NC0089699_Renewal_20170426

NacA3109
MAW ®Environmental Consulting
& Technology of
North Carolina, PLLC RECEIVEDINCDEQ/DW1
APR 2 7 2017
VVEath ..Fud11[y
Permitting Section
To: Sergei Chernikov, Teresa Rodriguez — North Carolina Division of Water
Resources (NCDWR)
From: Christopher Wu—ECT
CC: Lance Metzler, Ronald Tate — Rockingham County; Garrett Weeks, Ted
Sullivan—NTE Carolinas II, LLC
Date: April 26, 2017
Re: North Carolina National Pollutant Discharge Elimination System Permit
Application Supporting Narrative
Rockingham County(Applicant)is proposing to provide water and wastewater services for
the proposed Reidsville Energy Center (REC), a natural gas-fired combined cycle electric
generating facility to be located in Rockingham County,North Carolina, herein referred to
as the "Project". The proposed Project will be constructed approximately 9 miles west of
Reidsville, North Carolina, along Highway 65 (Figure 1). The REC will consist of one
combustion turbine with supplementary duct firing. The exhaust heat from the combustion
turbine and the supplemental duct firing will be captured and converted to steam in a heat
recovery steam generator (HRSG) before passing through a steam turbine to generate
additional power.' This memorandum summarizes the National Pollutant Discharge
Elimination System (NPDES) permit application, including Forms 1 and 2D; 40 CFR
122.21(r) supporting information reports consistent with Clean Water Act Section 316(b)
Phase I rule for new facilities; and an Engineering Alternatives Analysis (EAA).
Rockingham County proposes to design, permit, construct, own, and operate an intake
structure, pump station and 6.8-mile pipeline that will withdraw up to 4.2 million gallons
per day(MGD) of surface water from the Dan.River in the vicinity of Madison,NC(Figure
2) and provide the Project with adequate quantities of process cooling water. In addition to
surface water, the REC will also receive up to 0.06 MGD of potable water from the City
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of Reidsville. The combined source waters will be used for process water needs, the
majority of which will be used for cooling tower makeup water. Along with recycled water
from the reverse osmosis system and the HRSG blowdown, makeup water will be cycled
through the cooling towers up to t times. The cooling tower blowdown will be mixed with
low volume waste streams, including oil-water separator discharges, within a wastewater
collection sump. This combined effluent will be discharged through an approximately 5.9-
mile pipeline to the Dan River where it will discharge through Outfall 001 located along
the southern bank of the Dan River near Settle Bridge Road (Figures 3 and 4). Sanitary
waste will be disposed of through an onsite septic drain field system, and metal cleaning
waste will be trucked offsite for disposal.
There are three proposed outfalls for this Project:
• Outfall 001 — the final outfall that discharges directly to the Dan River at Settle
Bridge Road.
• Outfall 101 —an internal outfall that is comprised of cooling tower blowdown.
• Outfall 102—an internal outfall that is comprised of low volume wastes.
The proposed Project is classified under the SIC code system as a major group of 49,
electric, gas,and sanitary services, and then electric services of 11,or SIC 4911. The North
American Industry Classification System code is 221112, Fossil Fuel Electric Power
Generation.
Treatment
Dan River Supply Water Treatment
Dan River water will flow through passive intake screens and be pumped from the Dan
River Intake Pump Station to the REC through a raw water pipeline. Provisions will be
made to feed sodium hypochlorite to the river water at the Intake Pump Station to help
control microbiological growth in the water supply pipeline.
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At the REC site, the river water will be treated first by clarification to remove natural
suspended solids in the water and a portion of the dissolved solids that is amenable to
removal by coagulation and flocculation using aluminum or iron-based coagulants. A
polymer will also be used to enhance flocculation. Clarified river water will then be treated
by media filtration as a polishing step to further reduce any carryover of suspended solids
and floc material. Filtered water will be pumped to the cooling tower basin and service
water and fire water storage tank.
Periodically, the settled solids (sludge) removed by the clarifier will be removed and sent
to a thickener to be partially dewatered. A polymer will be fed to the sludge to enhance
thickening. Thickened sludge will be further dewatered to a solids cake using additional .
polymer and a filter press. The solids cake will be sent to an off-site disposal site.
Thickener overflow and pressate streams will be recovered and pumped to the inlet of the
clarification process. Periodically each media filter will be backwashed with filtered water
to remove accumulated solids within the filter media bed. The filter backwash waste
stream will also be recovered and pumped to the inlet of the clarification process.
Service Water and Fire Water
Filtered water is used to satisfy fire water and service water demands. At the REC, service
water is used as makeup water to the main cooling towers and evaporative coolers, plant
washdown water, and HRSG blowdown quench water.
Makeup water to the main cooling towers replaces water lost from the recirculating water
system as a result of cooling tower evaporation, drift, and blowdown(controlled release of
recirculating water). The dissolved solids concentration of the makeup water cycles up in
the recirculating water system by a factor approximately equal to the ratio of the makeup
waterflow rate to the cooling tower blowdown flow rate. This is called the cycles of
concentration (COC) of the cooling tower. At the REC, the COC will be limited to
approximately seven (7) under normal operation to control potential scaling and corrosion
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of recirculating water wetted components using chemical scale and corrosion inhibitors.
Sodium hypochlorite will also be continuously added to the recirculating water to control
biofouling. The blowdown stream will be dechlorinated with sodium bisulfite prior to
being collected in the plant's wastewater collection sump.
The dissolved solids concentration in the makeup water to the evaporative coolers will also
cycle up due to evaporation. However, it will only be operated at approximately two (2)
COC. No inhibitors or biocide are added to the evaporative cooler recirculating water.The
evaporative cooler blowdown stream is recovered as makeup to the main recirculating
water system.
Washdown water streams from various areas of the plant will be directed to an oil/water
separator for treatment prior to being collected in the wastewater collection sump. Oily
waste from the oil-water separator will be disposed off-site.
A portion of the service water that is used to cool (quench) HRSG blowdown will be
recovered as makeup to the main recirculating water system.
Municipal Water Treatment
The Reidsville municipal water system will provide water to the REC site for potable and
sanitary needs. Municipal water will also be used as feedwater to the plant's treatment
system that produces high purity demineralized water. This treatment system will include
reverse osmosis (RO) that produces a concentrated waste stream (concentrate) that has a
dissolved solids concentration that is approximately four(4)times that of the potable water
based on 80-percent water recovery. This stream will be recovered as makeup to the main
recirculating water system. Mixed bed ion exchange vessels will polish the product water
from the RO system. The ion exchange resin in these vessels will be regenerated off-site
and thus there will be no on-site waste stream from this treatment process.
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Demineralized water will primarily be used as makeup to the steam/water power cycle to
replace water lost as HRSG blowdown, water and steam sampling, HRSG quench water,
and miscellaneous non-recoverable losses. HRSG blowdown will be recovered as makeup
to the main recirculating water system. Water and steam sampling drains will be directed
to the wastewater collection sump.
Plant Wastewater Discharges and Chemical Characteristics
Various plant waste streams that will be collected in the plant wastewater collection sump
include:
• Dechlorinated main cooling tower blowdown.
• Service water washdown, including non-chemical cleaning waste, that has been
processed through the plant oil/water separator. Chemical cleaning wastes will be
trucked offsite.
• Water and steam sampling drains.
The contents of the wastewater collection sump will be monitored prior to being pumped
through a discharge line back to the Dan River.
Discharge Rates
The proposed effluent discharge rates are based on water balances that project flows based
on plant operations. Daily maximum and daily average water balances are included in
Figure 5. The design discharge of the proposed Project will be 1.057 MGD with an average
discharge rate of approximately 0.411 MGD.
Effluent Characterization
The effluent characterization included in Form 2D (Appendix A) was developed using
ambient water quality data from the Dan River and potable water from the City of
Reidsville. For those constituents with non-detect values,the detection limits were used to
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conservatively project the maximum constituent concentrations. Half of the detection limit
was used to project average constituent concentrations.
The chemical characteristics of the wastewater within the wastewater collection sump have
been estimated based on a mass balance calculation that considers the following:
• Dan River raw water quality from eight (8) sampling events conducted between
September 2016 and February 2017.
• Estimated reduction in various Dan River raw water quality parameters by the
clarification and filtration treatment processes.
• Estimated concentration factors applied to Dan River water quality parameters
following clarification and filtration due to the COCs associated with the main
cooling tower and the evaporative coolers.
• Flow rates of various major plant streams obtained from the REC water balance.
