WQ0028693_More Information (Received)_20190718

WGLA Engineering, PLLC
724 5t" Avenue West
Hendersonville, NC 28739
[phone] wglaxom
July 15, 2019
Ashely Kabat, Environmental Engineer
Division of Water Resources
512 N. Salisbury Street
Raleigh, NC 27699-1617
RE: Application No. WQ0028693
Request for Additional Information
Dear Ashley:
We are in receipt of your letter from June 26, 2019 with a request for additional information related to the above
application. Please find attached with this letter two hard copies and a CD with a PDF copy of the revised plans
addressing the comments in your letter.
Below is a point by point response to your comments:
A. Permit Modification:
Attached is an updated overall plan showing the revised compliance boundary and revised wetted boundary for the
overall site. Additional plan sheets are provided showing the zones that changed and the specific areas that have been
removed from the wetted boundary. Each zone that changed has been detailed on the plan sheet showing the square
footage removed and the resulting square footage remaining for irrigation. Note that we did not include plan sheets
for zones or wetted areas that did not change.
Further, the total wetted area is being reduced by 1.90 acres based on the plans referenced above. This would reduce
the permitting area for irrigation from 118.9 acres to 117.0 acres. Based on the Soils, Hydrogeologic and Agronomic
Report for the project prepared by Edwin Andrews & Associates, a total of 88.4 acres would be required to dispose of
the 120,000 gallons per day at no more than 0.15 inches/hour and 18.2 inches/year. The reduction of the area
available for irrigation from 118.9 acres to 117.0 acres still provide more than adequate area for the effluent
wastewater disposal. A copy of the Edwin Andrews Report is attached with this letter as well.
B. Site Map:
As noted above, revised plans showing the overall compliance boundary and wetted boundaries are attached. As
suggested, we have adjusted the compliance boundary to include the monitoring wells while removing the water
supply wells.
If you have any questions or need additional information, don't hesitate to contact our office.
Sincerely,
WGLA Engineering, PLLC
William R. Buie, P.E.
CC: Ms. Laura Stewart, Mountaintop Community Association, Inc.
C I V I L E N G I N E E R S & L A N D P L A N N E R S

HYDROGEOLOGY
GEOLOGY
EI)WIN ANVItLWS & ASS®CIATES, P.C.
CONSULTING HYDROGEOLOGISTS & SOIL SCIENTISTS
P.O. BOX 30653
RALEIGH, N.C. 27622 - 0653
PHONE: (919) 783 - 8395
FAX: (919) 783 - 0151
June 22, 2005
Mr. William G. Lapsley, P.E.
William G. Lapsley & Associates, P.A.
P.O. Box 546
Hendersonville, N.C. 28791
ENVIRONMENTAL SCIENCES
SOILS
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WRl 105
Dear Mr. Lapsley:
This letter report provides an updated soil, hydrogeologic and agronomic report to supplement the
report entitled "Site Investigation for Water Reuse for Mountain Top Development, Jackson County,
N.C." December 2003. The reason for this update is twofold. First: Golf Course construction has
progressed to a point where the effects of fairway design need to be evaluated "as Built;" Secondly,
Nathaniel Thornburg, N.C.D.W.Q. , Aquifer Protection Section, communicated specific questions,
in an "Additional Information Request" for Application No. WQ0028693 on May 24, 2005. This
report provides the analysis requested by Mr. Thornburg. This analysis focuses on the soil and
hydrogeologic framework of the finished fairways as well as provides a soil map of the area with
soil profile descriptions.
Soil Description:
The existing soils were mapped on April 2005 around the fairways using hand borings and
inspection of excavated cuts. This report is an analysis of the natural soils found at each fairway.
The natural soils have been replaced by fill beneath the fairways. The final construction has more
than 88.4 acres of fairways with more than one foot of soil or soil fill as required by 15A NCAC 2H
0219(k).
1
Attached is a soil map based on hand auger borings and inspection of road cuts and cuts made during
the construction of the fairways (Figure No 2, Site Map and Figure No. 3, Soil Map). These soils
were collected and managed for redistribution on the final fairways. The soils site specific
descriptions include "textures color; structure; the depth; thickness and type of restrictive horizons,
and the presence or absence and depth of evidence of any seasonal high water table;..." The seven

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
Pg 2
basic complexes include; Edneyville -Chestnut complex, Cleveland - Chestnut Rx, Outcrops;
Cullasaja - Tuckasegee complex; Sylva - Whiteside complex; Whiteside - Tuckasegee complex;
Chandler gravelly fine sandy loam; and Tuckasegee - Whiteside complex (Table No. 2, Soil Boring
)escriptions)(Figure No. 3, Soil map - Attached).
Edneyville-Chestnut complex has very deep Edneyville soils and moderately deep Chestnut soil on
ridgetops and side slopes. Edneyville has a coarse loamy texture; mixed, mesic Typic
Dystrochrepts, well drained, moderately rapidly permeable. Chestnut has a coarse loamy texture;
mixed, mesic Typic Dystrochrepts, well drained, and moderately rapid permeability.
The Edneyville is characterized by a surface layer from 0 to 5 inches below surface similar to dark
brown gravely fine sandy loam; Subsoil from 5 to 28 inches similar to a strong brown fine sandy
loam that has strong brown and yellow mottles; and from 28 to 37 inches similar to a yellowish
brown sandy loam that has strong brown and yellow mottles; underlain by multicolored sandy loam
saprolite.
The surface layer of the Chestnut soil is similar to dark yellowish brown gravelly fine sandy loam
from 0 to 15 inches below surface. The subsoil from 3 to 15 inches is similar to a strong brown fine
sandy loam. A strong brown saprolite is present from 15 to 28 inches; underlain by weathered high
grade metamorphic bedrock. Tests on a similar site within 5 miles of the site to the west
encountered layers of rock and soil extending to more than 12 feet with the water table surface
encountered below 10 feet.
The Sylva is classified by coarse loamy, mixed, acid, mesic Humic Haplagepts and the Whiteside
is classified as fine loamy, mixed, mesic Aquic Hapluduits, The Sylva series is very deep, poorly
drained and has moderately rapid permeability. They are formed in colluvium and alluvium derived
from high grade metamorphic rocks. The Whiteside series are very deep, moderately well drained,
and moderately permeable. They are formed on colluvial flats and toe slopes in coves.
The Sylva is characterized by a surface layer from 0 to 8 inches below surface similar to black and
very dark grayish brown loam; Subsoil from 8 to 37 inches similar to a light gray loam and sandy
loam; and underlain from 37 to 65 inches similar to a light brownish gray loam.
The Cleveland is classified by loamy, mixed, mesic Lithic Dystrochrepts. The Cleveland series is
shallow, excessively drained. They are formed on moderately steep ridgetops. The Cleveland is
characterized by a surface layer from 0 to 5 inches below surface similar to black sandy loam;
Subsoil from 5 to 17 inches similar to a yellowish brown loam; and high grade metamorphic
bedrock. The Cullasaja is classified by loamy skeletal, mixed, mesic Typic Haplumbrepts and the
Tuckasegee is classified as fine loamy, mixed, mesic Typic Haplumbrepts. The Cullasaja and

