in the fine -earth
fraction.
The Cr horizon is multicolored, weathered, high-
grade, metamorphic or igneous, felsic to mafic
crystalline bedrock, such as mica gneiss, hornblende
gneiss, and granite. It is partially consolidated but can
be dug with difficulty with a spade.
The R layer, if it occurs, is hard bedrock, such as
mica gneiss, hornblende gneiss, and granite.
Cleveland Series
The Cleveland series consists of shallow, somewhat
excessively drained, moderately rapidly permeable
soils. These soils formed in material weathered from
high-grade, metamorphic or igneous, felsic to mafic
crystalline rocks, such as mica gneiss, hornblende
gneiss, and granite. They are on intermediate
mountains. Elevation ranges from about 3,500 to 4,800
feet. Slopes range from 15 to 95 percent. The soils are
loamy, mixed, mesic Lithic Dystrochrepts.
Cleveland soils are associated with Chestnut,
Cullasaja, and Plott soils. Chestnut soils are moderately
deep. Cullasaja and Plott soils have an umbric
epipedon. Also, Cullasaja soils are loamy -skeletal.
Chestnut soils are on the lower part of side slopes and
in areas where the landscape breaks less sharply.
Cullasaja soils are in coves, in drainageways, and on
toe slopes. Plott soils are on north- to east -facing
slopes.
Typical pedon of Cleveland sandy loam, in an area of
Cleveland -Chestnut -Rock outcrop complex, windswept,
15 to 30 percent slopes; on Whiteside Mountain; east of
Highlands on U.S. Highway 64 to Secondary Road
1600, south on Secondary Road 1600 to the U.S.
Forest Service parking lot at Whiteside Mountain, about
600 feet south on a trail to Whiteside Mountain, 40 feet
east of the trail (State plane coordinates 509,400 feet
N., 760,800 feet E.):
Oi-2 inches to 0; partially decomposed leaves, twigs,
roots, and other deciduous plant material.
A-0 to 5 inches; black (10YR 2/1) sandy loam; weak
fine and medium granular structure; very friable;
many fine to coarse roots; about 5 percent gravel
and 5 percent cobbles; few fine flakes of mica;
moderately acid; clear wavy boundary.
Bw1-5 to 9 inches; dark yellowish brown (10YR 4/6)
loam; weak medium subangular blocky structure;
very friable; common medium and coarse roots;
about 10 percent gravel and 5 percent cobbles; few
fine flakes of mica; strongly acid; clear wavy
boundary.
Bw2-9 to 17 inches; yellowish brown (10YR 5/8) loam;
weak medium subangular blocky structure; very
friable; common medium and coarse roots; about 10
percent gravel and 5 percent cobbles; few fine
flakes of mica; strongly acid; abrupt wavy boundary.
R-17 inches; hard granite bedrock.
The thickness of the solum ranges from 10 to 19
inches. The depth to hard bedrock ranges from 10 to 20
inches. Reaction ranges from very strongly acid to
moderately acid. The number of mica flakes is few or
common. The content of rock fragments ranges from 0
to 35 percent. The rock fragments are dominantly gravel
and cobbles.
The A horizon has hue of 10YR, value of 2 to 4, and
chroma of 1 to 4. Where value is 2 or 3 and chroma is
1 to 3, the horizon is less than 7 inches thick.
The Bw horizon has hue of 7.5YR or 10YR, value of
4 to 6, and chroma of 4 to 8. It is sandy loam, fine
sandy loam, or loam in the fine -earth fraction.
The Cr horizon, if it occurs, is multicolored,
weathered, partially consolidated bedrock. It can be dug
with difficulty with a spade.
The R layer is hard, high-grade, metamorphic or
igneous, felsic to mafic crystalline bedrock, such as
mica gneiss, hornblende gneiss, and granite.
Cowee Series
The Cowee series consists of moderately deep, well
drained, moderately permeable soils (fig. 9). These soils
formed in material weathered from high-grade,
metamorphic or igneous, felsic to mafic crystalline
rocks, such as mica gneiss, hornblende gneiss, and
granite. They are on low mountains. Elevation ranges
from about 2,000 to 3,500 feet. Slopes range from 2 to
95 percent. The soils are fine -loamy, mixed, mesic
Typic Hapludults.
Cowee soils are associated with Evard, Saunook,
and Trimont soils. Evard, Saunook, and Trimont soils
are very deep. Also, Saunook and Trimont soils have a
thicker dark epipedon than that of the Cowee soils.
Evard soils are on the lower part of side slopes and in
areas where the landscape breaks less sharply.
Saunook soils formed in colluvium. They are in coves,
in drainageways, and on toe slopes. Trimont soils are
on north- to east -facing slopes.
Typical pedon of Cowee sandy loam, in an area of
Evard-Cowee complex, 50 to 95 percent slopes; along
Brown Creek; northeast of Franklin on U.S. Highway
441 to Secondary Road 1500, east on Secondary Road
1500 to U.S. Forest Service Road at Brown Creek, east
0.6 mile on U.S. Forest Service Road, north about 200
feet upslope of the road (State plane coordinates
568,400 feet N., 712,600 feet E.):

174 Soil Survey
Oi-2 inches to 0; partially decomposed leaves, twigs,
roots, and other deciduous plant material.
A-0 to 10 inches; brown (7.5YR 4/4) sandy loam;
moderate fine and medium granular structure;
friable; many fine to coarse roots; about 5 percent
gravel and 5 percent cobbles; few fine flakes of
mica; strongly acid; clear smooth boundary.
Bt-10 to 27 inches; red (2.5YR 4/8) clay loam;
moderate medium subangular blocky structure; firm;
few faint clay films on faces of peds; common
medium and coarse roots; about 10 percent gravel;
few fine flakes of mica; strongly acid; clear wavy
boundary.
C-27 to 38 inches; multicolored gravelly sandy loam
that weathered from saprolite; massive; friable; few
medium and coarse roots; about 10 percent gravel
and 5 percent cobbles; common fine flakes of mica;
strongly acid; clear wavy boundary.
Cr-38 to 45 inches; multicolored, weathered, fractured
gneiss; partially consolidated but can be dug with
difficulty with a spade; few thin seams of red (2.5YR
4/8) loamy material in cracks between rocks.