• Estimated increases in the concentration of various water quality parameters due to
chemical addition associated with the treatment processes and the chemical
treatment regimes.
• Reidsville municipal water quality from eight (8) sampling events conducted
between September 2016 and February 2017.
• Estimated concentration factor applied to the Reidsville municipal water quality
parameters to arrive at their concentrations in the RO concentrate.
Please note that a stormwater characterization has not been provided as the proposed REC
is a single-fuel, natural-gas fired plant,classified as SIC 4911. Therefore, the facility is not
subject to stormwater permitting.
While the concentration of many of the effluent constituents is determined by the nature of
the source water, the facility operations will affect the loading of other constituents. The
Project's engineer has estimated the concentration of these materials based on the nature
of the Project and has included a typical list of candidate chemicals often used in similar
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projects (Appendix B). The concentrations from the ambient and potable water from
Reidsville were proportionally combined and then multiplied by a factor of seven to
estimate each constituent's maximum concentration in the cooling tower blowdown
resulting from evaporation. The concentrations of constituents present in operational
chemicals used at the plant (Appendix B) were increased based on the projected chemical
usage rates. The complete effluent characterization is provided in Form 2D (Appendix A).
Based on conversations with DEQ staff,determination of whether projected effluent would
be compliant with water quality standards and criteria would require that dilution be
calculated.DEQ stated that complete and instantaneous mixing is assumed for the proposed
effluent as calculated by the following equation:
D = (Qw + Qu)/Qw
Where:
D = dilution
Qw is the maximum permitted wasteflow
Qu is the critical upstream streamflow (or 7Qio flow).
The 7Qio flow provided by DEQ and the U.S. Geological Survey (USGS) is 162 cfs which
corresponds to the 1.5 percentile flow observed in the Dan River at Wentworth.
While some constituents exceeded water quality criteria at the end of the pipe, none
exceeded criteria when dilution was considered with the exception of temperature rise.
Effluent temperature is an important aspect of the effluent quality characterization for two
reasons: 1) the thermal loading should be considered relative to the relevant water quality
criteria for temperature; and 2) the change in effluent temperature relative to the receiving
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water may affect the mixing of the twos. Because the Project will use evaporative cooling
towers, the effluent temperature cannot be estimated as a function of the source water
temperature. Instead, the cooling tower blowdown, which will dominate the effluent flow
and largely determine its temperature,is better estimated as a function of ambient wet bulb
temperature. Ambient wet bulb temperature data were obtained as daily average values
from the National Weather Service observation station at Danville, VA for the period of
January 1, 2007 to February 11, 2009.
The Project engineer provided a graphical relationship between ambient wet bulb
temperature and cooling tower blowdown that could be used to interpolate blowdown
temperatures for the same period of record. Using this methodology, Rockingham County
was able to create a synthetic record of predicted blowdown temperatures and determined
that the maximum daily blowdown temperature will be 85.2°F. Please note that use of
blowdown temperature is extremely conservative as it does not account for heat dissipation
while traveling through the discharge pipeline. Based on an average soil temperature of
72°F, the blowdown temperature of 85.2°F will be approximately 76.1°F at the point of
discharge. Even if observed blowdown temperatures exceeded the ambient water quality
criterion of 89.6°F (32° C), discharge temperature would still not exceed 80°F due to the
anticipated heat exchange of the effluent in the discharge pipeline.
North Carolina has another water quality criterion regulating temperature rise that should
not result in a change in receiving water temperature of greater than 2.8°C beyond an
approved mixing zone. The receiving water temperature (TRW) for the same period was
obtained from the USGS gage on the Dan River near Danville, VA, the only station with
recently recorded continuous temperature data. The difference in the estimated effluent
temperature (or TD) and the receiving water temperature (or OT) was calculated as TD —
1 Note that while the effect of effluent AT on nearfield mixing was examined and was found to be negligible,at
the request of DEQ, the assessment of effluent mixing was completed assuming that the effluent AT from
ambient would be zero and the plume would be neutrally buoyant.The modeling of effluent mixing is discussed
further below and in Appendix C.
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TRW. Statistics on the estimated effluent temperature and AT are presented in Table 2. Note
that the reported effluent temperatures and AT for a given statistic will not necessarily occur
on the same day in the record.
Table 2: Statistics on Estimated Difference Between Effluent and Receiving Water
Temperatures
Statistic Effluent Temperature-°C AT-°C
Maximum 29.56 17.02
Minimum 15.56 -6.74
Average 20.94 4.58
Median 22.5 4.15
Note that it is relatively common that the receiving water temperature is higher than the
effluent temperature. This is predicted to occur when the air temperature is low relative to
the river water temperature.
To achieve this stipulated limit on change in temperature under worst case conditions (i.e.,
maximum difference in temperature between the effluent and receiving water), the effluent
must be diluted by approximately a factor of six (i.e., 17.02°C/2.8°C = 6.1).
Based on conversations with DEQ staff, even though maximum projected effluent
temperature is not expected to exceed the water quality standard of 32°C, DEQ requested
that a CORMIX mixing zone model be used to determine the spatial extent at which the
AT fully mixed with the Dan River. As such, CORMIX was used to model the dilution
factor of 6.1.
Mixing Zone Study
DEQ may allow a mixing zone which is defined as a "an area downstream of a discharge
point where the effluent is diluted by the receiving water and within which certain water
quality standards that would otherwise be applicable may be exceeded." The mixing zone
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regulations at 15A NCAC 2B.0204 require that regulatory mixing zones discharges in
freshwater shall not:
1) result in acute toxicity to aquatic life or prevent free passage of aquatic organisms;
2) result in offensive conditions;
3) produce undesirable aquatic life or result in a dominance of nuisance species;
4) endanger the public health or welfare.
To demonstrate compliance with North Carolina's mixing zone regulations, in-water
bathymetry data were collected in February 2017 in the Dan River at the proposed point of
discharge.The preliminary discharge location indicated in Figures 2 through 4 was selected
based on river depth and width in order to maximize the dilution potential.
The modeling approach and results are provided in Appendix C. These results were used
to assess compliance with water quality standards and criteria and to satisfy the
antidegradation demonstration requirements for Water Supply (WS-IV) waters.
The CORMIX modeling results indicate that the dilution factor of 6.1 will be achieved
within 15.2 feet of the discharge and will fully mix with ambient conditions within 5.8
seconds. This mixing zone represents only 2.5% of the cross-sectional area of the Dan
River at the point of discharge under 7Qio flow conditions. Given the small size of the
mixing zone and the rapid mixing of effluent, the AT is not expected to result in adverse
impacts to the criteria listed in 15A NCAC 2B.0204.
Antidegradation Statement
North Carolina's water quality standards include an antidegradation policy (15A NCAC
02B .0202). At minimum, the existing instream water uses and the level of water quality
necessary to protect the existing uses shall be maintained and protected. This minimum
standard is applicable to the segment of the Dan River(WS-IV)that includes the proposed
discharge location.
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The vast majority of constituents in the proposed discharge originate from the Dan River
source water.The evaporative concentration of these constituents in the cooling tower does
not add additional load to the river. The effluent mixes with ambient water within a very
short distance from the discharge and within a brief time period, ensuring maintenance of
designated uses of the receiving waters.
316(b) Compliance
The Project is a new generation facility that will withdraw surface water for cooling tower
makeup. As such it is subject to compliance with the Clean Water Act Section 316(b)
Phase I rule for new facilities (40 CFR 125 Subpart I). Information required under the
Phase I rule must be submitted with the NPDES permit application. This information is
included with this application package which demonstrates compliance with the
requirements of the rule (Appendix D).
Engineering Alternatives Analysis
During the planning and siting process of the Project, an EAA was developed to determine
the necessity of the proposed point source discharge. Other wastewater disposal methods
were considered, including reuse, land application, use of existing Publicly Owned
Treatment Works (POTWs), and subsurface discharge. This EAA is included in Appendix
E of this application package.
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Figures and Appendices
This application submittal package includes the following figures and appendices:
Figures
• Figure 1. Facility Layout
• Figure 2. Site Map
• Figure 3. Proposed Outfall Configuration
• Figure 4. Discharge Plan and Profile
• Figure 5. Water Balance
Appendices
• Appendix A: EPA Forms 1 and 2D
• Appendix B: Chemical Usage
• Appendix C: CORMIX Modeling Results •
• Appendix D: 316(b) §122.21(r) Reports
• Appendix E: Engineering Alternatives Analysis
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Source:NTE:Mott Macdonald Site Arrangement,2017.