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
pg 3
Tuckasegee series are very steep, very deep, well drained. They are formed in the toe slopes in
coves at the headwaters of streams.
The Cullasaja is characterized by a surface layer from 0 to 13 inches below surface similar to a black
and very dark brown very cobbly fine sandy loam; Subsoil from 13 to 26 inches similar to a dark
yellowish brown very cobbly fine sandy loam; from 26 to 38 inches similar to yellowish brown very
cobbly sandy loam; 38 to 60 inches similar to dark yellowish brown cobbly sandy loam.
The Whiteside is classified by fine loamy, mixed, mesic Aquic Hapludults and the Tuckasegee is
classified as fine loamy, mixed, mesic Typic Haplumbrepts. Typically, the Whiteside series are very
deep, moderately well drained, and moderately permeable along the drainageways. Typically, the
Tuckasegee series are very deep, moderately well drained and moderately permeable between
drainageways. Whiteside is characterized by a surface layer from 0 to 14 inches below surface
similar to very dark grayish brown fine sandy loam; Subsoil from 14 to 24 inches similar to a
yellowish brown sandy clay loam that has streaks of very dark grayish brown in old root channels;
from 24 to 30 inches, similar to a yellowish brown sandy clay loam that has strong brown and gray
mottles; from 30 to 47 inches, similar to a gray fine sandy loam that has yellowish brown and gray
mottles; and underlain from 47 to 53 inches, similar to light brownish gray sandy loam that has
brownish yellow mottles$ and from 53 to 70 inches, similar to gray sandy clay loam that has
yellowish brown mottles.
The Tuckasegee is characterized by a surface layer from 0 to 11 inches below surface similar to very
dark brown gravelly loam, Subsoil from 11 to 24 inches similar to a dark yellowish brown loam and
gravelly; from 24 to 60 inches, similar to a yellowish brown gravelly fine sandy loam and gravelly
sandy clay loam. The Tuckasegee is classified as fine loamy, mixed, mesic Typic Haplumbrepts and
the Whiteside is classified by fine loamy, mixed, mesic Aquic Hapludults.
The Chandler soils, are classified as coarse loamy, micaceous, mesic Umbric Dystrochrepts.
Typically, the Chandler gravelly fine sandy loam are steep, very deep, somewhat excessively
drained on south to southwest facing side slopes and ridgetops. The Chandler soil is characterized
by a surface layer from 0 to 7 inches below surface similar to very dark grayish brown and dark
yellowish brown gravelly fine sandy loam; Subsoil from 7 to 25 inches similar to a yellowish brown
fine sandy loam; and underlain from 25 to 99 inches multicolored fine sandy loam saprolite
)Fairway Construction Discussion:
All of these soils have been or are currently being excavated and backfilled with a loose rock layer,
soil fill, drainage gravel and surface sand dressing. The fairways are being constructed using
accepted practices in the industry with two differences. The first difference relates to the steep

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
pg 4
topography and high rainfall conditions. The fairways are being excavated into the upper portions
of the weathered rock. The weathered rock is broken into boulders to provide relatively uniform
drainage beneath the fairway. This construction will stabilize groundwater flow beneath the
fairways to insure that the high volume of rainfall recharge (due to the "Rain Shadow") can drain
downhill interstitially without significant overland flow (runoff), which can damage the fairway
grasses. The second condition also relates to the steep topography as one foot of sized sand will
be added, to stimulate the reforming of an "A" horizon. This horizon will accept a dose of irrigated
water (typically less than 12 minutes of irrigation), and store the water for grass uptake and
downward migration through the compacted layer (due to golf course construction activities).
Normally, all golf course fairway construction includes the installation of a crushed gravel or an
underdrain system to facilitate lateral movement of excess rainfall recharge that may overwhelm the
compacted soil layer. The storm events the result in drainage through these underdrams are
thunderstorms with intense cloud bursts and high intensity/high volume events such as those
associated with remnant hurricanes. Because water is typically scarce on most golf courses, the
underdrainage system is designed to have no drainage impact from irrigation. The irrigation water
will fill the voids first to become plant available, then migrate downward to groundwater.
In order to test this design hypothesis, the irrigation system was operated for twice the maximum
planned dose. Inspection of Fairway Number 1 revealed that there was no runoff after a 0.2 inch
irrigation event either as overland flow or within the underdrain system. While this analysis
provides the required scientific documentation that the site is expected to function as designed, it
is recommended that an engineering certification be provided that irrigation of the designed dose
will not result in runoff or short circuit through the gravel underdrain system.
Geologic Analysis:
The site is located adjacent to Hurricane Lake along the Eastern United States Continental Divide.
Drainage to the north flows through Hurricane Lake to Hurricane Creek and drainage to the south
flows through the Cashiers Valley to Cashiers Lake. The site is mapped as "Biotite Gneiss, with
distinct even bands of layers of quartz and feldspar which alternate with layers rich in biotite. These
bands are mostly thin, from 1/8 to 1 inch wide, although occasional bands may have a width of
several inches. This banding is characteristically contorted into tight folds from an inch to several
feet .... At some places the gneissic banding becomes inconspicuous so the rock has a massive
appearance.." (Marsh, Owen T. and Laney, Robert L., "Reconnaissance of the Ground -Water
Resources in the Waynesville Area, North Carolina, Bulletin 8, U.S.G.S. 1965). Additionally, there
is evidence that the biotite gneiss has been intruded by granitic material (Figure No. 4, Geologic
Maps - previous submittal 2003).

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
pg 5
"The origin is likely that of much of the biotite gneiss was formed by extreme regional
metamorphism of sedimentary rocks, .,evidence ... widespread occurrence of relict bedding." (Marsh
and Laney, 1965).
The relationship of the biotite gneiss to that of regional stresses, differential weathering and
lithologic variations results in the development of stress relief fractures, and major faults that form
at least two sets of model domains. The veins and fractures have not been fully mapped, however,
the trend of the higher yielding wells confirms that a system of major fractures are suitable for
modeling.
Limited mapping of macro and micro folding, was discussed in a PhD Dissertation,by Joseph M.
McKniff, Rice University 1967, "Geology of the Highlands -Cashiers Area, North Carolina, South
Carolina and Georgia," Rice University 1967 Figure Number 4, has three different interpretative
geologic maps of the region around the Mountain Top Golf Course. Map A is a transcription of the
geologic map from "Reconnaissance of the Ground -Water Resources in the Waynesville Area, North
Carolina" Marsh, Owen T. and Laney, Robert L., Bulletin 8, 1965. This map shows that the site is
underlain by a Granite Gneiss (B - Whiteside Granite). Map B is a transcription of the geologic map
from "Geology of the Highlands -Cashiers Area, North Carolina, South Carolina and Georgia" by
Joseph M. McKniff, 1967, Rice University PhD Dissertation. This map identifies three rock units
in the region, with the "Cashiers gneiss" and the "micaceous gneiss and shirt" at the Mountain Top
Development site. Map C is a scan of the "Geologic Map of North Carolina," 1985. This map
identifies two basic lithologies; "Zatb - Biotite Gneiss" and "Dqd - Devonian Quartz Diorite to
Granodiorite".
The site was mapped by Michael H. Owens, P.G., Mountain Geology, Inc., defining the bedrock
geology and structure. The geologic information was based on reconnaissance mapping of rock
types and fractures in road cuts and readily accessible outcrops. Based on this mappirg it appears
that the southeastern one third of the property is underlain by the Devonian Quartz Diorite to
granodiorite. Regional macroscopic folding generally exhibits east northeast foliation strike and
variable southeast dip. The northwest two thirds is a biotite gneiss.
There were insufficient exposures to determine fracture trends. However, fracture mapping by
Michael Owens, PG was prepared for other development projects in the region. A stereonet was
prepared to show local trends of fractures (Table No. 3- Fracture Summary)(Figure No. 6A-6D,
Fracture Orientation):
Most Abundant 300 degree strike, southeast dip
Least Abundant 60-80 degree strike, both north and south dip
Strike and dip attitudes are variable, strike measurements range +/- 10 degrees from the averages.