The thickness of the solum ranges from 15 to 39
inches. The depth to weathered bedrock ranges from 20
to 40 inches. The depth to hard bedrock is more than
40 inches. Reaction ranges from very strongly acid to
moderately acid. The number of mica flakes is few or
common. The content of rock fragments ranges from 0
to 35 percent. The rock fragments are dominantly gravel
and cobbles.
The A horizon has hue of 5YR to 10YR, value of 3 to
5, and chroma of 3 to 6. Where value and chroma are
3, the horizon is less than 7 inches thick.
The BA horizon, if it occurs, has hue of 5YR or
7.5YR, value of 4 to 6, and chroma of 4 to 8. It is sandy
loam, fine sandy loam, or loam in the fine -earth fraction.
The Bt horizon has hue of 2.5YR to 7.5YR, value of
4 to 6, and chroma of 4 to 8. It is loam, sandy clay
loam, or clay loam in the fine -earth fraction.
The BC horizon, if it occurs, hue of 2.5YR to 7.5YR,
value of 4 to 6, and chroma of 4 to 8. It is sandy loam,
fine sandy loam, or loam in the fine -earth fraction.
The C horizon, if it occurs, is multicolored saprolite. It
is sandy loam or fine sandy loam in the fine -earth
fraction.
The Cr horizon is multicolored, weathered, high-
grade, metamorphic or igneous, felsic to mafic
crystalline bedrock, such as mica gneiss, hornblende
gneiss, and granite. It is partially consolidated but can
be dug with difficulty with a spade.
The R layer, if it occurs, is hard bedrock, commonly
mica gneiss, hornblende gneiss, or granite.
Craggey Series
The Craggey series consists of shallow, somewhat
excessively drained, moderately rapidly permeable
soils. These soils formed in material weathered from
high-grade, metamorphic or igneous, felsic to mafic
crystalline rock, such as mica gneiss, hornblende
gneiss, and granite. They are on high mountains.
Elevation is generally more than 4,800 feet. Slopes
range from 15 to 50 percent. The soils are loamy,
mixed, frigid Lithic Haplumbrepts.
Craggey soils are associated with Burton, Cullasaja,
and Wayah soils. Burton soils are'moderately deep.
Cullasaja soils are mesic, are loamy -skeletal, and
formed in colluvium. Cullasaja and Wayah soils are very
deep. Burton soils are in the center of the mapped
areas and away from areas of rock outcrop. Cullasaja
soils are at the head of drainageways and on toe
slopes. Wayah soils are in saddles and in the less
sloping areas.
Typical pedon of Craggey cobbly sandy loam, in an
area of Burton-Craggey-Rock outcrop complex,
windswept, 15 to 30 percent slopes, stony; on Wayah
Bald; about 150 feet west of the parking lot at the end
of U.S. Forest Service Road 69 (State plane
coordinates 549,500 feet N., 636,200 feet E.):
Oi-2 inches to 0; partially decomposed leaves, twigs,
roots, and other deciduous plant material.
A1-0 to 8 inches; black (10YR 2/1) cobbly sandy loam;
weak fine and medium granular structure; very
friable; many fine to coarse roots; about 5 percent
gravel, 10 percent cobbles, and 5 percent stones;
few fine flakes of mica; very strongly acid; clear
smooth boundary.
A2-8 to 11 inches; very dark grayish brown (10YR 3/2)
cobbly sandy loam; weak fine and medium granular
structure; very friable; common fine and few
medium and coarse roots; about 5 percent gravel
and 10 percent cobbles; few fine flakes of mica;
strongly acid; clear smooth boundary.
Bw-11 to 17 inches; dark yellowish brown (10YR 4/4)
cobbly sandy loam; weak fine and medium
subangular blocky structure; very friable; few
medium and coarse roots; about 5 percent gravel,
10 percent cobbles, and 5 percent stones; few fine
flakes of mica; strongly acid; clear wavy boundary.
R-17 inches; hard mica gneiss bedrock.
The thickness of the solum ranges from 10 to 19
inches. The depth to hard bedrock ranges from 10 to 20
inches. Reaction ranges from extremely acid to
moderately acid. The number of mica flakes is few or
common. The content of rock fragments ranges from 5
to 35 percent. The rock fragments are dominantly

178 Soil Survey
sandy loam; moderate medium granular structure;
very friable; many fine to coarse roots; about 5
percent gravel and 5 percent cobbles; few fine
flakes of mica; strongly acid; abrupt smooth
boundary.
Bw1-5 to 12 inches; strong brown (7.5YR 5/6) loam;
moderate medium subangular blocky structure; very
friable; common medium and coarse roots; about 10
percent gravel; few fine flakes of mica; very strongly
acid; gradual wavy boundary.
Bw2-12 to 39 inches; strong brown (7.5YR 5/8) fine
sandy loam; weak medium subangular blocky
structure; very friable; few medium and coarse
roots; about 10 percent gravel; few fine flakes of
mica; very strongly acid; gradual wavy boundary.
BC-39 to 43 inches; mottled yellowish brown (10YR
5/8), strong brown (7.5YR 5/6), and light yellowish
brown (10YR 6/4) fine sandy loam; weak medium
subangular blocky structure; very friable; few
medium and coarse roots; about 5 percent gravel
and 5 percent cobbles; few fine flakes of mica; very
strongly acid; gradual wavy boundary.
C1-43 to 51 inches; mottled yellowish brown (10YR
5/6), yellowish red (5YR 5/8), and very pale brown
(10YR 8/3) sandy loam that weathered from
saprolite; massive; very friable; few medium roots;
about 5 percent gravel and 5 percent cobbles;
common fine flakes of mica; very strongly acid;
gradual wavy boundary.
C2-51 to 64 inches; sandy loam in shades of gray,
black, and white that weathered from saprolite;
massive; very friable; few medium roots; about 5
percent gravel and 5 percent cobbles; common fine
flakes of mica; very strongly acid.
The thickness of the solum ranges from 20 to 55
inches. The depth to bedrock is more than 60 inches.
Reaction ranges from very strongly acid to moderately
acid, except where the surface layer has been Timed.
The number of mica flakes is few or common. The
content of rock fragments ranges from 0 to 35 percent.
The rock fragments are dominantly gravel and cobbles.
Some of the fragments, however, are stones.
The A horizon has hue of 7.5YR or 10YR, value of 3
to 5, and chroma of 2 to 4. Where value is 3 and
chroma is 2 or 3, the horizon is less than 7 inches thick.