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FIGURE 4.
DISCHARGE PLAN AND PROFILEmig —Environmental Consulting
&Technology of
PRELIMINARY 7 North Carolina,PLLC
Source: LKC,2017.

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N:1PR.ANTE Energy\LKC NPDES\R reportsWigures\Figure 6-033117.xlsx12-3/31/2017
rw.
1. COOLING TOWER CYCLES OF
Oh
\ CONCENTRATION ARE MAINTAINED AT 7
SOLIDS J\/ FOR AVERAGE ANNUAL,WINTER FIRED
AND SUMMER FIRED CASES.
2, INSTANTANEOUS PEAK CASE FLOWS
ASSUME 4 CYCLES OF CONCENTRATION
TO ACCOUNT FOR A CHEMISTRY UPSET,
FILTER PRESS WHICH SHOULD LAST NO LONGER THAN 8
HOURS,
3. OT0 INLET EVAPORATIVE COOLER CYCLES
>----
EVAPORATION
��//�� OF CONCENTRATION ARE MAINTAINED AT 2
FOR ALL CASES,
_.1 r______—.--]
p 4. COOLING TOWER DRIFT IS CALCULATED AT
0,0005%OF THE CIRCULATING WATERIf7 FLO'r�l RATE,
RAW WATER) C;)
�! �/ jjj 5, LOCATION FOR INTERNAL OUTFALL
58) (MONITORING POINT)
CLARIFIER ►4. COOLING TOWER I .
I
0 T
NOTE NOTES 3B
TC16). L EVAPORATION
0
r OIL TRUCKED OFF
g k.- SITE
�. ° ///
RA'eYSYAT�R • EVAPORATIVE I • .
f 12 ► SERVICE WATER 13 . OIL WATER zSEPARATOR S
FIRE PROTECTION a
v
U
P ©EAiIy�FAL ZEDS s� 4•RO MIXED BED @POTABLE . . .- 4
f 2d
1 r SAMPLING
NOTE 5 NOTE 6
C)
CO 1
23 WASTE WATER
$ R1ISC �r COLLECTION
SUP.
DEMIN WATER
--r TANK r CYCLE
aDISCHARGE TO
a- -m OFF SITE UFT
STATION
r
a
- SLOWDOWN
0 SANITARY DISCHARGE TO ON
SITE LEACH FIELD
FIGURE 4.
IMF ®Environmental Consulting
PRELIMINARY WATER BALANCE DIAGRAM AM. &Technology of
North Carolina,PLLC
Source: Mott MacDonald,2017.

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N:\PRJN E Energy'L.KC NPDES\R reports\Figures\Figure 7a.xlsx\2-3/31/2017
I
Stream Winter Fired Averge Annual Surnm:r Aired Instantaneous peak
Description No l Notes
Ambient Condition D6/WB 25/23 59 / 53 92 76 103/33.5
Dict Burner/Evap cooler on on off on on on on
_; =. •; . •; gpm mgd gpm mgd
Water at Battery Limit to Clarifier + 2,003.4 3.451 2,912.4 4.194
Clarifier-Solids disposal retained water 2 1.4 0-002 t+ 2.4 0.003 2.9 0.004
Water to Raw Water/Fi:rewaterTank 3 21,8 0.031 0,076 84.1 : 0.121 995,5 0.13.7
Fare Water S ern - - - -
Service Water System 5 21.8 0.031 52.6 0.076 84.1 0.121 95,5 0.137
1,409.1 ; 2,029 1,866.0 2.687 2,317.0 3.336 4814.0 4.052
Ci Drift loss 7 0.6 0.001 0.6I 0,001 0.6 0.001 0.6 0.001
CT Eva poration loss 8 1,245.0 1393 1,650.0 I 2.3761 2,050.0 1952 2,170.0 3.125
CT Blowdown 9 206.9 0.298 274.4 I0.395 341.0 0.491 722.7 1.041
Not used 10 I. •
Quench water to HMG Blowdown16.8 0.024 16.9 ' 0.024 16.9 0.024 16.3 0.023
Plant Wash Down 12 5.0 0.007 5.0 , 0.007 5.0 0.007 5.0 0.007
Contaminated Drains to OWS 13 S.0 0.007 5.0 0.007 3.0 0.007 5.0 0.007
Make-up tic CTG Ever Cooler 14 - - 10.7 I 0.044 62.2 0.090 741 0.107
CTS,inlet evaporative cooler evaporation 15 - I - 15.4 I 0,022 31.1 0.045 37.1 0.0.53
CT6 inlet evaporatvie cooler blow down 16 - { - 15-4 I 0.022 31.1 0.045 37.1 0.053
Potable water at Batte L.imit/back-flow ; -venter 17 45.3 i 0.065 45.5 0.065 45.5 0.065 44.4 0.06
Potable water/Sanitary 18 2.0 0.003 2.0 0.003 2.0 0.003 2,0 0.003
Water to PO/Mixed Bed units 19 433 i 0.052 43.5 0.063 433 0.063, 42.4 0,061
Recovered water from R0/Mixed Bred unit 20 8.7 0.012 8.7 I 0.013 8.7 0.013 8.5 0.012
DM Water to Storage tank 21 34.E 0.050 34.8 I 0.050 34.8 0.050 34.0 0.049
Make-up to Steam cycle 22 34.E 0.050 34.8 0.050 34.8 0.050 34.0 0.049
Misc losses 23 5.0 0.007 5,0 0.007 5.0 0.007 5,0 0.007
Steam sampling losses 24 6.0 , 0.009 6.0 0.009 6.0 0.009 6.0 0.009
Stearn cycle Slowdown 25 23.6 i 0.034 23.8 0.034 23.8 0.034 23.0 0.033
Steam vent losses 26 5.7 0.003 5.7 I 0.00€8 5.7 0.008 .5.5 0.008
Water from flash tank 27 34.7 0.050 34.9 I 0.050 34.9 0.050 33.7 0.049
Sanitary waste to on site leach field 28 2.0 ( 0.003 2.0 I 0,0103 2.0 0-003 2,0 0.003
Waste Water to off site lift station _ 29 217.9 _0.314 295. 0.411 352.0 0.507 733.7 1.057
FIGURE 4.
-Environmental Consulting
PRELIMINARY WATER BALANCE - WATER USE SCENARIOS EC, ITechnology`FNrth Carolina,PLL[
Source: Mott MacDonald,2017.

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V Appendix A
•
•
c
�so
5�r
•
•
•
• V •
, �V

1o'a meg 4,!...7-7-.. ,, ir'- �.Appendx,A
•
= . ,.� „ J •
• . . � • •

-Environmental Consulting
Ar & Technology of
North Carolina, PLLC
APPENDIX A
FORMS 1 AND 2D
N:\PRJ\NTE ENERGY\LKC NPDES\MEMO\NTE NPDES NARRATIVE FINAL.DOCX