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
pg 6
Dips are steep, usuallydegrees.
Hydrogeologic Report:
Groundwater base flow within the saprolite and the highly weathered rock appears to move laterally
downslope to as base flow to the creeks associated with Hurricane Lake to the north and Cashiers
Lake to the south (Figure No. 4, Water Table Contour Map). During large recharge periods, the
groundwater elevations increase in the vicinity of the Sylva and Whiteside soils as base flow is
constricted prior to discharge into the hydrologic cycle (wetlands vegetative uptake, base flow to
the creeks or recharge to the lakes directly).
An extended (48 hr)aquifer test was completed using two developed wells near Fairway 10 in an
area mapped as Sylva soil. The well was pumped at 9.4 gallons per minute for 48.75 hours with
water level response monitored in an observation well 13 feet from the pumping well. The
Transmissivity was calculated to be 360 square feet per day and the Specific yield was 0.0187. The
hydraulic conductivity was calculated to be 24 feet per day which is reasonable for the sandy
textured formation'. The aquifer test result was used for determining initial input to the computer
simulation for calibration.
The model selected to analyze the effect of 20 years of irrigation of 18.2 inches of reclaimed water
on the golf course is FEFLOW TM (WASY), which is A 3-D Finite Element Flow Model. The model
was a four layer model with the uppermost layer representing soil and saprolite, the second layer is
saprolite; the third layer represents heavily weathered rock (transition zone), and the fourth layer
represents bedrock. The model was prepared jointly by Waterloo Hydrogeologic, Inc., a
Schlumberger Company and Edwin Andrews & Associates, P.C..
The calibration results were based on a hydraulic conductivity of 22 to 30 feet per day which is
reasonable based on the aquifer test. The model was prepared using the equivalent porous media
method for preferential flow systems (Fracture and non -laminar flow areas). The calibration portion
of the model,calibrates to the water level data obtained in an April synoptic. The water levels
within the boulder zones of the fairway were analyzed (Figure No. 1, Depth to Water Map and
Figure No. 4, Water Table Contour Map). The calibration model evaluated both sides of the
continental divide which crosses the site (Figure No. 5A- 1 through 5A- 3). Calibration analysis
revealed a normalized root mean square error of 7.74 using the hydraulic condcutivity of 22 feet per
Jay (Figures No. 5- 5 and 5- 6).
1*Groundwater, Freeze, R. Allan and Cherry, John A., 1979 Prentice -Hall, pg. 29)

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
Pg 7
This calibration was used to establish a transient state model to simulate a water balance (Figures
No. 5A-7 through 5 - 12). The model uses the 8t' in 10 wettest years during the 15f, 61h, 911, 12t". and
IV" years (91.52 inches), two in ten dry years on the 2°d, 10"h 13" and 19`h years (43.83 inches); with
the remaining years using average rainfall recharge (56.04 inches). The model shows that water
from the peak loading and rainfall accumulates temporarily toward the drainage outlets to the north
(Figure No. 5-13, Water Level vs. Time - (errata" labeled as Table 1543)). The water level increases
sharply using a very high January rainfall, recovering in February of each year. The fluctuation due
to the addition of irrigation water on the fairways is small compared to the fluctuation due to rainfall,
therefore, mounding will not come within three feet of land surface.. The volume of irrigation (only
).35 inch per week) is well within monthly swing of rainfall on the total site. A solute transport
model was run based on 10 milligrams per liter being release to groundwater after grass uptake. The
model shows that the concentration does not reach 10 milligrams within the compliance boundary
because of dilution, advection and dispersion only (Figure No. 15 - 14, Solute Transport after 20
Years),
Loading Analysis:
To develop a water balance for water reuse on a golf course in the Blue Ridge Mountain Province,
an estimate of runoff, climate and the effects of more than 90 inches of rainfall is needed. In
conjunction with the water balance, a loading analysis is provided to determine if nitrogen,
phosphorous, salt, organic and heavy metal loading are limiting factors.
This analysis for water reuse is based on the assumption that treatment will complies with 15A
NCAC 2H .0219(k). Based on the EPA method, THM's (Trihalomethanes - a consequence of
chlorination), nitrogen loading and the hydraulic loading typically determine site limiting conditions.
Heavy metals and organic loading should be comparatively low after tertiary treatment. Nitrogen
should not be a limiting factor because of the low hydraulic loading rates (0.35 inches per week or
18.2 inches per year). At this low loading rate of 18.2 inches per year, irrigation and vegetative
uptake should restore the reclaimed water to groundwater standards (15A NCAC 2L).
The surface soil on the constructed fairways is very well sorted fine sand with expected field
capacities in the range of 15 to 20 per cent on the 0.3 bar suction. This is an estimate of the amount
of vertical drainage that occurs until the drainage rate becomes small enough to necessitate more
irrigation (near wilting point). To accommodate the root zone to a depth of 6 inches, the site can
accommodate at least 1.2 inch at field capacity (6 in. x 0.20 = 1.2 inches). A typical sand that is
very well sorted will vertically drain in between 0.5 to 2 days. As stated in the hydrogeologic
analysis, the surface material exhibits higher infiltration rates than the sub -soil because the sub -soil
was compacted during fairway construction. Due reclaimed water will be mechanically treated, the
loading can be up to 0.3 inch per day (with an average weekly loading of 0.35 inch per week, not

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WRl 105
June 22, 2005
pg 8
to exceed the average annual loading %J 18.2 inch per year). Note that during periods of drought and
excessive evapotranspiration, the loading should be increased as needed.
Because of difficulties and common misconceptions with the concept of field capacities, E.P.A.
derived a simple method for drainage determination in the "Process Design Manual for Land
: EPA 626/1-77-008, 1981. From this report, the drainage
Treatment of Municipal Waste Water."
rate ranges from 4% to 10% of the permeability (Ksat) in the least permeable horizon for use with
conventional spray irrigation. In order to accommodate the effects golf course construction and
maintenance, soil compaction tests were made on finished fairways (Table No. 3A and 313, Ksat
Analyses). In the case of the Mountain Top Golf Course Site, the fairways consist of reworked soil
that were modified by fairway construction. For the purpose of this evaluation, a reasonable short
term loading rate is 0.15 inch per application for all of the areas along the ridges and terraces. This
report recommends the use of 0.15 inch application dose (10 to 15 minutes of irrigation time
depending on irrigation head design). The average loading rate of 0.35 inch per week is not to be
used as a single dose, rather, subdivided into small doses, with the maximum loading increasing
during the dry months.
A) E.P.A. Formula:
1) 0.25 inches per hr x 24 hr/day 30 days x 8% = 14.4 inches per month
The potential evapotranspiration was derived from "Evaluation of Soil Systems for Land Disposal
of Industrial and Municipal Effluents." Report IF 118, Water Resources Research Institute, Carlile,
B.L. and Phillips, J.A., 1976 for the Asheville area of the state. The rainfall data is based on average
rainfall conditions for 1998 at the Highlands Biological Research Station. The daily rainfall was
analyzed by using daily rainfall patterns. This Water Balance assumes no runoff in order to be
conservative.
The water balance analysis shows that storage should be approximately 31 days for 120,000 gallons
per day -total 3,720,000 gallons (Table # - 6, Water Balance Analysis). It is expected that
sequential rainfall events and freezing conditions will place the greatest demand on the storage in
the mountains. The recommended storage using the small dosing mode of irrigating should be 31
days for all of the soils.