The AB horizon, if it occurs, has hue of 7.5YR or
10YR, value of 3 to 5, and chroma of 2 to 4. It is fine
sandy loam or sandy loam.
The Bw horizon has hue of 7.5YR or 10YR, value of
4 to 6, and chroma of 4 to 8. It is sandy loam, fine
sandy loam, or loam in the fine -earth fraction.
The BC horizon has hue of 7.5YR or 10YR, value of
4 to 6, and chroma of 4 to 8 or is mottled in shades of
brown and yellow. It is sandy loam or fine sandy loam
in the fine -earth fraction.
The C horizon is saprolite. It has hue of 7.5YR or
10YR, value of 4 to 6, and chroma of 4 to 8 or is
multicolored. It is loamy sand, sandy loam, or fine
sandy loam in the fine -earth fraction.
Evard Series
The Evard series consists of very deep, well drained,
moderately permeable soils (fig. 11). These soils
formed in material weathered from high-grade,
metamorphic or igneous, felsic to mafic crystalline rock,
such as mica gneiss, hornblende gneiss, and granite.
They are on low mountains. Elevation ranges from
about 2,000 to 3,500 feet. Slopes range from 2 to 95
percent. The soils are fine -loamy, oxidic, mesic Typic
Hapludults.
Evard soils are associated with Cowee, Saunook,
and Trimont soils. Cowee soils are moderately deep.
Saunook and Trimont soils have a thicker dark
epipedon than that of the Evard soils. Cowee soils are
on the upper part of side slopes and in areas where the
landscape breaks sharply. Saunook soils formed in
colluvium. They are in coves, in drainageways, and on
toe slopes. Trimont soils are on north- to east -facing
slopes.
Typical pedon of Evard fine sandy loam, in an area
of Evard-Cowee complex, 50 to 95 percent slopes;
northeast of Franklin on U.S. Highway 441 to
Secondary Road 1500, east on Secondary Road 1500
to U.S. Forest Service Road at Brown Creek, east 0.6
mile on U.S. Forest Service Road, north about 50 feet
upslope of the road (State plane coordinates 568,300
feet N., 712,700 feet E.):
Oi-2 inches to 0; partially decomposed leaves, twigs,
roots, and other deciduous plant material.
A-0 to 5 inches; brown (7.5YR 4/4) fine sandy loam;
moderate fine and medium granular structure;
friable; many fine to coarse roots; about 5 percent
gravel and 5 percent cobbles; few fine flakes of
mica; strongly acid; clear smooth boundary.
BA-5 to 8 inches; strong brown (7.5YR 4/6) loam;
moderate fine and medium subangular blocky
structure; friable; many fine to coarse roots; about 5
percent gravel and 5 percent cobbles; few fine
flakes of mica; strongly acid; clear smooth
boundary.
Bt1-8 to 23 inches; yellowish red (5YR 4/6) sandy clay
loam; moderate fine and medium subangular blocky
structure; friable; few faint clay films on faces of
peds; common medium and coarse roots; about 10
percent gravel; few fine flakes of mica; strongly
acid; gradual wavy boundary.

Macon County, North Carolina 183
Bt2-23 to 35 inches; red (2.5YR 4/6) sandy clay loam;
moderate fine and medium subangular blocky
structure; firm; few faint clay films on faces of peds;
common medium and coarse roots; about 10
percent gravel; few fine flakes of mica; strongly
acid; gradual wavy boundary.
BC-35 to 45 inches; red (2.5YR 4/6) fine sandy loam;
weak fine and medium subangular blocky structure;
friable; few medium and coarse roots; about 10
percent gravel; common fine flakes of mica; strongly
acid; clear wavy boundary.
c-45 to 61 inches; multicolored sandy loam that
weathered from saprolite; massive; friable; few
coarse roots; about 5 percent gravel and 5 percent
cobbles; common fine flakes of mica; strongly acid;
gradual irregular boundary.
Cr-61 to 66 inches; multicolored, weathered, fractured
mica gneiss; partially consolidated but can be dug
with difficulty with a spade; few thin seams of red
(2.5YR 4/8) loam in cracks between rocks.
The thickness of the solum ranges from 20 to more
than 40 inches. The depth to bedrock is more than 60
inches. Reaction ranges from very strongly acid to
moderately acid, except where the surface layer has
been Timed. The number of mica flakes is few or
common. The content of rock fragments ranges from 0
to 35 percent in the A and C horizons and from 0 to 15
percent in the B horizon. The rock fragments are
dominantly gravel. Some of the fragments, however, are
cobbles or stones.
The A horizon has hue of 5YR to 10YR, value of 3 to
5, and chroma of 3 to 6.
The BA horizon has hue of 2.5YR to 7.5YR, value of
4 to 6, and chroma of 6 to 8. It is sandy loam, fine
sandy loam, or loam in the fine -earth fraction.
The Bt horizon has hue of 2.5YR or 5YR, value of 4
or 5, and chroma of 4 to 8. It is loam, sandy clay loam,
or clay loam in the fine -earth fraction.
The BC horizon has hue of 2.5YR to 7.5YR, value of
4 to 6, and chroma of 6 to 8. It is sandy loam, fine
sandy loam, or loam in the fine -earth fraction.
The C horizon is multicolored saprolite that
weathered from high-grade, metamorphic or igneous,
felsic to mafic crystalline rock, such as mica gneiss,
hornblende gneiss, and granite. It is sandy loam, fine
sandy loam, or loam in the fine -earth fraction.
The Cr horizon is multicolored, partially consolidated,
weathered bedrock. It can be dug with difficulty with a
spade.
Fannin Series
The Fannin series consists of very deep, well
drained, moderately permeable soils. These soils
formed in material weathered from high-grade,
metamorphic, mica -rich rocks, such as mica gneiss and
mica schist. They are on low mountains. Elevation
ranges from about 2,000 to 3,500 feet. Slopes range
from 8 to 95 percent. The soils are fine -loamy,
micaceous, mesic Typic Hapludults.
Fannin soils are associated with Cashiers, Chandler,
and Saunook soils. Cashiers and Chandler soils are
coarse -loamy. Saunook soils are Humic Hapludults.
Cashiers and Chandler soils are on north- to east -facing
slopes. Saunook soils are in coves, in drainageways,
and on toe slopes.