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Please print or type in the unshaded areas only
(fill-in areas are spaced for elite type,i.e., 12 characters/inch). For Approved. OMB No.2040-0086. Approval expires 5-31-92
FORM U.S.ENVIRONMENTAL PROTECTION AGENCY I.EPA I.D. NUMBER
.1 GENERAL INFORMATION s T/A
�� Consolidated Permits Program F D
"aENERAL (Read the "General Instructions"before starting,) 1 2 13 14 15
LABEL ITEMS GENERAL INSTRUCTIONS
If a preprinted label has been provided,
I. EPA I.D. NUMBER affix it in the designated space.Review the
information carefully; ifp any of it is
incorrect cross through it and enter the
III.FACILITY NAME correct data in the appropriate fill-in area
below.Also,if any of the preprinted data is
absent (the area to the left of the label
V. FACILITY PLEASE PLACE LABEL IN THIS SPACE space lists the information that should
appear),please provide it in the proper fill-
in area(s) below. If the label is complete
MAILING LIST and correct you need not complete Items
I, III,V.and VI(except VI-B which must be
completed regardless). Complete all items
VI. FACILITY if no label has been proved. Refer to the
instructions for detailed item descriptions
LOCATION and for the legal authorization under which
this data is collected.
II. POLLUTANT CHARACTERISTICS
INSTRUCTIONS: Complete A through J to determine whether you need to submit any permit application forms to the EPA. If you answer"yes"to any
questions,you must submit this form and the supplemental from listed in the parenthesis following the question.Mark"X''in the box in the third column if
the supplemental form is attached. If you answer"no"to each question,you need not submit any of these forms. You may answer"no"if your activity is
excluded from permit requirements;see Section C of the instructions.See also,Section D of the instructions for definitions of bold-faced terms.
MARK"X" SPECIFIC QUESTIONS MARK"X
SPECIFIC QUESTIONS FORM SPECIFIC
YES NO ATTACHED YES NO ATTACHED
A. Is this facility a publicly owned treatment works B. Does or will this facility (either existing or
which results in a discharge to waters of the ❑ EA ❑ proposed) include a concentrated animal ❑ ® ❑
U.S.?(FORM 2A) feeding operation or aquatic animal
production facility which results in a discharge
16 " 17 18 to waters of the U.S.?(FORM 2B) 19 20 21
C. Is this facility which currently results in. ❑ ® ❑ D. Is this proposal facility(other than those described ® ❑
discharges to waters of the U.S. other than in A or B above)which will result in a discharge
those described in A or B above?(FORM 2C) 22 23 24 to waters of the U.S.?(FORM 2D) 25 26 27
E. Does or will this facility treat,store,or dispose of F. Do you or will you inject at this facility industrial or
hazardous wastes?(FORM 3) ❑ ® ❑ municipal effluent below the lowermost stratum ❑ ® ❑
containing, within one quarter mile of the well
bore, underground sources of drinking water?
28 29 30 (FORM 4) 31 32 33
. Do you or will you inject at this facility any H. Do you or will you inject at this facility fluids for
I produced water other fluids which are brought to special processes such as mining of sulfer by the
the surface in connection with conventional oil or ❑ ® ❑ Frasch process,solution mining of minerals,in ❑ ® ❑
natural gas production, inject fluids used for situ combustion of fossil fuel,or recovery of
enhanced recovery of oil or natural gas,or inject geothermal energy?(FORM 4)
fluids for storage of liquid hydrocarbons?
(FORM 4) 34 35 36 37 38 39
I. Is this facility a proposed stationary source J. Is this facility a proposed stationary source
which is one of the 28 industrial categories listedwhich is NOT one of the 28 industrial categories
in the instructions and which will potentially emit IN ❑ ❑ listed'in the instructions and which will potentially ❑ ® ❑
100 tons per year of any air pollutant regulated emit 250 tons per year of any air pollutant
under the Clean Air Act and may affect or be regulated under the Clean Air Act and may affect
located in an attainment area? FORM 5 40 41 42 or be located in an attainment are? FORM 5 43 44 45
III. NAME OF FACILITY
c SKIP Reidsville Energy Center
1
15 16-29 30 69
IV. FACILITY CONTACT
A.NAME&TITLE (last,first,&title) B.PHONE(area code&no)
C Metzler,Lance,County Manager 336 342 8371
2 Tate,Ronnie,Director—Dept.Of Engineering&Public Utilities
15 16 45 46 48 49 51 52 55
V. FACILITY MAILING ADDRESS
A.STREET OR P.O.BOX
c 371 NC Highway 65
3
15 16 45
B.CITY OR TOWN C.STATE D.ZIP CODE
a Reidsville NC 27320
15 16 40 41 42 47 b1
VI. FACILITY LOCATION
A.STREET, ROUTE NO.OR OTHER SPECIFIC IDENTIFIER
c 371 NC Highway 65, Reidsville, NC 27320
5
15 16 45
B.COUNTY NAME
ockingham
46 70
C.CITY OR TOWN D.STATE E.ZIP CODE F.COUNTY CODE
D Reidsville NC 27320 :7157
6
15 16 40 41 42 47 51 54 I
EPA FORM 3510-1(8-90) CONTINUED ON REVERSE

CONTINUED FROM THE FRONT ,
:V1I.SIG :O 'Eat 4=deiert in order of?ri6ri 3.. '. - - - . - . '
''MEW';';':
:f m A; ,IRST4vailz,f1 ±,,,' ',n ` , '`"° - =7: '" a ? �Ee.�1? Q` :: , '., ,..:.'' ''-77,-41
NM 4911 (specify) (specify)
OM Electric Services
i i:.A '
„>, +.��,�o ' Y 0 1R[ aare.'.F.,a**,�? �w���d •-•-
:,-.
'�.oF,.nS.x5.,1. P0?xOORTF;^Cr;.�w , -. r ;4'-a
(specify) (specify)
.+at5,,,fq,16 ck"Y' t7,, '-6-, a. :,•`-;;
VIIIOPERATORaINFORMATION
a. ..aM
1 ...-w, •.rt '' w rr x. ''A` NAME."''.' 7e rr?m,15. ' r.R ;1:7';;;-:;=',.. ..;;;',7-:::Aiggib)At 1(61 5telirKW'
C Rockingham Countytr,
�V!1e� tzge�N 8x
} •
� tW. � �
18 }:19 ';,',•. 4 t:4a , ,e4-,,,,t,,,, *."ry ;, ." ' . . .4.., , ° .55
1C''ST
7US OF'OPERATOR Eriterthe'a°% n'riate letter into the'00.5w'erboA•.;if.70th6r". cx. D.PHON M atea:coife°&rno ,_
F=FEDERAL 4 M=PUBLIC(other than federal or state) Al (specify) i •''
S STATE e 0=OTHER(specify) ,.. .„
P I RIVA'IE ,.,,'' 1P--_";:„.!3,,',.--' '.1s' A21, ``Uniiiir
, ' ..md.'+ :,,E:STREET'ORrP0OX"4
BOX x :,aux, „ ..;:-a ; „s ,� t.: ; O $ `f
371 NC Hi.hwa 65 ; a, frr , x7
4 4; a.. , 'F CITY OR TOWN _ f G.STATE H.ZIP CODE IX.-INDIAN VAN s -
c 1st tads ` e'd'on' ..
Reidsville ;, NC 27320
X13 %" -, p ae 0 O
15.'-,'.16 '' 40',e ��:I+ ,,,• �„ ,z Z ,Y, ° A: m, ",,
X.EXISTING ENVIRONMENTAL;PERMITS
x wNPDES.,(Discharges'toiStuface.Witter),a.:,,,:,,,,, „:,..7,k 4740i r-u #"�", �- '';"" .j0pcised'S " s) .i m ,. r h , =, ry
w� I. b9 Pmr4�� Q a ria <'E9' `A
9�, N a ;. . 9.". gip, k ,- n.t;:
15 A'46'", ,17,.4x18 .1 ,. ,-:r 30. r15 10 17 1$ .,.: ' 00i x ,.;, .. ., ,, ,'
. ; .ri,9.U C.(Underground iolectiofi of Fluids,.. . iVI 4 E.OTHER(specify).. e '" . '"°, '. (Specify)
.,,9.. 1U .
..,„:& „C.ACR,A(Hazairlaus Wastes) .r, "r- t . ,,5 RE.O"[E ER'(sp ify) >
- _ (Specify)
e. .. , u. ....-4-- ,:k30- 'a`18 ,.. .,_:+�:..�zs ..fix'',,k,-.4-11,, r.--30- 6
XI.'._'_ P7
A ac'-td"ih'a appicat'ooni a topagc is mapdof f are 'Ary9 ` ''.'. , 1i7.5111i;i=+e on ' eiy bon o es F,temnep Must-
show tho the'of`tefacytheyoiaiofea of sa„ i ' •. n,• rpBd segre ucru se ofts
haz &uswaste:teatment, oago ,060osS? fhie ,iad 4tn)esfluidsund `.oIcude spigs,
� rivesarrtt.;Iiteratirfae.waterbodisintemer .:rcxiaSee�644... . a. ..t';',00....:44.:„.4 aiteaa .p +t ” ;., 11, ,. :S ^
i
.'`
XiI NATURE OF BUSINESS erovide;a:briefdescrte.tiorl's'
The Reidsville Energy Center will be a natural gas-fired combined cycle electric generating facility in Rockingham
County, NC.Located approximately 9 miles west of Reidsville,along Highway 65, the facility will consist of one
combustion turbine with supplementary duct firing. Exhaust heat from the combustion turbine and supplemental
duct firing will be captured and converted to steam in a heat recovery steam generator before passing through a
steam turbine to generate additional power. Up to 4.2 million gallons per day(MGD)of surface water will be
withdrawn from the Dan River, in the vicinity of Madison,and 0.06 MGD of Potable water from the City of
Reidsville will be used for process water needs. Effluent will be discharged into the Dan River, near Settle Bridge
Road, at an average rate of 0.411 MGD and a design maximum of 1.057 MGD.
XIII iCERTIFICATIONA :e rnstrut:itonS)'``
I cerbly ul derpenafty oflaw that I Neve pe sonatl1y;ex4 tie!and a mit a u tff ittirmto j tioit'ili ifilt!'ed s pp iiatior and
ill attachments-arid that, based�°oil:my rnquity of those persons arta nedda etyt►espdrisrble(or obtainitjp tlia Info`i ation coata(ned Ina ;_
ttif ap`bratlon,I belydve`thatxthe information is fi lel faceuratekand_con)ple# i an aware that,tore tare sign rant penalltes for,,
.,,submi ng false.rpfo Irianort,including.the,poesibiir .of�fihe and impnsonirtent !..:.,. y,. ,, „ ,t,.., 3Y. .;;,~. �,n,-�: :,,I,
A.NAME&OFFICIAL TITLE(type or print) B.SIG ATURE C.DATE SIGNED
Lance Metzler County Manager 62YY/ 04/21/2017
COMMENTS-:F'ORAOF ICIAL''.USE'ONL1(
,--70',, ,17,',7'5.0.:
t-s
. . r 4 ; i :';',..,,,:--,,;,-N.
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EPA FORM 3510-1(8-90)
\