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
pg 9
Mountain Top 0.35 in./wk. or 18.2 in./yr.:
The estimated nitrogen concentration for the tertiary treated effluent is 25 mg/1 or less. The expected
average nitrogen loading from the irrigation pond/storage pond is 25 mg/l. Using 25 mg/l, a
120,000 gallons per day discharge will produce 9,132.3 pounds of nitrogen per year. Using a
fairway area (turf grass) an estimated 150 pounds per acre uptake can be expected for the nitrogen
(Table No. - 7A, Loading Analysis). From this, it can be seen that the site is not nitrogen limiting,
requiring 60.88 acres. There are 88.4 acres of soils to be irrigated. The site is not nitrogen limited
based on a loading of 0.35 inch per week.
Mountain Top 0.35 in./wk. or 18.2 in./yr.:
Fairway grasses are expected to uptake 80 pounds per acre per year. Assuming an initial
concentration of 5 ppm would result in 1,826.5 pounds of phosphorous per year (Table No - 7A,
Loading Analysis). The land requirement for 5 ppm of phosphorous is 22.83 acres. The site does
not appear to be phosphorous limiting, assuming the initial concentration of 5 parts per million is
valid. There are more than 88.4 acres of soils to be irrigated at 0.35 inch per week.
4.4 ORGANIC LOADING:
Water reuse regulations require tertiary treatment, which reduces TOD to less than 35 PPM. This
slight organic loading will be further aerated by irrigation and largely filtered near the surface during
infiltration. The oxygen diffusion rate is very high after the spray irrigation is ceased (especially due
to small doses), subsequently, inorganic decomposition will occur. No soil series is limited due to
organic loading.
A percentage of the remaining soluble organics will be removed in relationship soil conditions
typified by cation exchange (measured greater than 5 meq/100 grams for the minimum CEC, ranging
to 5 meq/100 grams for the near surface soils in the Blue Ridge Mountains), and additional removal
should be by absorption in this soil layer near the surface. It is important to make sure that sufficient
oxygen enters the soil for the prevention of anaerobic conditions and for the maintenance of good
plant growth.

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
pg 10
TOD* estimated at 35 ppm or 12,785 pounds of TOD per year for 120,000 gallons per day
Assuming: 5 lbs TOD/acre for fairway areas 7 acres are necessary. - (Table7A, Loading Analysis Cont.)
SALT LOADING:
The sodium concentration in domestic effluent is expected to be relatively low in the mountains.
Therefore, the impact of a high sodium absorption ratio (SAR) is low to moderate for the surface
soil, which generally have low to moderate shrink swell potential. If salt loading results in reduced
permeability, pH adjustment by liming (calcium addition) will improve drainage. Soil chemistry
should be performed annually, especially in the fill soils.
HEAVY METALS LOADING:
Heavy metal loadings are generally limited based on the ionic activity of associated clay minerals
and organic deposits comprising the quartzitic surface soils. For the purpose of this analysis, a useful
cation exchange capacity of 5 meq/100 g is applied as a minimum, with the expected values from
2 to 5 meq/100 g for typical reworked loamy sand soils. It is expected that the potential heavy metal
concentrations will be very low in treated domestic effluent. The heavy metals should be
predominantly removed with the sludge.
HEAVY Air LOADING CALCULATIONS
All soils at 0.35 in./wk.:
M1NIM[.Jlvi CEC = 5 meq/100 grams
(0.1 x4)
216,666 tons of waste water/acre, 20 yr. (minimum analysis)
121,000 G.P.D. x 8.34 x 365 x 20 yr/2000 Wton = 3,652,920 tons of waste water
3,652,920 tons/216,666 tons/acre = 17 acres
The site does not appear to be limited relative to heavy metal loading for tertiary treated domestic
waste water.
The degree of treatment and annual ongoing soil chemistry will affect the final loading analysis for
organics, heavy metals, nitrogen and phosphorous. Additionally, it should also be understood that
there may be nitrogen and phosphorous loading due to golf course fertilization. In order to prevent
a duplication of adding fertilizer with the reclaimed nitrogen and phosphorous loading, a coordinated
effort is needed to insure safe operation. It is feasible that the golf course could reduce the nitrogen
fertilizer by 9,123 pounds or 7 tons per year, and phosphorous fertilizer by 1,826pounds or 1 ton per
year. This reduction of nutrient loading will help to preserve the water quality creeks flowing to
Hurricane and Cashiers Lake. This will ultimately protect the water quality on both sides of the

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
pg 11
Continental Divide. Agronomic uptake will help to prevent the downward migration of excess
nitrogen.
The Site for Mountain Top Golf Course has been examined using two basic approaches to determine
the capacity of the golf course to accommodate irrigation of reclaimed water. The first approach
was a hydrological analysis of the loading using site specific aquifer testing and K(sat) analysis to
develop an understanding of groundwater flow. The second approach used the EPA Method of a
Water Balance and loading analysis of constituents (Nitrogen, Phosphorous, Heavy Metals Loading,
Organic Loading and salt loading).
These analyses determine that the golf course can accommodate more than 120,000 gallons per day
of irrigation with little modification and environmental impact. The loading is planned for 88.4
acres out of the I I I acres that are available. Approximately, 31 days of storage will be needed
during a wet winter (8t1i in 10 wettest), assuming that winter flow remains 120,000 gallons per day.
This analysis diffuses the reclaimed water by irrigating over al large area - 88.4 acres out of 111
acres. The hydraulic conductivity of final fill confirms that the fairway soils area suitable for a
loading rate of 0.35 inch per week (18.2 inches per year) based on the average Ksat value of the
most restrictive layer 0.25 in/wk. The dosing limitation of 0.15 inch maximum dose should be
required for reclaimed water to prevent. This dosing rate has been confirmed by an empirical test.
The test had been completed on a steep portion of Fairway No 2 using a dose greater than 0.2 inch
with no runoff or flow through the underdrains.
This evaluation serves two purposes. The first purpose is to determine the maximum safe loading
rate for water reuse of reclaimed water for Mountain Top. The second purpose was to determine
if the loading rate of a conventional tertiary treatment plant effluent will receive sufficient nutrient
reduction to protect groundwater quality.
The Golf Course can accommodate a loading of 120,000 gallons per day on a minimum of
®® 88.4 acres.
An optimal loading rate for the Mountain Top Golf Course is 0.35 inch per week, dosed at
®® 0.15 inch per applications
®® Thirty one days of storage is needed for the low loading rate of 0.35 inch per week (18.2

Mr. William G. Lapsley, P.E.
Re: Updated Soil, Hydrogeologic and Agronomic Report, Mountain Top Development
Evaluation of the Effect of Golf Course Construction on Reclaimed Water Irrigation
Permit Application No. WQ0028693 - EAA Project WR1105
June 22, 2005
pg 12
inches per year) for 120,000 gallons per day or 3,720,000 gallons
•° After instituting water reuse, reduce nitrogen and phosphorous fertilizer use by 9,132.3
pounds of nitrogen per year and 1,826 pounds of phosphorous per year.
Groundwater monitoring should not be needed because the irrigation is scheduled to be at
an agronomic rate of 0.35 inch per week (18.2 inches per year).
Submitted June 22, 2005
Edwin E. Andrews III, P.G., N.C.L.S.S.
Consulting Hydrogeologist and Soil Scientist for
EDWIN ANDREWS & ASSOC., P.C.