Typical pedon of Fannin fine sandy loam, 15 to 30
percent slopes; south of Highlands on North Carolina
Highway 28 to Secondary Road 1618, west on
Secondary Road 1618 to U.S. Forest Service Road 79,
west on U.S. Forest Service Road 79 to Brown Gap,
about 50 feet north of the intersection of U.S. Forest
Service Roads 79 and 77, in a wooded area (State
plane coordinates 486,900 feet N., 732,500 feet E.):
Oi-2 inches to 0; partially decomposed leaves, twigs,
roots, and other deciduous plant material.
A-0 to 4 inches; brown (7.5YR 4/4) fine sandy loam;
weak fine and medium granular structure; friable;
many fine to coarse roots; about 5 percent gravel
and 5 percent cobbles; common fine and medium
flakes of mica; moderately acid; abrupt smooth
boundary.
BA-4 to 7 inches; yellowish red (5YR 4/6) fine sandy
loam; weak medium subangular blocky structure;
very friable; common fine to coarse roots; about 5
percent gravel; common fine and medium flakes of
mica; moderately acid; clear wavy boundary.
Bt-7 to 21 inches; red (2.5YR 4/6) sandy clay loam;
moderate fine and medium subangular blocky
structure; firm; few discontinuous clay films on faces
of peds; common medium and coarse roots; about 5
percent gravel; many fine and medium flakes of
mica; strongly acid; gradual wavy boundary.
BC-21 to 27 inches; red (2.5YR 5/8) fine sandy loam;
weak fine and medium subangular blocky structure;
friable; few medium and coarse roots; about 10
percent gravel; many fine and medium flakes of
mica; moderately acid; gradual wavy boundary.
C-27 to 60 inches; multicolored sandy loam that
weathered from saprolite; massive; friable; few
coarse roots; about 5 percent gravel and 5 percent
cobbles; many fine and medium flakes of mica;
moderately acid.
The thickness of the solum ranges from 20 to 45
inches. The depth to bedrock is more than 72 inches.
Reaction ranges from very strongly acid to moderately
acid. The number of mica flakes is common or many in

r�1
PPP
184
the A horizon and the upper part of the B horizon and is
many in the lower part of the B horizon and in the C
horizon. The content of rock fragments ranges from 0 to
35 percent in the A and C horizons and from 0 to 25
percent in the B horizon. The rock fragments are
dominantly gravel. Some of the fragments, however, are
cobbles or stones.
The A horizon has hue of 7.5YR or 10YR, value of 3
to 5, and chroma of 2 to 4.
The BA horizon has hue of 5YR, value of 4 or 5, and
chroma of 4 to 6. It is fine sandy loam or loam in the
fine -earth fraction.
The Bt horizon has hue of 2.5YR or 5YR, value of 4
or 5, and chroma of 4 to 8. It is loam, sandy clay loam,
or clay loam in the fine -earth fraction.
The BC horizon has hue of 2.5YR or 5YR, value of 4
or 5, and chroma of 4 to 8. It is sandy loam, fine sandy
loam, or loam in the fine -earth fraction.
The C horizon is multicolored saprolite. It is sandy
loam or fine sandy loam in the fine -earth fraction.
Hayesville Series
The Hayesville series consists of very deep, well
drained, moderately permeable soils. These soils
formed in material weathered from high-grade,
metamorphic, felsic crystalline rock, such as mica
gneiss. They are on uplands in low rolling hills.
Elevation ranges from about 2,000 to 2,500 feet. Slopes
range from 2 to 30 percent. The soils are clayey,
kaolinitic, mesic Typic Kanhapludults.
Hayesville soils are associated with Braddock,
Cowee, Evard, and Saunook soils. Braddock soils
formedin old alluvium and do not have a C horizon of
saprolite. Cowee, Evard, and Saunook soils are fine -
loamy. Braddock soils are on the adjacent high stream
terraces. Cowee and Evard soils are in areas where the
landscape breaks more abruptly. Saunook soils are in
drainageways.
Typical pedon of Hayesville clay loam, 8 to 15
percent slopes, eroded; about 1.5 miles west of the
intersection of U.S. Highways 441 and 64 on U.S.
Highway 64, about 0.4 mile south on Secondary Road
1148 to Louisa Chapel Church, about 300 feet
southeast of the church, in a hay field (State plane
coordinates 542,100 feet N., 679,900 feet E.):
Ap-0 to 6 inches; reddish brown (5YR 4/4) clay loam;
weak medium granular structure; friable; many fine
roots; few fine flakes of mica; about 10 percent
gravel; neutral; clear smooth boundary.
Bt1-6 to 18 inches; red (2.5YR 4/8) clay; moderate
• medium subangular blocky structure; firm; common
distinct clay films on faces of peds; sticky and
Soil Survey
slightly plastic; few medium roots; few fine flakes of
mica; neutral; clear wavy boundary.
Bt2-18 to 33 inches; red (2.5YR 4/8) clay loam;
moderate medium subangular blocky structure;
friable; few distinct clay films on faces of peds;
slightly sticky and slightly plastic; few fine flakes of
mica; slightly acid; gradual wavy boundary.
BC-33 to 45 inches; red (2.5YR 4/8) loam; weak
medium subangular blocky structure; friable; few
fine flakes of mica; very strongly acid; gradual wavy
boundary.
C-45 to 60 inches; multicolored loam that weathered
from saprolite; massive; very friable; common fine
flakes of mica; very strongly acid.
The thickness of the solum ranges from 30 to 60
inches. The depth to bedrock is more than 60 inches.
Generally, reaction ranges from extremely acid to
moderately acid, except where the surface layer has
been limed. In some pedons that have been limed in
the past, however, the A horizon and the upper part of
the Bt horizon range to neutral. The number of mica
flakes is few or common. The content of rock fragments
ranges from 0 to 15 percent. The rock fragments are
dominantly gravel. Some of the fragments, however, are
cobbles.
The A horizon has hue of 5YR or 7.5YR, value of 4
or 5, and chroma of 3 to 6.
The Bt horizon has hue of 2.5YR or 5YR, value of 4
or 5, and chroma of 6 to 8. It is clay loam or clay in the
fine -earth fraction.
The BC horizon has hue of 2.5YR or 5YR, value of 4
or 5, and chroma of 6 to 8. It is loam, sandy clay loam,
or clay loam in the fine -earth fraction.