Form Approved.OMB No.2040-0086.Approval expires 8-31-98.
EPA I.D.NUMBER(copy from Item 1 of Form 1)
Please print or type in the unshaded areas only
Form
2D vEPANew Sources and New Dischargers
NPDES Application for Permit to Discharge Process Wastewater
I.Outfall Location
For each outfall,list the latitude and longitude of its location to the nearest 15 seconds and the name of the receiving water.
Outfall Number Latitude Longitude 'Receiving Water(name)
(list) Deg. Min. Sec. Deg. Min. Sec.
001 Dan River
36 24 37 79. 49 36
II.Discharge Date(When do you expect to begin discharging?)
Ill.Flows,Sources of Pollution,and Treatment Technologies
A. For each outfall, provide a description of: (1) All operations contributing wastewater to the effluent, including process wastewater, sanitary
wastewater, cooling water, and storm water runoff; (2)The average flow contributed by each operation; and (3)The treatment received by the
wastewater.Continue on additional sheets if necessary.
Outfall 1.Operations Contributing Flow 2.Average Flow 3.Treatment
Number (List) (Include Units) (Description or List codes from Table 2D-1)
See narrative
001 Final Outfall 0.411 MGD
101 Cooling Tower Blowdown 0.395 MGD See narrative
See narrative
102 Low Volume Waste 0.006 MGD
EPA Form 3510-20(Rev.8-90) PAGE 1 of 5

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B. Attach a line drawing showing the water flow through the facility. Indicate sources of intake water, operations contributing wastewater to the
effluent,and treatment units labeled to correspond to the more detailed descriptions in Item III-A.Construct a water balance on the line drawing
by showing average flows between intakes, operations,treatment units,and outfalls. If a water balance cannot be determined(e.g.,for certain
mining activities),provide a pictorial description of the nature and amount of any sources of water and any collection or treatment measures.
C. Except for storm runoff,leaks,or spills,will any of the discharges described in Items III-A be intermittent or seasonal?
❑YES(complete the following table) NO(go to Section IV)
1.Frequency 2.Flow
Outfall a.Days b.Months a.Maximum Daily b.Maximum
Number Per Week Per Year Flow Rate Total Volume c.Duration
(specify average) (specify average) (in mgd) (specify with units) (in days)
Outfall 001 7 12 1.057 MGD 1.057 MG 365
Outfall 101 7 12 1.041 MGD 1.041 MG 365
Outfall 102 7 12 0.016 MGD 0.016 MG 365
IV.Production
If there is an applicable production-based effluent guideline or NSPS, for each outfall list the estimated level of production (projection of actual
production level, not design), expressed in the terms and units used in the applicable effluent guideline or NSPS,for each of the first 3 years of
operation.If production is likely to vary,you may also submit alternative estimates(attach a separate sheet).
Year A.Quantity Per Day B.Units Of Measure c.Operation,Product,Material,etc.(specify)
Steam Electric Power Generation
1 488 MW (net)
EPA Form 3510-2D(Rev.8-90) Page 2 of 5 CONTINUE ON NEXT PAGE

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CONTINUED FROM THE FRONT _ EPA I.D.NUMBER(copy from Item 1 of Form 1) Outfall Number
Outfall 001
V.Effluent Characteristics
A and B:These items require you to report estimated amounts(both concentration and mass)of the pollutants to be discharged from each of your outfalls.Each part of this
item addresses a different set of pollutants and should be completed in accordance with the specific instructions for that part.Data for each outfall should be on a separate
page.Attach additional sheets of paper if necessary.
General Instructions(See table 2D-2 for Pollutants)
Each part of this item requests you to provide an estimated daily maximum and average for certain pollutants and the source of information.Data for all pollutants in Group A,
for all outfalls,must be submitted unless waived by the permitting authority.For all outfalls,data for pollutants in Group B should be reported only for pollutants which you
believe will be present or are limited directly by an effluent limitations guideline or NSPS or indirectly through limitations on an indicator pollutant.
2.Maximum Daily Value(include units) 3.Average Daily Value(include units)
1.Pollutant 4.Source(see instructions)
Concentration Units Mass Units Concentration Units Mass Units
Biochemical Oxygen Demand(BOD) 11.7 mg/L 103.1 lbs/day 11.7 mg/L 40.1 lbs/day 4-best professional estimates
Chemical Oxygen Demand(COD) 214.4 mg/L 1890.0 lbs/day 87.3 mg/L 299.2 lbs/day 4-best professional estimates
Total Organic Carbon(TOC) 50.1 mg/L 441.7 lbs/day 15.6 mg/L 53.5 lbs/day 4-best professional estimates
Total Suspended Solids(TSS) 15 mg/L 132.2 lbs/day 13.9 mg/L 47.6 lbs/day 4-best professional estimates
Flow 1.057 MGD 0.411 MGD 4-best professional estimates
Ammonia(as N) 0.32 mg/L 2.8 lbs/day 0.1 mg/L 0.3 lbs/day 4-best professional estimates
Temperature(winter) 60°F 4-best professional estimates
Temperature(summer) 85.2°F 4-best professional estimates
pH 6.5-8.5 S.U. 6.5-8.5 S.U. 4-best professional estimates
Bromide 2.253 mg/I 19.9 lbs/day _ 0.912 mg/L 3.1 lbs/day 4-best professional estimates
Chloride 192.4 mg/I 1696.1 lbs/day 166.7 mg/L 571.4 lbs/day 4-best professional estimates
Total Residual Chlorine believed absent 4-best professional estimates
Color believed absent 4-best professional estimates
Fecal Coliform believed absent4-best professional estimates
Fluoride 1.63_mg/L 14.4 lbs/day 0.51 mg/L 1.7 lbs/day 4-best professional estimates
Nitrate-Nitrite(as N) 3.15 mg/L 27.8 lbs/day 1.15 mg/L 3.9 lbs/day 4-best professional estimates
Oil and Grease believed absent 4-best professional estimates
Phosphorus(as P)Total 3.09Img/L I 27.2IIbs/day I 0.79Img/L I 2.7IIbs/day 4-best professional estimates
Radioactivity believed absent 4-best professional estimates
(1)Alpha,Total believed absent 4-best professional estimates
(2)Beta,Total believed absent 4-best professional estimates
(3)Radium,Total believed absent 4-best professional estimates
(4)Radium 226,Total believed absent 4-best professional estimates
Sulfate(as SO4) 108.3Img/L I 954.7IIbs/day I 66.4Img/L I 227.6IIbs/day 4-best professional estimates
Sulfide(as S) believed absent 4-best professional estimates
Sulfite(as S03) believed absent 4-best professional estimates
Surfactants believed absent 4-best professional estimates
Aluminum,Total 0.181 mg/L 1.6 lbs/day _ 0.076 mg/L 0.3_Ibs/day 4-best professional estimates
Barium,Total 1.507 mg/L 13.3 lbs/day 0.326 mg/L 1.1 lbs/day 4-best professional estimates
Boron,Total 3.162 mg/L , 27.9 lbs/day 1.196 mg/L 4.1 lbs/day 4-best professional estimates
Cobalt,Total believed absent 4-best professional estimates
Iron,Total 0.395 mg/L 3.5 lbs/day 0.179 mg/L 0.6 lbs/day 4-best professional estimates
Magnesium,Total 30.6 mg/L 269.8 lbs/day 22.3 mg/L 76.4 lbs/day 4-best professional estimates
Molybdenum,Total believed absent 4-best professional estimates
Manganese,Total 0.022Img/L I 0.2IIbs/day I 0.013Img/L I 0.011bs/day 4-best professional estimates
Tin,Total believed absent 4-best professional estimates
Titanium,Total believed absent 4-best professional estimates
Antimony,Total 0.00591 mg/L 0.1 lbs/day 0.00279 mg/L 0.0,lbs/day 4-best professional estimates
Beryllium,Total 0.00351 mg/L 0.0 lbs/day 0.00175 mg/L 0.0_Ibs/day 4-best professional estimates
Chromium,Total 0.0278 mg/L 0.245 lbs/day 0.018 mg/L 0.062 Ibs/day 4-best professional estimates
Lead,Total 0.0057 mg/L 0.050 lbs/day 0.0021 mg/L 0.007 lbs/day 4-best professional estimates
Nickel,Total 0.0702 mg/L 0.619 lbs/day 0.0351 mg/L 0.120 lbs/day 4-best professional estimates
Silver,Total believed absent 4-best professional estimates
Zinc,Total 0.137Img/L I 1.2IIbs/day I 0.049Img/L I 0.2llbs/day 4-best professional estimates
Phenols,Total believed absent 4-best professional estimates
Arsenic,Total believed absent 4-best professional estimates
Cadmium,Total 0.00105 mg/L 0.009 lbs/day 0.00053 mg/L 0.002_lbs/day 4-best professional estimates
Copper,Total 0.056 mg/L 0.494 lbs/day 0.013 mg/L 0.045 lbs/day 4-best professional estimates
Mercury,Total 0.0000291 mg/L 0.00026 lbs/day 0.00001688 mg/L 0.00006 lbs/day 4-best professional estimates
Selenium,Total believed absent 4-best professional estimates
Thallium,Total believed absent 4-best professional estimates
Cyanide,Total believed absent 4-best professional estimates
EPA Form 3510-20(Rev.8-90) Page 3 of 5 CONTINUE ON REVERSE