LII I I I I a 1,
Location: Between Fairway 4 and 5 (Well 11 site)
A 0-5 in Dark brownish gray sandy loam (7.5 YR 3/3) sub angular blocky friable
with many fine roots, clear wavy boundary (bank cut)
3t1 5- 18 in Strong brown (7.5 YR 4/6) loamy sand sub angular blocky friable, clear
wavy boundary
3t2 18 - 26 in. Strong brown (7.5 YR 5/8) sandy clay loam subangular blocky very
friable slightly plastic slightly sticky
3Cg2 26 34 in. Strong brown ( (7.5 YR 5/6) sandy loam subangular blocky friable
Cgl 34 - 60 in Pink (7.5 YR 8/4) fine sand granular loose, with few medium faint brown
(7.5 YR 5/2) sandy clay loam mottles
Cg2 60 - 92 in Gray (7.5 YR 511) fine sand loose single grained with many medium
pinkish white (7.5 YR 8/2) fine sand single grained subangular blocky
Soil Series: Most like Whiteside - Tuckaseegee complex
Landform: Toe slope
Subgroup Classification: Mixed, mesic Aquic Hapludult
Particle Size Class: Loamy sand
Permeability: moderate
Drainage Class: Moderately well drained: moderately permeable
Parent Material: Heavily weathered High-grade metamorphic rock
Temperature Regime: Mesic
Examination method: Hand Auger and Bank Cut
Investigator: Ed Andrews
Seasonal Water Level Interpretation - 34 inches based on low chroma mottles
Lithology log from the air rotary test well no. 11, 0 to S feet; top soil 5 to 20 feet loose frne to
medium sand weakly indurated; 20 to 23 feet cemented quartzitic sandstone; 23 to 42 feet
streaks of quartzitic sand with competent rock - measured phreatic surface - 24.38 feet below
top pipe (1.1 ft stickup)
Table No. 2 - 1

M IR 1• U,U i
Location: Between Fairway 12 and 13 (Well 12 site)
A 0-2 in Dark yellowish brown sandy loam (10 YR 3/4) sub angular blocky friable
with many fine roots;
Btl 2- 14 in Strong brown (7.5 YR 4/6) sandy clay loam sub angular blocky friable,
clear wavy boundary slightly plastic slightly sticky
R2 14 -22 in. Strong brown (7.5 YR 5/8) sandy loam subangular blocky very friable
3Cg2 22 - 46 in. Yellowish brown ( 10 YR 5/6) sandy loam subangular blocky friable
refusal at 46 in
Soil Series: Most like Whiteside-Tucicaseegee Complex
Landform: Bench leading to toe slope
Subgroup Classification: Mixed, mesic Typic Haplumdrept
Particle Size Class: Loamy sand
Permeability: moderately rapid permeability
Drainage Class: Well drained:
Parent Material: high-grade metamorphic rock
Temperature Regime: Mesic
Examination method: Hand Auger
Investigator: Ed Andrews
Seasonal Water Level Interpretation - Not encountered in boring to 46 inches
Lithology log, from the air rotary test well no. 12, 0 to S feet; top soil S to 8 feet loose fine to
medium rock; 8 to 18 feet saprolite and weathered rock - measured phreatic surface - 8.84 feet
below top pipe (L 2 ft stickup)
Table No. 2 - 2

Location: Fairway 1 (Woods near green area)
A 0-6 in Dark brown sandy loam (10 YR 3/3) sub angular blocky friable with many
fine roots,
Bwl 6- 11 in Brownish yellow (10 YR 6/6) sandy loam sub angular blocky friable,
Bw2 11 - 20 in. Yellowish brown (10 YR 5/8) sandy loam subangular blocky very friable
BC 20 - 34 in. Yel lowish brown ( (7.5 YR 5/6) sandy clay loam subangular blocky
friable; slightly plastic slightly sticky
C1 34 - 42 in Light yellowish brown (10 YR 6/4) loamy sand subangular blocky, with
few medium faint brownish yellow (10 YR 6/6) sandy clay loam mottles
C2 42 - 54 in Gray (10 YR 6/1) sandy loam sub angular blocky with many medium
yellowish brown (10 YR 5/4) fine sand single grained subangular blocky
Auger Refusal at 54 inches
Soil Series: Most like Edneyville
Landform: ridgetop
Subgroup Classification: Mixed, mesic Typic Dystrochrept
Particle Size Class: gravelly sandy loam
Permeability: moderately rapid permeability
Drainage Class: Well drained:
Parent Material: In saprolite of High-grade metamorphic rock
Temperature Regime: Mesic
Examination method: Hand Auger
Investigator: Ed Andrews
Seasonal Water Level Interpretation - Not encountered in boring to 54 inches
Lithology log from the air rotary test well no. 1, 0 to 5 feet; top soil 5 to 20 feet loose lenses of
fine to medium sand (brownish saprolite +/- 2 to 3 feet thick), competent rock from 20 to 24.7
feet biotite gneiss - measured phreatic surface - 16.51 feet below top pipe (0.3 ft stickup)
Table No. 2 - 3

f s 1 1 1 �'• 1 1
1 1•
Location: aJ 10 (Green Area)
A 0-8 in Dark brown (10 YR 3/3) sandy loam subangular blocky friable with many
fine roots, clear wavy boundary
Bwl 8- 20 in Yellowish brown (10 YR 5/6) sandy loam subangular blocky friable,
clear wavy boundary
Bg2 20 - 32 in. Grayish Brown (10 YR 5/2) sandy clay loam subangular blocky very
friable slightly plastic slightly sticky
3g2 32 - 48 in. Grayish brown (10 YR 5/2) loamy sand subangular blocky friable
Cgl 48 we 72 in Grayish brown (10 YR 5/2) sandy loam subangular blocky friable with
few medium faint brownish yellow (7.5 YR 6/8) clay loam mottles
Cg2 72 - 90 in Grayish brown (10 YR 5/2) sandy loam subangular blocky
Cg 90 - 96 in Grayish brown (7.5 YR 5/2) clay loam subangular blocky slightly plastic
slightly sticky
Cg 96 - 110 in Grayish brown (7.5 YR 5/2) fine sand loose single grained (saprolite)
Soil Series: Most like Sylva
Landform: Alluvium
Subgroup Classification: Mixed, mesic Humic Haplaquept
Particle Size Class: sand
Permeability: moderately rapid
Drainage Class: poorly drained
Parent Material: Alluvium derived from high grade metamorphic rocks
Temperature Regime: Mesic
Examination method: Hand Auger and Bank Cut
Investigator: Ed Andrews
Seasonal Water Level Interpretation - 20 inches based on low chroma mottles
Lithology log from the air rotary test well no. 9, 0 to 5 feet -fine to medium sand; 5 to 25 feet
loose fine to medium sand weakly indurated; 20 to 24.5 feet cemented quattzitic sandstone;
measured phreatic surface - 8.11 feet below top pipe (1.3 ft stickup)
Table No. 2 - 4