The C horizon is multicolored saprolite that
weathered from high-grade, metamorphic, felsic
crystalline rock, such as mica gneiss. It is sandy loam,
fine sandy loam, or loam in the fine -earth fraction.
Hemphill Series
The Hemphill series consists of very deep, very
poorly drained, slowly permeable soils. These soils
formed in old alluvium on low stream terraces. Elevation
ranges from about 1,900 to 2,500 feet. Slopes range
from 0 to 3 percent. The soils are fine, mixed, mesic
Typic Umbraqualfs.
Hemphill soils are associated with Dillard and Statler
soils. Dillard and Statler soils have an ochric epipedon
and are fine -loamy. Also, Dillard soils are moderately
well drained. Statler soils are well drained. Dillard and
Statler soils are in slightly elevated areas.
Typical pedon of Hemphill loam, 0 to 3 percent
slopes, rarely flooded; about 3.2 miles north of Franklin
on North Carolina Highway 28, about 2.2 miles west on

F�1
190
been Timed. The number of mica flakes is few or
,a,,, common. The content of rock fragments ranges from 5
to 35 percent within a depth of 40 inches and from 5 to
60 percent below a depth of 40 inches. The rock
fragments are dominantly channers and flagstones
"' above a depth of 40 inches and are channers,
flagstones, stones, and boulders below a depth of 40
inches.
The A horizon has hue of 7.5YR or 10YR, value of 2
or 3, and chroma of 1 to 3.
The Bw horizon has hue of 7.5YR or 10YR, value of
4 to 6, and chroma of 4 to 8. It is fine sandy loam or
loam in the fine -earth fraction.
The BC horizon has hue of 7.5YR or 10YR, value of
4 to 6, and chroma of 4 to 8. It is fine sandy loam or
loam in the fine -earth fraction. Typically, the content of
rock fragments increases in the BC horizon compared
to the overlying horizons.
The C horizon, if it occurs, has hue of 7.5YR or
10YR, value of 4 to 6, and chroma of 4 to 8 or is
multicolored. It is loamy sand, sandy loam, fine sandy
loam, or loam in the fine -earth fraction.
Saunook Series
The Saunook series consists of very deep, well
drained, moderately permeable soils. These soils
formed in colluvium weathered from high-grade,
metamorphic or igneous, felsic to mafic crystalline
rocks, such as mica gneiss, hornblende gneiss, and
granite. They are in coves, in drainageways, and on toe
slopes. Elevation ranges from about 2,000 to 3,500
FAIR feet. Slopes range from 2 to 50 percent. The soils are
fine -loamy, mixed, mesic Humic Hapludults.
Saunook soils are associated with Cowee, Evard,
and Trimont soils. Cowee, Evard, and Trimont soils are
on the adjacent uplands. They formed in residuum and
have a C horizon of saprolite. Also, Cowee soils are
moderately deep.
Typical pedon of Saunook gravelly loam, 15 to 50
percent slopes, stony; northeast of Franklin on U.S.
Highway 441 to Secondary Road 1500, east on
►�, Secondary Road 1500 to U.S. Forest Service Road at
Brown Creek, east 0.6 mile on U.S. Forest Service
Road, about 1,000 feet south of the road, in a stand of
eastern white pine (State plane coordinates 567,300
feet N., 712,600 feet E.):
Ap-0 to 10 inches; dark brown (7.5YR 3/2) gravelly
loam; moderate fine and medium granular structure;
very friable; many fine to coarse roots; about 10
percent gravel and 5 percent cobbles; few fine
flakes of mica; strongly acid; clear wavy boundary.
Bt-10 to 34 inches; strong brown (7.5YR 4/6) clay
loam; moderate medium subangular blocky
Soil Surve
structure; friable; few discontinuous clay films on
faces of peds; common medium and coarse roots;
about 5 percent gravel and 5 percent cobbles; few
fine flakes of mica; strongly acid; gradual wavy
boundary.
BC-34 to 44 inches; dark yellowish brown (10YR 4/6)
cobbly fine sandy loam; weak medium subangular
blocky structure; very friable; few medium and
coarse roots; about 10 percent gravel and 15
percent cobbles; few fine flakes of mica; strongly
acid; gradual wavy boundary.
C-44 to 60 inches; dark yellowish brown (10YR 4/6)
very cobbly fine sandy loam; massive; friable; about
15 percent gravel and 25 percent cobbles; common
fine flakes of mica; strongly acid.
The thickness of the solum ranges from 40 to more
than 60 inches. The depth to bedrock is more than 60
inches. Reaction ranges from extremely acid to
moderately acid in the A horizon, except where the
surface layer has been limed, and ranges from very
strongly acid to slightly acid in the B and C horizons.
The number of mica flakes is few or common. The
content of rock fragments ranges from 0 to 35 percent
in the A and Bt horizons and from 5 to 60 percent in the
BC and C horizons. The rock fragments are dominantly
gravel in the A and Bt horizons and dominantly cobbles
in the BC and C horizons.
The Ap or A horizon has hue of 7.5YR or 10YR,
value of 3, and chroma of 2 to 4.
The Bt horizon has hue of 7.5YR or 10YR, value of 4
to 6, and chroma of 4 to 8. It is loam, sandy clay loam,
or clay loam in the fine -earth fraction.
The BC horizon has hue of 7.5YR or 10YR, value of
4 to 6, and chroma of 4 to 8. It is fine sandy loam,
loam, or sandy clay loam in the fine -earth fraction.
The C horizon has hue of 7.5YR or 10YR, value of 4
to 6, and chroma of 4 to 8. It is sandy loam, fine sandy
loam, or loam in the fine -earth fraction.
Soco Series
The Soco series consists of moderately deep, well
drained, moderately permeable soils. These soils
formed in material weathered from metasedimentary
rocks, such as phyllite, slate, and metasandstone. They
are on low and intermediate mountains. Elevation
ranges from about 2,000 to 4,800 feet. Slopes range
from 8 to 95 percent. The soils are coarse -loamy,
mixed, mesic Typic Dystrochrepts.
Soco soils are associated with Cheoah, Santeetlah,
Spivey, and Stecoah soils. Cheoah, Santeetlah, and
Spivey soils have an umbric epipedon. Also, Spivey
soils are loamy -skeletal. Stecoah soils are deep.
Cheoah soils are on north- to east -facing slopes.