CONTINUED FROM THE FRONT EPA I.D.NUMBER(copy from Item 1 of Form 1) Outfall Number
Outfall 001
V.Effluent Characteristics
A and B:These items require you to report estimated amounts(both concentration and mass)of the pollutants to be discharged from each of your outfalls.Each part of this
item addresses a different set of pollutants and should be completed in accordance with the specific instructions for that part.Data for each outfall should be on a separate
page.Attach additional sheets of paper if necessary.
General Instructions(See table 2D-2 for Pollutants)
Each part of this item requests you to provide an estimated daily maximum and average for certain pollutants and the source of information.Data for all pollutants in Group A,
for all outfalls,must be submitted unless waived by the permitting authority.For all outfalls,data for pollutants in Group B should be reported only for pollutants which you
believe will be present or are limited directly by an effluent limitations guideline or NSPS or indirectly through limitations on an indicator pollutant.
2.Maximum Daily Value(include units) 3.Average Daily Value(include units)
1.Pollutant 4.Source(see instructions)
Concentration Units Mass Units Concentration Units Mass Units
Flow 1.057 MGD 0.411 MGD 4-best professional estimates
Sodium 35.1 mg/L 309.4 lbs/day 29.7 mg/L 101.8 lbs/day 4-best professional estimates
Potassium 35 mg/L 308.5 lbs/day 15.6 mg/L 53.5 lbs/day 4-best professional estimates
Calcium 88.2 mg/L 777.5 lbs/day 55.8 mg/L 191.3 lbs/day 4-best professional estimates
Strontium,Total 0.529 mg/L 4.7 lbs/day 0.342 mg/L 1.2 lbs/day 4-best professional estimates
Total Alkalinity(as CaCO3) 124.8 mg/L 1100.2 lbs/day 105.6 mg/L 362.0 lbs/day 4-best professional estimates
Bicarbonate(as HCO3) 152.1 mg/L 1340.8 lbs/day 128.8 mg/L 441.5 lbs/day 4-best professional estimates
Ortho-Phosphate(as P) 0.52 mg/L 4.6 lbs/day 0.42 mg/L 1.439651 lbs/day 4-best professional estimates
Specific Conductance 1207 pS/cm 857 iS/cm 2937.573 4-best professional estimates
Total Dissolved Solids 1948 mg/L 17172.4 lbs/day 1154 mg/L 3955.612 lbs/day 4-best professional estimates
Turbidity 20 NTU 1.5 NTU 4-best professional estimates
Total Silica(as SiO2) 154.8 mg/L 1364.6 lbs/day 71.9 mg/L 246.4545 lbs/day 4-best professional estimates
Reactive Silica(as SiO2) 92.8 mg/L 818.1 lbs/day 63 mg/L 215.9476 lbs/day 4-best professional estimates
Dissolved Organic Carbon(DOC) 40.3 mg/L 355.3 lbs/day 14.1 mg/L 48.33113 lbs/day 4-best professional estimates
Surfactants 0.7 mg/L 6.2 lbs/day 0.2 mg/L 0.685548 lbs/day 4-best professional estimates
Heterotrophic Colonies 200 MPN/100 mL 200 MPN/100 mL 4-best professional estimates
Total Petroleum Hydrocarbons(TPH) believed absent 4-best professional estimates
EPA Form 3510-2D(Rev.8-90) Page 3 of 5 CONTINUE ON REVERSE

CONTINUED FROM THE FRONT EPA I.D.NUMBER(copy from Item 1 of Form 1)
C. Use the space below to list any of the pollutants listed in Table 2D-3 of the instructions which you know or have reason to believe will be
discharged from any outfall.For every pollutant you list,briefly describe the reasons you believe it will be present.
1.Pollutant 2.Reason for Discharge
Biochemical Oxygen Demand Materials derived from source water.
Chemical Oxygen Demand
Total Organic Carbon Water treatement chemicals, including oxidizing biocide, will be
Total Suspended Solids selected to avoid priority pollutants including major ions.
Ammonia
Temperature, pH See narrative for additional details.
Bromide
Chloride, Fluoride
Nitrate-Nitrite
Phosphorus (as P) , Total
Sulfate (as SO4)
Aluminum, Total
Barium, Total
Boron, Total
Iron, Total
Magnesium, Total
Manganese, Total
Antimony, Total
Beryllium, Total
Chromium, Total
Lead, Total
Nickel, Total
•
Zinc, Total
Cadmium, Total
Copper, Total
Mercury, Total
Sodium, Potassium
Calcium
Strontium, Total
Alkalinity, Total
Bicarbonate
Ortho-phosphate
Specific Conductivity
Total Dissolved Solids
Turbidity
Total Silica
Reactive Silica
Dissolved Organic Carbon
Surfactants
Heterotrophic Colonies
Total Petroleum Hydrocarbons
VI.Engineering Reporton Wastewater Treatment
A. If there is any technical evaluation concerning your wastewater treatment, including engineering reports or pilot plant studies, check the
appropriate box below.
❑Report Available ❑✓ No Report
B. Provide the name and location of any existing plant(s)which,to the best of your knowledge resembles this production facility with respect to
production processes,wastewater constituents,or wastewater treatments.
Name Location
Other similar combined cycle Throughout North Carolina
plants
EPA Form 3510-2D(Rev.8-90) Page 4 of 5 CONTINUE ON NEXT PAGE

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EPA I.D.NUMBER(copy from Item 1 of Form 1) ,
VII.Other Information(Optional)
Use the space below to expand upon any of the above questions or to bring to the attention of the'reviewer any other information you feel should be •
considered in establishing permit limitations for the proposed facility.Attach additional sheets if necessary.
See narrative.
VIII.CERTIFICATION
I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system
designed to assure that qualified personnel properly gather and evaluate the information submitted.Based on my inquiry of the person or persons
who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my
knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information,including the
possibility of fine and imprisonment for knowing violations.
A.Name and Official Title(type or print) B.Phone No.
Lance Metzler County Manager (336) 392-8103
C.Sig ture D.Date Signed
-��^ Q 04/21/2017
(INV [ 1
EPA Form 3510-20(Rev.8-90) PAGE 5 of 5

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-Environmental Consulting
Ar & Technology of
North Carolina, PLLC
APPENDIX B
CHEMICAL USAGE
N:\PRJ\NTE ENERGY\LKC NPDES\MEMO\NTE NPDES NARRATIVE FINAL.DOCX

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WATER TREATMENT CHEMICAL USAGE
REIDSVILLE ENERGY CENTER
NTE ENERGY
Prepared by AquageNss;March2,2017
Rev.No.0
Feed Purpose/ Dosage Chemise! Endproduct
Location Chemical Description (mg/L) Reaction Fate
Raw Water Clarifier Sodium Hypochlorite Oxidant and Biocide 2 Chloride ion endproduct after reaction Cooling tower blowdown to Waste Collection Sump for discharge
Raw Water Clarifier Ferric Chloride Coagulation 15 Forms ferric hydroxide floc and chloride ion endproduct Cooling tower blowdown to Waste Collection Sump for discharge
Raw Water Clarifier Acrylamide Co-Polymer Floc bridging agent 1 Remains with the settled floc sludge in clarifier Off-site solids disposal
Thickener Acrylamide Co-Polymer Solids dewatering 10 Remains with the thickened clarifier floc sludge Off-site solids disposal
Filter Press Acrylamide Co-Polymer Solids Dewatering 25 Remains with the dewatered sludge cake Off-site solids disposal
Cooling Tower Circulating Water Sodium Hypochlorite Blonde 1 Chloride ion endpoint after reaction Cooling tower blowdown to Waste Collection Sump for discharge
Cooling Tower Makeup(if needed) Sulfuric Acid pH Adjustment 5 Sulfate ion endpoint after reaction Cooling tower blowdown to Waste Collection Sump for discharge
Cooling Tower Circulating Water Orthophosphate and Phosphonate Corrosion/Scale Control 0.5 Phosphate Ion endpoint after reaction Cooling tower blowdown to Waste Collection Sump for discharge
Cooling Tower Slowdown Sodium Bisulfite Dechlorination 3 Sodium and sulfate Ion endpoint after reaction Cooling tower blowdown to Waste Collection Sump for discharge
Reverse Osmosis Feedwater Organo-Phosphorous Campond Anti-scalant 2 Phosphate Ion endpoint after reaction Cooling tower blowdown to Waste Collection Sump for discharge
Reverse Osmosis Feedwater Sodium Bisulfite Dechlorination 3 Sodium and sulfate ionendpoint after reaction Cooling tower blowdown to Waste Collection Sump for discharge
HRSG Feedwater Aqua-Ammonia Feedwater pH Control 1 Ammonium ion endpoint after reaction Cooling tower blowdown to Waste Collection Sump for discharge
HRSG Drum Sodium Phosphate HRSG Drum pH and Scale Control 3 Sodium and phosphate Ion endpoint after reaction Cooling tower blowdown to Waste Collection Sump for discharge
HRSG Drum(if needed) Sodium Hydroxide HRSG Drum pH Control 1 Sodium Ion endpoint after reaction Cooling tower blowdown to Waste Collection Sump for discharge
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Che a Estimate 4/13/2017