Location: Driving Range (Cut along edge of the driving range)
A 0-4 in Dark yellowish brown (10 YR 4/4) gravelly sandy loam, granular, friable
with many fine roots,
Bw 4- 11 in Strong brown (7.5 YR 4/6) sandy loam sub angular blocky friable,
C 11 - 36 in. Yellowish brown (7.5 YR 5/6) gravelly sandy loam subangular blocky
very friable
Rock and weathered rock ranged from 14 to 54 inches
Soil Series: Most like Chestnut
Landform: ridgetop
Subgroup Classification: Mixed, mesic Typic Dystrochrept
Particle Size Class: gravelly sandy loam
Permeability: moderately rapid permeability
Drainage Class: Well drained:
Parent Material: In saprolite of High-grade metamorphic rock
Temperature Regime: Mesic
Examination method: Bank cut
Investigator: Ed Andrews
Seasonal Water Level Interpretation - No evidence of seasonal water table surface
Lithology log from the air rotary test well no. 4, 0 to 5 feet; soil frll 5 to 20 feet loose lenses of
free to medium sand (brownish s"Fr olite +/- 2 to 3 feet thick), competent rock from 16 to 35.01
feet biotite gneiss - measured phreatic surface - 33. 42 feet below top pipe (L 7 ft stickup)
Table No. 2 - 5

Location: Fairway 2 (We116 site )
A 0-6 in Very dark brown (10 YR 2/2) sandy loam subangular blocky friable with
many fine roots
Bwl 6- 18 in Dark yellowish brown (10 YR 3/4) loamy sand sub angular blocky friable
3w2 18 - 22 in. Yellowish brown (10 YR 5/8) sandy clay loam subangular blocky very
friable slightly plastic slightly sticky
3w3 22 38 in. Brownish yellow ((10 YR 6/8) sandy loam subangular blocky friable
BC 46 - 52 in Pale brown (10 YR 6/3) fine sand subangular blocky with few strong
brown (7.5 YR 5/8) sandy loam mottles
C 52 - 62 in Yellowish brown (10 YR 5/8) fine sand granular loose,
C 62 - 86 in Yellowish brown (10 YR 5/8) fine sand granular loose,with many medium
light brown (7.5 YR 6/3) fine sand single grained subangular blocky
C 86 - 102 in Light brown (7.5 YR 6/3) sandy loam subangular blocky weakly friable
Soil Series: Most like Tucicaseegee- Whiteside complex
Landform: Toe slope
Subgroup Classification: Mixed, mesic Aquic Haplumbrept
Particle Size Class: Loamy sand
Permeability: moderately rapid
Drainage Class: Well drained:
Parent Material: Colluvium from High-grade metamorphic rock
Temperature Regime: Mesic
Examination method, Hand Auger
Investigator: Ed Andrews
Seasonal Water Level Interpretation - evidence of seasonal high water levels in solum at 90 to
100 inches (measured wetness)
Lithology log from the air rotary test well no. 6, 0 to 5 feet Erne sand; S to 20 feet loose fine to
medium sand weakly indurated; 20 to 28.6 feet cemented quartzitic sandstone; - measured
phreatic surface - 12.5 7feet below top pipe (3.3 ft stickup)
Table No. 2 - 6

Location: Toe of hill Fairway I
Strong brown (7.5 YR 4/6) cobbly sandy loam sub angular blocky friable
with many fine roots;
3w1 4- 16 in Strong brown (7.5 YR 5/6) sandy loam sub angular blocky friable
3w2 16 - 30 in. Strong brown (7.5 YR 5/8) sandy loam subangular blocky very friable
BC 30 - 34 in. Grayish brown ( 10 YR 5/2) gravely loam subangular blocky friable
refusal at 34 in
Soil Series: Most like Cullasaja - Tuckasegee Complex
Landform: toe slope
Subgroup Classification: Mixed, mesic Typic Haplumdrept
Particle Size Class: Loamy sand
Permeability: moderately rapid permeability
Drainage Class: Well drained:
Parent Material: high-grade metamorphic rock
Temperature Regime: Mesic
Examination method: Hand Auger
Investigator: Ed Andrews
Seasonal Water Level Interpretation -Not encountered in boring to 34 inches
Table No. 2 - 7

Mountain Top
TABLE NO. ,l HYDRAULIC CONDUCTIVITY RESULTS
Conditions: Partly Cloudy
TEST SITE Fairway 2 - Post Construction
Soil notes: Edneyville Reworked
Michael Owen, P.G.
Location
CM.
DTW
Hole depth 29 head
15
Ameter
Valve
A
Conver.
cm
Reference 12 d
15
confi .
On
cm'-2
Factor
Initial:
16
D 41 H1
15
1
1
0,001056
20
Final:
15
dt
min)
0
Res
(CM)
35.6
dR
cm
1.8
DTW
cm
16
H
c
14
Conver Q
factor cm^3/m
20.0
Q K K K
cm 0m hin days)
DRAINAGE
in/30 days
1
1
1
1
34.6 0.8
33.8 0.8
33 0.8
32.2 0.8
15
15
15
15
15
15
15
15
20.0
20.0
20.0
20.0
16.0
16.0
16.0
16.0
960.0 1.0
960.0 1.0
960.0 1.0
960.0 1.0
Ksat 1
0.40
0.40
0.40
0.40
287A
11.5
287A
11.5
287A
11.5
287.4
11.5
0.40
11.5
Remarks:
TEST SITE Fairwaly 5
Soil notes: Fairway No. 5, Whiteside
Michael Owen P r
Location
CM,
DTW
Hole depth
29
head
15
Ameter
Valve
A
Conver.
cm
Reference
16
d
16
conii .
On
cm^-2
Factor
Initial:
15
D
45
H1
16
1
1
0.000961
20
Final:
14
dt Res dR DTW H Conver Q Q K K K DRAINAGE
nm cm (CM) cm cm factor cm^3/m cm^3/hr cm/hr in/hr in/30 days) in/30 days)
0 42A 0.0 15 15 20.0
1 41.9 0.5 14 16 20.0 10.0 600.0 0.6 0.2 179.E 7.2
1 41A 0.5 14 16 20.0 10.0 600.0 0.6 0.2 179.E 7.2
1 40.9 0.5 14 16 20.0 10.0 600.0 0.6 0.2 179.E 7.2