222 Soil Survey
TABLE 4.--ACREAGE AND PROPORTIONATE EXTENT OF THE SOILS
Hap I Soil name
symbol'
ArA
Be.A
mr BkB2
BkC2
BrC
BrD
ran BsC
BsD
BsE
BsF
BuD
mr
BuF
CaE
Car
CcF
CdD
CdE
CdF
ChE
Mr ChF
CnC
CnD
CnE
CpD
moo CpE
CpF
CsD
CsE
mm Cup
CuE
CuF
DgB
DrB
mr DsB
DsC
EdB
EdC
MR EdD
EdE
EdF
EeC
EeD
mm
EvB
EvC
EvD
EvE
r�l EvF
ExC
ExD
FaC
mr FaD
FaE
Far
HaB2
HaC2
Port HaD2
HmA
NkA
OwE
asp PwC
PwD
PwE
Acres (Percent
Arkaqua loam, 0 to 2 percent slopes, frequently flooded
Biltmore sandy loam, 0 to 3 percent slopes, frequently flooded
Braddock clay loam, 2 to 8 percent slopes, eroded
Braddock clay loam, 8 to 15 percent slopes, eroded
Braddock -Urban land complex, 2 to 15 percent slopes
Braddock -Urban land complex, 15 to 30 percent slopes
Brasstown-Junaluska complex, 8 to 15 percent slopes
Brasstown-Junaluska complex, 15 to 30 percent slopes
Brasstown-Junaluska complex, 30 to 50 percent slopes
Brasstown-Junaluska complex, 50 to 95 percent slopes
Burton-Craggey-Rock outcrop complex, windswept, 15 to 30 percent slopes, stony
Burton-Craggey-Rock outcrop complex, windswept, 30 to 95 percent slopes, stony
Cashiers gravelly fine sandy loam, 30 to 50 percent slopes
Cashiers gravelly fine sandy loam, 50 to 95 percent slopes
Cataska-Sylco complex, 50 to 95 percent slopes
Chandler gravelly fine sandy loam, 15 to 30 percent slopes
Chandler gravelly fine sandy loam, 30 to 50 percent slopes
Chandler gravelly fine sandy loam, 50 to 95 percent slopes
Cheoah channery loam, 30 to 50 percent slopes
Cheoah channery loam, 50 to 95 percent slopes
Chestnut-Edneyville complex, windswept, 8 to 15 percent slopes, stony
Chestnut-Edneyville complex, windswept, 15 to 30 percent slopes, stony
Chestnut-Edneyville complex, windswept, 30 to 50 percent slopes, stony
Cleveland -Chestnut -Rock outcrop complex, windswept, 15 to 30 percent slopes
Cleveland -Chestnut -Rock outcrop complex, windswept, 30 to 50 percent slopes
Cleveland -Chestnut -Rock outcrop complex, windswept, 50 to 95 percent slopes
Cullasaja very cobbly fine sandy loam, 15 to 30 percent slopes, extremely bouldery-
Cullasaja very cobbly fine sandy loam, 30 to 50 percent slopes, extremely bouldery-
Cullasaja-Tuckasegee complex, 15 to 30 percent slopes, stony
Cullasaja-Tuckasegee complex, 30 to 50 percent slopes, stony
Cullasaja-Tuckasegee complex, 50 to 95 percent slopes, stony
Dellwood gravelly fine sandy loam, 0 to 5 percent slopes, frequently flooded
Dillard loam, 1 to 5.percent slopes, rarely flooded
Dillsboro loam, 2 to 8 percent slopes
Dillsboro loam, 8 to 15 percent slopes
Edneyville-Chestnut complex, 2 to 8 percent slopes, stony
Edneyville-Chestnut complex, 8 to 15 percent slopes, stony
Edneyville-Chestnut complex, 15 to 30 percent slopes, stony
Edneyville-Chestnut complex, 30 to 50 percent slopes, stony
Edneyville-Chestnut complex, 50 to 95 percent slopes, stony
Edneyville-Chestnut-Urban land complex, 2 to 15 percent slopes
Edneyville-Chestnut-Urban land complex, 15 to 30 percent slopes
Evard-Cowee complex, 2 to 8 percent slopes
Evard-Cowee complex, 8 to 15 percent slopes
Evard-Cowes complex, 15 to 30 percent slopes
Evard-Cowee complex, 30 to 50 percent slopes
Evard-Cowee complex, 50 to 95 percent slopes
Evard-Cowes-Urban land complex, 8 to 15 percent slopes
Evard-Cowee-Urban land complex, 15 to 30 percent slopes
Fannin fine sandy loam, 8 to 15 percent slopes
Fannin fine sandy loam, 15 to 30 percent slopes
Fannin fine sandy loam, 30 to 50 percent slopes
Fannin fine sandy loam, 50 to 95 percent slopes
Hayesville clay loam, 2 to 8 percent slopes, eroded
Hayesville clay loam, 8 to 15 percent slopes, eroded
Hayesville clay loam, 15 to 30 percent slopes, eroded
Hemphill loam, 0 to 3 percent slopes, rarely flooded
Nikwasi fine sandy loam, 0 to 2 percent slopes, frequently flooded
Oconaluftee channery loam, windswept, 30 to 50 percent slopes
Plott fine sandy loam, 8 to 15 percent slopes, stony
Plott fine sandy loam, 15 to 30 percent slopes, stony
Plott fine sandy loam, 30 to 50 percent slopes, stony
575 0.2
214 0.1
206 0.1
1,405 0.4
611 0.2
148
91
1,159 0.3
2,902 0.9
546 0.2
340 0.1
355 0.1
833 0.3
687 0.2
3,560 1.1
1,141 0.3
4,157 1.4
2,115 0.6
1,660 0.5
6,505 2.0
97
507 0.2
638 0.2
1,176 0.3
2,062 0.6
5,086 1.5
307 0.1
670 0.2
18,847 5.7
8,623 2.6
144
518 0.2
238 0.1
545 0.2
130
1,109 0.3
3,464 1.0
9,805 2.9
21,163 6.4
15,732 4.7
430 0.1
373 0.1
79
5,155 1.5
28,506 8.6
43,406 13.0
17,888 5.4
274 0.1
376 0.1
215 0.1
2,854 0.8
4,024 1.2
562 0.2
173 0.1
1,526 0.5
2,526 0.7
232 0.1
1,263 0.4
183 0.1
98
1,075 0.3
8,415 2.5
See footnote at end of table.