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Appendix C
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AIM Environmental Consulting
I' & Technology of
North Carolina, PLLC
•
APPENDIX C
CORMIX MODELING
MEMORANDUM
N:\PRJ\NTE ENERGY\LKC NPDES\MEMO\NTE NPDES NARRATIVE FINAL.DOCX

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HodgeeWaterResources 95 Arlington St.
Brighton, MA 02135
803-606-8343
April 25,2017
TECHNICAL MEMORANDUM
To: Chris Wu, ECT Pages: 10
CC:
Subject: Effluent Discharge Modeling: Dan River
From: Matt Hodge, Hodge.WaterResources, LLC; Kelly Smith, Hodge.WaterResources, LLC
1.0 INTRODUCTION
The purpose of this technical memorandum is to describe the modeling completed by
Hodge.WaterResources, LLC (HWR) in support of the permitting of a surface water discharge to the Dan
River near Settle Bridge Road in Rockingham County, North Carolina. The proposed discharge will be part of
the Reidsville Energy Center (REC) but is being permitted by Rockingham County. The proposed discharge
structure will be a side-bank channel with a triangular geometry and a top channel width of 6 feet (ft). The
design discharge flow from the REC will be approximately 1.057 million gallons per day (MGD). The
discharged effluent water temperature will be a maximum of 30.64 degrees Fahrenheit (°F) (17.02 degrees
Celsius [°C]) above ambient water temperatures. Figure 1, provided on the following page, shows the
proposed discharge location.
HWR completed the modeling using the United States Environmental Protection Agency (US EPA)
supported CORMIX Mixing Zone Model version 10.0 GT. The modeling objectives were to (1) determine the
distance at which a 6.1-fold thermal dilution is achieved (required to meet North Carolina's Water Quality
Standards[NC WQS]for temperature rise resulting from a thermal discharge); and (2) determine compliance
with spatial limitations for a regulatory mixing zone. The primary findings of the CORMIX modeling effort are
as follows:
• The length of the regulatory mixing zone will be 15.0 ft.
• The regulatory mixing zone will make up approximately 2.5%of the river cross-section under 7Q10
flow conditions.
The remainder of this memorandum provides an overview of the ambient hydraulic conditions in the Dan
River near the proposed discharge location, a detailed description of the discharge structure and effluent
flow, the modeling approach, and the model results.
2.0 AMBIENT CONDITIONS
The Dan River in Rockingham County, North Carolina is a meandering freshwater river. River flow and water
depths vary depending on regional hydrology. The Dan River in Rockingham County flows northeast across
the state border into Virginia. In Virginia, the Dan River joins the Roanoke River, and the Roanoke River
crosses back into North Carolina on its way to Albermarle Sound. The proposed ouffall location is
approximately 40 ft northeast of the Settle Bridge Road bridge on State Route 2145 and approximately
22.5 miles(mi) upstream of the Virginia state border.
1

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Figure 1: Proposed Outfall Location 44
Hodge WaterResources
Dan River, North Carolina
0 250 500 750 1,000 NA * Proposed Outfall Service Layer Credits:Copyright:©
2013 ESRI, cubed,GeoEye
April 19,2017 Feet 0 USGS Stream Gage

I

HodgeWaterResources 95 Arlington St.
Brighton, MA 02135
803-606-8343
April 25,2017
The United States Geological Survey (USGS) maintains a stream flow gage approximately 800 ft
downstream of Settle Bridge Road. The stream flow gage (ID: 02071000) is shown on Figure 1. The
watershed to that gage covers approximately 1,053 square miles (m12). The USGS provides daily average
flow for the gage from December 1, 1939 through the present day. The USGS also provides water surface
elevation and daily average flow from October 1, 1998 to the present day. Figure 2 shows the annual low
flow(lowest observed daily average flow for a given year)for the entire period of record.
1,000 -
900 -
w
U
800 -
(6
Lt 700 - •
600
500 ®® fee ® • ® •• •
E •
c 400 - • • • • • d• • . ® ® • • ••• •
ru 300 •
- • • • ® • ® •
® • • •
• • • • • • ® ® • a
Q 200 • • •® ®
• ® • s•• • •-
100 - 7Q10: 162 cfs • • • ® •
• •
0
1937 1957 1977 1997 2017
Figure 2: USGS Gage 02071000 Annual Low Flow, 1939-2016
Annual low flow ranges between 63 and 698 cubic feet per second (cfs). According to the North Carolina
Department of Environmental Quality (NC DEQ) and the USGS, the lowest 7-day average flow with a return
period of 10 years (7Q10) is 162 cfs. The 7Q10 flow is the flow that is used in determining compliance with
ambient water quality criteria and the limits of a mixing zone. In order to conduct the mixing zone analysis, it
is necessary to know the water surface elevation associated with the 7Q10 flow. Figure 3 plots daily average
flow versus water surface elevation. HWR used this information to develop a rating curve (also shown in
Figure 3) for the location. HWR determined the water surface elevation at the USGS gage that would occur
with the 7Q10 flow to be 513.0 ft relative to North American Vertical Datum 1988 (NAVD88).
3.0 DISCHARGE CONFIGURATION AND EFFLUENT CHARACTERIZATION
The outfall is proposed to be located at a point approximately 40 ft downstream of Settle Bridge Road on the
eastern bank of the Dan River. HWR used the 7Q10 water surface elevation and the site-specific bathymetric
survey of the Dan River at the point of the proposed outfall to develop the river cross-section shown in
Figure 4. Under 7Q10 flow conditions, the average water depth is 2.3 ft and the maximum water depth is
3.0 ft.
3

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HodgeteaterResources 95 Arlington St.
Brighton, MA 02135
803-606-8343
April 25,2017
2 -
•USGS Data
1.8 - •Rating Curve •
••
1.6 - •
1.4 - f +
X---
rn •
co 0.8 - •'
0.6 - 7Q10
Flow: 162 cfs
0.4 40, Gage Height:0.75 ft
• Gage Datum:512.26 ft NAVD88
0.2 -
0
0 100 200 300 400 500
River Flow(cfs)
Figure 3: USGS Gage 02071000 Rating Curve (0-500 cfs)
545
540 west east
535
co
co
530
z
525
0
0
> 520
0
515 Survey: 514.1
Survey Flow:585 cfs
7Q10:513.0 7Q10 Flow: 162 cfs
510
Bottom:510.0
505
0 50 100 150 200 250 300 350
Stationing along Cross Section at Settle Bridge Centerline(ft),
Left Bank is 0 Facing Upstream
Figure 4: Dan River Cross-Section at Proposed Outfall
4