Mountain Top
TABLE NO. 3B HYDRAULIC CONDUCTIVITY RESULTS
Conditions: SUNNY
TEST SITE Fairway 6
Soil notes: Whiteside
Location
Hole depth
Reference
D
35
15
50
CM.
head 15
d 35
H1 35
Ameter
confi .
1
Valve
On
1
A
cm'-2
0,001056
Conver,
Factor
20
DTW
cm
Initial:
Final:
21
20
dt Vn
DTW H Conver. Q Q K K K DRAINAGE
n(cm) (cm) (cm) factor (cm^3/m) cm^3/hr cm/hr in/hr in/30 days) in/30 days)
21 14 20.0
20 15 20.0 4.0 240.0 0.3 0.10 71.8 2.9
20 15 20.0 4.0 240.0 0.3 010 71.8 2.9
1 20 15 20.0 4.0 240.0 0.3 0.1071.8 2.9
120 15 20.0 4.0 240.0 0.3 0.10 71.8 1 2,9
Ksat 0.3 0.10 2.9
Remarks:
TEST SITE Fairway 18
Soil notes: Edneyville
Location
CM.
DTW
H01e de th 40
head
16
Ameter
Valve
A
Conver. cm
Reference 16
d
45
corm ,
On
cm'-2
Factor Initial:
26
D 56
H1
45
1
1
0,000961
20 Final:
25
dt Res dR DTW H COnVer. Q Q K K K DRAINAGE
nin cm (cm) (cm cm factor cm^3/m cm^3/hr cm/hr in/hr in/30 days in/30 days)
0 40.9 0.0 34 15 20.0
1 40A 0.5 33 16 20.0 10.0 600.0 0.6 0.25 179.E T2
1 39.9 0.5 33 16 20.0 10.0 600.0 0.6 0.25 179.6 7.2
1 39.4 0.5 33 1 16 20.0 10.0 600.0 0.6 0.25 179.E 7.2

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FILL SOILS
TABLE NO. 7A. LOADING ANALYSES
MOUNTAIN TOP DEVELOPMENT
MINIMUM INFILTRATION RATE _
COEFFICIENT OF LOADING
A) E.P.A. FORMULA:
0.04 TO p.l
11.52 in/mo 28.8 in/mo
INFILTRATION RATE * 24 HR. * 30 DAYS * COEFFICIENT OF LOADING (0.1 )
11.52 = MONTHLY LOADING (IN/MO)
RECOMMENDED LOADING .35 IN/WK
B) NITROGEN LOADING:
ESTIMATED NITROGEN CONCENTRATION= 25 PPM
DISCHARGE VOLUME= 120000 GALLONS PER DAY
LOADING = 9132.3 LBS NITROGEN PER YEAR
LAND REQUIREMENT: 60.88 ACRES IRRIGATING 88A ACRES
UPTAKE=
C) PHOSPHOROUS LOADING:
150 POUNDS PER ACRE
ESTIMATED PHOSPHOROUS CONCENTRATION=
DISCHARGE VOLUME= 120000.0 GALLONS PER DAY
FAIRWAY GRASSES
5 MG/L

TABLE 7 (CONT.) FILL SOILS
AGRONOMIC REPORT
MOUNTAIN TOP DEVELOPMENT
ORGANIC LOADING CALCULATIONS:
TOD= COD+NOD 35 PPM
COD= 60 PPM
NOD= 50 PPM
BOD= 30 PPM
CAPACITY= 120000 GALLONS PER DAY
TOD LOADING= 12785 POUNDS PER YEAR
LAND REQUIREMENT= 7.0 ACRES
5 POUNDS/ACRE/DAY
HEAVY METAL LOADINGS:
CEC= 5 meq/100 g
.A. FORMULA
FESCUE
TONS OF WASTE WATER= 216666.6667 TONS OF WASTE WATER/ACRE/2o YEARS
LOADING= 3652920 TONS OF WASTE WATER
REQUIREMENTS= 17 ACRES
I�THE HEAVY METAL LOADING DOES NOT REFLECT TERTIARY TREATMENT II

DocuSign Envelope ID: AE8F1660-217C-4FOA-A297-D95OB05F22C4
EXISTING
MONITORING WELL #1
BY HOLE #18
NC NAD 83
N: 524494.94 USFT
E: 762125.30 USFT
ELEV. 4016.53 USFT
LAT: N35.120197208'
LONG: W83.140899257'
WATttR DEPTH 131.23'f
�c
♦
Y
_ —_—_—
p,
` �`
`�' O�
NEW COMPLIANCE —
BOUNDARY
EXISTING
WATER SUPPLY
WELL #3
IRRIGATION BOOSTER
PUMP STATION #1
SPRINKLER HEAD
TORO MODEL 750
ELECTRIC VALVE IN HEAD
BASE PRESSURE 80 PSI
NOZZLE SET — 58
RADIUS 86 FT.
FLOW RATE 47.4 GPM
TORO
750 ELECTRIC
VALVE —IN —HEAD
SPRAY HEAD
DETAIL
N.T.S.
-,
�,
` v
•
/CIA
►A
i
/
/
/ /
/
_0
1
1
Ad
M
ao
Palo
.� 116
0
ma's 4
HIGH MDUNTAIN DRIVE
EXISTING
MONITORING WELL #
BY INTERSECTION OF
HIGH MTN DR &
SKY MT DR
NC NAD 83
N: 525742.51 USFT
E: 762881.71 USFT
ELEV. 4072.12 USFT
LAT: N35.123708813'
LONG: W83.138545772'
WATER DEPTH 14.82'f
ABANDONED
MONITORING WELL #3 —
BY SKY MTN DRIVE
NC NAD 83
N: 526639.10 USFT
E: 763097.59 USFT
ELEV. 3993.18 USFT
LAT: N35.126194961'
LONG: W83.137949382'
IAirm a!11��y��
�41
EXISTING MOISTURE
RAIN SENSOR #1 (AT
CLUBHOUSE SITE)
LAND APPLICATION
(SPRAY IRRIGATION AREA)
3 118 ACRES TOTAL
MODIFIED TO
116 ACRES TOTAL
XISTING
WATER SUPPLY
WELL #1
LW
SIG
r
�
WIM
PROPOSED
COMPLIANCE BOUNDARY
OA
\\ �� °C
GRAPHIC SCALE ` J' ��o 9�
y q
300 0 150 300 600 1200 <<cl
�y
°�A
o y
( IN FEET) Q�o NOTES:
o°'v 1. ALL NEW HOMES IN THIS DEVELOPMENT WILL BE
`t ON A PUBLIC WATER SUPPLY SYSTEM.
PROPOSED
COMPLIANCE BOUNDARY
IRRIGATION BOOSTER
PUMP STATION #2
NEW MONITORING WELL (MW1-1 B)
N:526665.71 E:763109.17
NC GRID NAD83(2007) USFT
LATITUDE: N35'07'34.570" LONGITUDE:
W83'08'16.492"
LID: 3993.1'
TOP OF CASING:3992.75'
NAVD88(GEOID2009)
WATER DEPTH 13.99'f
PROPOSED WATER
SUPPLY WELL
WETTED BOUNDARY
i
EXISTING WATER
SUPPLY WELL #2
LEGEND
04
EXISTING MONITORING WELL
®
NEW MONITORING
WELL
OLD COMPLIANCE
BOUNDARY
...............................
NEW COMPLIANCE
BOUNDARY
PROPOSED WATER
SUPPLY WELL
�W
EXISTING WATER
SUPPLY WELL
SPRINKLER HEAD
PROPOSED EXPANSION OF
COMPLIANCE BOUNDARY
EXISTING WASTEWATER
TREATMENT FACILITY
,,,—MOISTURE RAIN
SENSOR #2
EFFLUENT IRRIGATION
PUMP STATION
KNOB ROAD
GOLF MAINTENANCE
WETTED BOUNDARY
Requirements for domestic reuse systems that distribute reclaimed water:
A. All reclaimed water valves, storage facilities, and outlets shall be tagged or labeled to warn the
public or employees that the water is not intended for drinking. Where appropriate, such warning
shall inform the public or employees to avoid contact with the water.
B. All reclaimed water piping, valves, outlets and other appurtenances shall be color —coded, taped, or
otherwise marked to identify the source of the water as being reclaimed water.
1. All reclaimed water piping and appurtenances shall be either colored purple (Pantone
522) and embossed or integrally stamped or marked ?CAUTION: RECLAIMED
WATER ? DO NOT DRINK? or be installed with a purple (Panatone 522) identification
tape or polyethylene vinyl wrap. The warning shall be stamped on opposite sides of the
pipe and repeated every 3 feet or less.
2. Identification tape shall be at least 3 inches wide and have white or black lettering on
purple (Pantone 522) field stating ?CAUTION: RECLAIMED WATER ? DO NOT
DRINK?. Identification tape shall be installed on top of reclaimed water pipelines,
fastened at least every 10 feet to each pipe length and run continuously the entire length
of the pipe.
C. All reclaimed water valves and outlets shall be of a type, or secured in a manner,
that permits operation by authorized personnel only.
D. Above ground hose bibs (spigots or other hand operated connections) shall not be present. Hose
bibs shall be located in locked, below grade vaults which shall be clearly labeled as being of
nonpotable quality. As an alternative to the use of locked, below grade vaults with standard hose
bib services, hose bibs which can only be operated by a special tool may be placed in nonlockable
underground service boxes clearly labeled as nonpotable water.
E. Cross —Connection Control
(I) There shall be no direct cross —connections between the reclaimed water and potable water
systems.
(II) Where both reclaimed water and potable water are supplied to a reclaimed water use area,
a reduced pressure principle backflow prevention device or an approved air gap
separation shall be installed at the potable water service connection to the use area. The
installation of the reduced pressure principal backflow prevention device shall allow
proper testing.
(III) Where potable water is used to supplement a reclaimed water system, there shall be an air
gap separation, approved and regularly inspected by the potable water supplier, between
the potable water and reclaimed water systems.
WGLA ENGINEERING, PLLC
724 5TH AVENUE WEST
HENDERSONVILLE, NC 28792
[phone]
WGLA.COM
NC LICENSE P-1342
MountainTop
Golf & Lake Club
WASTEWATER
SYSTEM
MODIFICATIONS
Cashiers Community
Jackson County
North Carolina
CARo
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REVISIONS
DATE
DESCRIPTION
7-2-19
DEQ COMMENTS
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PROJECT NUMBER: 17164
DATE: 9/21 /17
DRAWN BY: khc
CHECKED BY: wrb
LOCATION
PLAN
C-1 00
SCALE- 1 "=300'