Iacon County, North Carolina
TABLE 4.--ACREAGE AND PROPORTIONATE EXTENT OF THE SOILS --Continued
mm
Map
symbol
PwF
ReA
RhF
Rkr
Mul RsA
SbC
SbD
SbE
ScB
ScC
SoD
SoE
SoF
pm
SrC
SrD
SrE
StB
mm SxE
SyA
ToA
TrE
TrF
Fmn
TsC
TwB
TwC
Ud
m*1 UfB
WeC
WeD
WOE
WeF
r*A
raa
Soil name
223
1 1
I Acres 'Percent
I I
Plott fine sandy loam, 50 to 95 percent slopes, stony
Reddies fine sandy loam, 0 to 3 percent slopes, frequently flooded
Rock outcrop-Cataska complex, 30 to 95 percent slopes
Rock outcrop -Cleveland complex, 30 to 95 percent slopes
Rosman fine sandy loam, 0 to 2 percent slopes, frequently flooded
Saunook gravelly loam, 8 to 15 percent slopes, stony
Saunook gravelly loam, 15 to 30 percent slopes, stony
Saunook gravelly loam, 30 to 50 percent slopes, stony
Saunook loam, 2 to 8 percent slopes
Saunook loam, 8 to 15 percent slopes
Soco-Stecoah complex, 15 to 30 percent slopes
Soco-Stecoah complex, 30 to 50 percent slopes
Soco-Stecoah complex, 50 to 95 percent slopes
Spivey-Santeetlah complex, 8 to 15 percent slopes, stony
Spivey-Santeetlah complex, 15 to 30 percent slopes, stony
Spivey-Santeetlah complex, 30 to 50 percent slopes, stony
Statler fine sandy loam, 1 to 5 percent slopes, rarely flooded
Sylco-Cataska complex, 30 to 50 percent slopes
Sylva-Whiteside complex, 0 to 3 percent slopes
Toxaway loam, 0 to 2 percent slopes, frequently flooded
Trimont gravelly loam, 30 to 50 percent slopes, stony
Trimont gravelly loam, 50 to 95 percent slopes, stony
Tuckasegee-Cullasaja complex, 8 to 15 percent slopes, stony
Tuckasegee-Whiteside complex, 2 to 8 percent slopes
Tuckasegee-Whiteside complex, 8 to 15 percent slopes
Udorthents, loamy
Udorthents-Urban land complex, 0 to 5 percent slopes, rarely flooded
Wayah sandy loam, windswept, 8 to 15 percent slopes, stony
Wayah sandy loam, windswept, 15 to 30 percent slopes, stony
Wayah sandy loam, windswept, 30 to 50 percent slopes, stony
Wayah sandy loam, windswept, 50 to 95 percent slopes, stony
Water
Total
14,214 4.3
2,290 0.7
639 0.2
4,964 1.5
2,554 0.8
1,415 0.4
10,041 3.0
2,218 0.7
1,678 0.5
5,976 1.8
212 0.1
7,360 2.2
9,823 2.9
871 0.3
3,519 1.0
5,462 1.6
669 0.2
1,262 0.4
235 0.1
1,093 0.3
2,272 0.7
3,112 0.9
1,681 0.5
548 0.2
2,133 0.6
2,401 0.7
507 0.2
92
558 0.2
524 0.2
161
2,279 0.7
332,467 100.0
* Less than 0.1 percent.

322
PEI
TABLE 18.--CLASSIFICATION OF THE SOILS
{An asterisk in the first column indicates that the soil is a taxadjunct to the series. See text for a
description of those characteristics of the soil that are outside the range of the series)
Soil name
Family or higher taxonomic class
Arkaqua
Biltmore
Braddock
Brasstown
Burton
Cashiers
Cataska
Chandler
Cheoah
Chestnut
Cleveland
Cowee
Craggey
Cullasaja
Dellwood
Dillard
Dillsboro
Edneyville
Evard
Fannin
PM Hayesville
Hemphill
Junaluska
*Nikwasi
Oconaluftee
Plott
Reddies
Rosman
mm Santeetlah
Saunook
faMi
regl
Soco
Spivey
*Statler
Stecoah
Sylco
Sylva
Toxaway
Trimont
Tuckasegee
Udorthents
Wayah
Whiteside
Fine -loamy, mixed, mesic Fluvaquentic Dystrochrepts
Mixed, mesic Typic Udipsamments
Clayey, mixed, mesic Typic Hapludults
Fine -loamy, mixed, mesic Typic Hapludults
Coarse -loamy, mixed, frigid Typic Haplumbrepts
Coarse -loamy, micaceous, mesic Umbric Dystrochrepts
Loamy -skeletal, mixed, mesic, shallow Typic Dystrochrepts
Coarse -loamy, micaceous, mesic Typic Dystrochrepts
Coarse -loamy, mixed, mesic Typic Haplumbrepts
Coarse -loamy, mixed, mesic Typic Dystrochrepts
Loamy, mixed, mesic Lithic Dystrochrepts
Fine -loamy, mixed, mesic Typic Hapludults
Loamy, mixed, frigid Lithic Haplumbrepts
Loamy -skeletal, mixed, mesic Typic Haplumbrepts
Sandy -skeletal, mixed, mesic Fluventic Haplumbrepts
Fine -loamy, mixed, mesic Aquic Hapludults
Clayey, mixed, mesic Humic Hapludults
Coarse -loamy, mixed, mesic Typic Dystrochrepts
Fine -loamy, oxidic, mesic Typic Hapludults
Fine -loamy, micaceous, mesic Typic Hapludults
Clayey, kaolinitic, mesic Typic Ranhapludults
Fine, mixed, mesic Typic Umbraqualfs
Fine -loamy, mixed, mesic Typic Hapludults
Coarse -loamy over sandy or sandy -skeletal, mixed, nonacid, mesic Cumulic
Humaquepts
Coarse -loamy, mixed, frigid Typic Haplumbrepts
Coarse -loamy, mixed, mesic Typic Haplumbrepts
Coarse -loamy over sandy or sandy -skeletal, mixed, mesic Fluventic Haplumbrepts
Coarse -loamy, mixed, mesic Fluventic Haplumbrepts
Coarse -loamy, mixed, mesic Typic Haplumbrepts
Fine -loamy, mixed, mesic Humic Hapludults
Coarse -loamy, mixed, mesic Typic Dystrochrepts
Loamy -skeletal, mixed, mesic Typic Haplumbrepts
Fine -loamy, mixed, mesic Humic Hapludults
Coarse -loamy, mixed, mesic Typic Dystrochrepts
Loamy -skeletal, mixed, mesic Typic Dystrochrepts
Coarse -loamy,* mixed, acid, mesic Humic Haplaquepts
Fine -loamy, mixed, nonacid, mesic Cumulic Humaquepts
Fine -loamy, mixed, mesic Humic Hapludults
Fine -loamy, mixed, mesic Typic Haplumbrepts
Udorthents
Coarse -loamy, mixed, frigid Typic Haplumbrepts
Fine -loamy, mixed, mesic Aquic Hapludults
* U.S. GOVERNMENT PRINTING OFFICE : 1996-404-327/20523/SCS

Each area outlined on this map consists of
more than one kind of soil. The map Is thus
mega for general planning rather than a basis
for decisions on the use of specific tracts.