DocuSign Envelope ID: AE8F1660-217C-4FOA-A297-D95OB05F22C4
WGLA ENGINEERING, PLLC
724 5TH AVENUE WEST
HENDERSONVILLE, NC 28792
[phone]
WGLA.COM
NC LICENSE P-1342
MountainTop
Golf &Lake Club
Cashiers Community
Jackson County
North Carolina
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REVISIONS
DATE
DESCRIPTION
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PROJECT NUMBER: 17164
DATE: 7/19
DRAWN BY: KHC
CHECKED BY: WRB
Proposed
Spray Irrigation and
Water supply
Well #3 Plan
C-1 01
SCALE: 1 "=50'

DocuSign Envelope ID: AE8F1660-217C-4FOA-A297-D95OB05F22C4
AREA REMOVED FROM WETTED
EXISTING WATER
SUPPLY WELL #1
BOUNDARY 3,648 SF \
WETTED
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N.T.S.
MOUNTAINTOP WWTP
SPRAY IRRIGATION AREAS
SPRAY IRRIGATION AREAS
SPRINKLER HEAD
TORO
ELECTRICDEL VALVEOIN HEAD
BASE PRESSURE 80 PSI
NOZZLE SET - 58
RADIUS 86 FT.
FLOW RATE 47.4 GPM
TORO
750 ELECTRIC
VALVE —IN —HEAD
SPRAY HEAD DETAIL
N.T.S.
Zone 15
Zone 16
Fairway
40,847 sf
3,159 sf
Rough
146,589 sf
73,692 sf
Total
181,436 sf
76,851 sf
Sprinklers
50 ea
27 ea
Flow Rate
1039.0 gpm
695.7 gpr
Operation Time
16.30 min
10.3 min
Maximum dosage 0.15 inches per application / twice (2X) per week
1
Zone 17
Zone 18
46,400 sf
38,111 sf
95,725 sf
133,279 sf
142,125 sf
171,390 sf
45 ea
48 ea
970.3 gpm
1025.6 qpr
16.49 min
12.94 min
GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
200
W-
WGLA ENGINEERING, PLLC
724 5TH AVENUE WEST
HENDERSONVILLE, NC 28792
[phone]
WGLA.COM
NC LICENSE P-1342
MountainTop
Golf &Lake Club
Cashiers Community
Jackson County
North Carolina
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REVISIONS
DATE
DESCRIPTION
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Call before you dig.
PROJECT NUMBER: 17164
DATE: 7/19
DRAWN BY: KHC
CHECKED BY: WRB
Proposed
Spray Irrigation and
Water supply
Well #1 Plan
C-1 02
SCALE: 1 "=50'

DocuSign Envelope ID: AE8F1660-217C-4FOA-A297-D95OB05F22C4
PROPOSED WATER
SUPPLY WELL
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GRAPHIC SCALE
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WGLA ENGINEERING, PLLC
724 5TH AVENUE WEST
HENDERSONVILLE, NC 28792
[phone]
WGLA.COM
NC LICENSE P-1342
MountainTop
Golf &Lake Club
Cashiers Community
Jackson County
North Carolina
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REVISIONS
DATE
DESCRIPTION
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Call before you dig.
PROJECT NUMBER: 17164
DATE: 7/19
DRAWN BY: KHC
CHECKED BY: WRB
Proposed
Spray Irrigation and
Water supply
Well #11 Plan
C-1 03
SCALE: 1 "=50'

DocuSign Envelope ID: AE8F1660-217C-4FOA-A297-D95OB05F22C4
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AREA REMOVED FROM WETTED
BOUNDARY 14,849 SF
EXISTING WATER
SUPPLY WELL #2�
NOTE DELETE
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GRAPHIC SCALE
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( IN FEET )
200
WGLA ENGINEERING, PLLC
724 5TH AVENUE WEST
HENDERSONVILLE, NC 28792
[phone]
WGLA.COM
NC LICENSE P-1342
MountainTop
Golf & Lake Club
Cashiers Community
Jackson County
North Carolina
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REVISIONS
DATE
DESCRIPTION
Q
d
Know what's below.
Call before you dig.
PROJECT NUMBER: 17164
DATE: 7/19
DRAWN BY: KHC
CHECKED BY: WRB
Proposed
Spray Irrigation and
Water supply
Well #2 Plan
C-1 04
SCALE: 1 "=50'