OG
1
35"55' —
0
35°05' —„
I'
83°35'
SWA
nQ �r
UNITED STATES DEPARTMENT OF AGRICULTURE 11
NATURAL RESOURCES CONSERVATION SERVICE--
- FOREST SERVICE
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH, AND NATURAL RESOURCES
NORTH CAROLINA AGRICULTURAL RESEARCH SERVICE
NORTH CAROLINA COOPERATIVE EXTENSION SERVICE
MACON COUNTY SOIL AND WATER CONSERVATION DISTRICT
MACON COUNTY BOARD OF COMMISSIONERS
GENERAL SOIL MAP
MACON COUNTY, NORTH CAROLINA
Scale 1:190,080
1 0 1 2 3 MI
1 0 3 6 Km
II I 1 I 1 I I I
N
INDIAN WILD
.` M-\NAGDi
ARFA-
5
83I25'
I'
5)
L
3 l —
GEORGIA
9315'
te
ME
3
4
5
MN
CI
SOIL LEGEND*
LOAMY SOILS THAT FORMED IN ALLUVIUM; ON FLOOD I
Rosman-Reddies-Toxaway
PREDOMINANTLY CLAYEY SOILS THAT FORMED IN MA1
FROM HIGH-GRADE METAMORPHIC ROCKS OR OLD ALI
ROLLING HILLS
Hayesville-Braddock
LOAMY SOILS THAT FORMED IN MATERIAL WEATHEREI
METAMORPHIC ROCKS OR IN COLLUVIUM; PREDOMINA
MOUNTAINS
Evard-Cowee-Saunook
Fannin -Chandler
ROCK OUTCROP AND LOAMY SOILS THAT FORMED IN
WEATHERED FROM HIGH-GRADE METAMORPHIC OR IC
OR IN COLLUVIUM; PREDOMINANTLY IN INTERMEDIATE
Edneyville-Plott-Chestnut-Cullasaja
Edneyville-Tuckasegee-Chestnut
Cleveland -Rock outcrop -Chestnut
LOAMY SOILS THAT FORMED IN MATERIAL WEATHEREI
METAMORPHIC OR IGNEOUS ROCKS; IN HIGH MOUNTA
Wayah-Burton-Craggey
LOAMY SOILS THAT FORMED IN MATERIAL WEATHEREI
METASEDIMENTARY ROCKS; PREDOMINANTLY IN LOW
BrasstownJunaluska
LOAMY SOILS THAT FORMED IN MATERIAL WEATHEREI
METASEDIMENTARY ROCKS OR IN COLLUVIUM; IN LON
MOUNTAINS
Soco-Stecoah-Cheoah-Spivey
Cataska-Sylco-Cheoah-Spivey
` The units on this legend are described in the text under the
"General Soil Map Units."
Compiled 1995

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-t Linc,
i7TATIN ••1 • 7.-"`ti- • • -77SeVM"->rer •
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QG
r William G. Ross Jr.
y Department of Environment and Natural Resources
March 5, 2001
Michael Waresak, PE
McGill Associates
P.O. Box 2259
Asheville, NC 28802
Michael F. Easley
Governor
Kerr T. Stevens
Division of Water Quality
Re: SCH File #01-E-4300-0412: Town of Franklin Wastewater Treatment Plant Expansion
Project to Increase Treatment Capacity
Dear Mr. Waresak:
On February 26, 2001, the State Clearinghouse deemed the North Carolina Environmental Policy
Act review on the above project complete (see attached letter from the Clearinghouse). It is now
acceptable to proceed with your permit applications through the Division of Water Quality for the
proposed project. No further actions on the Environmental Assessment are required.
If there is anything I can assist you with, please do not hesitate to give me a call at (919) 733-
5083, ext. 366.
Sincerely,
Milt Rhodes
Interim DWQ SEPA Coordinator
enclosure (SCH Itr)
cc: Dave Goodrich, NPDES Unit
Forrest Westhall, ARO
Kim Colson, Non -Discharge Permitting Unit
At. WA
NCDENt
Customer Service
1-877-623-6748
MAR - 7 2001
DEAR - Mddf[.R QUALITY
POINT SOURCE BRANCH
CH
Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 [phone]
http://www.enr.state.nc.us

40.
North Carolina
Department of Administration
Michael F. Easley, Governor Gwynn T. Swinson, Secretary
February 26, 2001
Mr. Milt Rhodes
N.C. Dept. of DENR
Div. of Water Quality
Archdale Bldg. -1617 MSC
Raleigh, NC 27699-1617
Dear Mr. Rhodes:
Re: SCH File # 01-E-4300-0412; Environmental Assessment/Finding of No Significant Impact Town
of Franklin Wastewater Treatment Plant Expansion Project to Increase Treatment Capacity from
1.65 MGD to 3.3 MGD
The above referenced project has been submitted to the North Carolina Intergovernmental Review
process.
No comments were made by any state or local agencies in the course of this review. This notice is valid
until for this review. If the project is submitted for funding after this date, please resubmit for review.
Should you have any questions, please do not hesitate to call me at [phone].
Sincerely,
cc: Region A
AelarX
Ms. Chrys Baggett
Environmental Policy Act Coordinator
116 West Jones Street Raleigh, North Carolina 27603-8003 Telephone [phone]
An Equal Opportunity / Affirmative Action Employer