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Hodge WaterResources 95 Arlington St.
Brighton, MA 02135
803-606-8343
April 25,2017
Environmental Consulting and Technology of North Carolina, PLLC (ECT) provided HWR with a description
of the conceptual discharge structure and the effluent characterization. The discharge structure is proposed
to be a side-bank discharge through an open channel. The channel preliminary design is included with this
technical memorandum as Attachment 1. The channel will be a triangular channel with a maximum top width
of 6 ft and a maximum channel depth of 1 ft. The longitudinal slope of the channel is 0.406 ft/ft. The elevation
at the toe of the channel is 514.1 ft NAVD88.
The design flow for the REC is 1.057 MGD, which will be released to the proposed discharge structure
through a 12-inch force main. In order to model the side-bank discharge, it is necessary to determine the
channel flow depth at the point where the channel meets the Dan River. HWR determined the flow depth in
the discharge channel assuming open-channel flow conditions in the 50-ft channel using Manning's
Equation. The calculated flow depth is 0.278 ft (from the Manning's Equation, assuming a discharge flow of
1.057 MGD, a triangular channel geometry with 3:1 [h:v] side slopes, a channel slope of 0.406 ft/ft, and a
Manning's coefficient of 0.035). The proposed channel will have a design flow depth of approximately 0.3 ft
and a design discharge velocity of 7.0 feet per second (fps) at the proposed design flow.
The predicted effluent temperature above river ambient temperature (AT) is 30.64 °F (17.02 °C).
4.0 REGULATORY CONSIDERATIONS
The NC WQS limit effluent temperatures to 2.8 °C (5.04 °F) above ambient water temperature, and in no
case to exceed 32 °C (89.6 °F) (15A NCAC 026.0211 (18)). The AT for the proposed discharge will require a
6.1-fold dilution in order to meet the NC WQS. The distance from the point of discharge to where the
NCWQS are met is called the regulatory mixing zone, and HWR determined the required size of the
regulatory mixing zone based on the following CORMIX modeling.
5.0 MODELING APPROACH
In order to understand the size of the allowable regulatory mixing zone for the effluent to mix with the Dan
River and demonstrate effluent concentrations below the relevant NCWQS, HWR conducted mixing zone
modeling with the CORMIX model. CORMIX is a mathematical modeling tool developed for the analysis,
prediction, and design of aqueous systems discharging conventional pollutants into water bodies. CORMIX
version 10.0 GT Module 3 is an appropriate tool for evaluating a side-bank discharge to a river.
The CORMIX model requires the user to specify a number of boundary conditions and model parameters in
order to generate model predictions of mixing behavior. These boundary conditions and model parameters
can be grouped into three general categories.
1. Effluent
2. Ambient
3. Discharge
Table 1 provides a listing of the boundary conditions and model parameters within each category, the
selected values, and a brief explanation of the rationale for each selected value. HWR ran the CORMIX
model with the configurations described in Table 1 for the proposed discharge.
5

Hodge WaterResources 95 Arlington St.
Brighton, MA 02135
803-606-8343
April 25,2017
Table 1: CORMIX Model Inputs
Parameter Selected Value Rationale
English Metric*
EFFLUENT:
Effluent Flow Rate 1.057 MGD 0.0463 m3/s Design flow value provided by ECT
Effluent Temperature** 92.08°F 33.38°C Average ambient+AT value from ECT
AMBIENT:
Manning's n 0.025 = For a clean, straight channel
Ambient Temperature 61.44T 16.36°C Determined by ECT
DISCHARGE:
Channel Side Right = Preliminary design
Discharge Configuration Flush = Preliminary design
Horiz.Angle of Discharge(a) 90 = Channel perpendicular to river bank
Channel Bottom Slope(deg) 22.11 = Preliminary design
•
Local Depth at Discharge Outlet 0.28 ft 0.09 m Assumed to meet CORMIX requirement •
Channel Top Width 1.80 ft 0.55 m Calculated per design flow&Manning's Equation
Equivalent Rectangular Width 0.84 ft 0.26 m Calculated from actual channel area
Channel Depth 0.28 ft 0.09 m Calculated per design flow&Manning's Equation
* CORMIX output files report results in Metric, so HWR elected to convert all English input values to the Metric system
to facilitate comparison of inputs and outputs.
** ECT has noted that these values are used to represent change in temperature from ambient to understand the range
of buoyancy-driven mixing and compare the spatial extent of the thermal plume. These values do not necessarily
represent estimates of actual temperature of the discharged effluent.
6.0 MODEL RESULTS
CORMIX provides predicted concentrations and dilution factors along the centerline of the discharge plume.
Table 2 presents the centerline distance traveled downriver from the outfall (denoted as X), the centerline
distance traveled laterally across the river (denoted as Y), the cumulative travel distance, and the dilution
factor achieved. The regulatory mixing zone is established based on the cumulative travel distance.
Table 2: Chronic Mixing Zone Dimensions
Distance Travel Time Dilution
X(ft)* Y(ft)** (ft)*** (sec) Factor
4.8 14.3 15.0 5.7 6.1
* X=distance from discharge along ambient current direction.
** Y=distance from discharge across the river.
*** Total distance from discharge using X and Y components.
Figure 5 plots the regulatory mixing zone relative to the proposed discharge point. The model files that
Table 2 and Figure 5 are based on are included with this memorandum as Attachment 2.
The proposed regulatory mixing zone is 15.0 ft, and over this distance CORMIX predicts that the plume will
include the entire water column. This represents 2.4% of the river cross-section under 7Q10 flow conditions.
6

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Hodge WaterResources 95 Arlington St.
Brighton, MA 02135
803-606-8343
April 25,2017
7.0 REFERENCES
MixZon, 2014. CORMIX User Manual: A Hydrodynamic Mixing Zone Model and Decision Support System for
Pollutant Discharges into Surface Waters.
7

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Dan River, North Carolina
Asit,,,,,
0 250 500 750 1,000 N * Proposed Outfall Service Layer Credits:Copyright:©
2013 ESRI, i cubed,GeoEye
April 19,2017 Feet I Proposed Regulatory Mixing Zone

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Hodge VVaterResourcesINF 95 Arlington St.
Brighton, MA 02135
803-606-8343
April 25, 2017
Attachment 1: Preliminary Discharge Design
9

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HodgeeWaterResources 95 Arlington St.
Brighton, MA 02135
803-606-8343
April 25,2017
Attachment 2: CORMIX Model Files (Digital Attachment)
10

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AMY & Technology of
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APPENDIX D
316(b) (r) REPORTS
N:\PRJ\NTE ENERGY\LKC NPDES\MEMO\NTE NPDES NARRATIVE FINAL.DOCX

•
Rockingham County
Dan River . Intake
Submittals Related to Section 316(b)
Compliance per 40 CFR 122. 21 (r) and
125 . 86(b)
•
Rockingham County, NC
April 2017
ECT No.170030
ANVINtaiszpviswgrti
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Complex Challenges . . . PRACTICAL SOLUTIONS

Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b)Compliance
Table of Contents
Section Page
1.0 Introduction 1-1
1.1 Project Background 1-1
1.2 Regulatory Background 1-3
2.0 Source Water Physical Data [40 CFR
122.21(r)(2)] 2-1
2.1 Description of Source Water Body [40 CFR 122.21(r)(2)(i)] 2-1
2.2 Characterization of Source Water Body [40 CFR 122.21(r)(2)(ii)] 2-5
2.2.1 Hydrology 2-5
2.2.2 Geomorphology 2-5
2.2.3 Determination of Area of Influence 2-6
2.3 Locational Maps [40 CFR 122.21(r)(iii)] 2-8
3.0 Cooling Water Intake Structure Data [40 CFR
122.21(r)(3)] 3-1
3.1 Narrative Description of CWIS [40 CFR 122.21(r)(3)(i)] 3-1
3.2 Latitude and Longitude of CWIS [40 CFR 122.21(r)(3)(ii)] 3-8
3.3 Description of CWIS Operation [40 CFR 122.21(r)(3)(iii)] 3-8
3.4 Intake Flow [40 CFR 122.21(r)(3)(iv)] 3-8
3.5 Engineering Drawings of CWIS [40 CFR 122.21(r)(3)(v)] 3-10
4.0 Source Water Baseline Biological
Characterization Data [40 CFR 122.21(r)(4)] 4-1
4.1 List of Unavailable Biological Data [40 CFR 122.21(r)(4)(i)] 4-1
4.2 List of Species and Relative Abundance in the Vicinity of CWIS L
CFR 122.21(r141] 4-1
4.2.1 Rhode et al. Studies 4-2
4.2.2 NC Wildlife Resources Commission 4-2
4.2.3 Duke Energy 4-2
4.3 Identification of Species and Life Stages Susceptible to I and E L
CFR 122.21(r)(4)(iii)1 4-5
IIINIA01111
N:\PRJ\NTE ENERGY\LKC NPDES\R REPORTS\R REPORTS 042017.DOCX L � ,

Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
4.4 Identification and Evaluation of Primary Growth Period [40 CFR
122.21(0(4)(iv)l 4-12
4.4.1 Reproduction 4-12
4.4.2 Larval Recruitment and Period of Peak Abundance 4-12
4.5 Data Representative of Seasonal and Daily Activities of Organisms
in the Vicinity of CWIS [40 CFR 122.21(r)(4)(v)] 4-13
4.6 Identification of Threatened,Endangered, and Other Protected
Species Susceptible to I and E at CWIS [40 CFR 122.21(r)(4)(iv)1 4-13
4.7 Documentation of Consultation with Services [40 CFR
122.21(r)(4)(vii)] 4-18
4.8 Methods and Quality Assurance Procedures for Field Efforts j40
CFR 122.21(r)(41(viii)j 4-18
4.9 Definition of Source Water Baseline Biological Characterization
Data [40 CFR 122.21(r)(4)(ix)] 4-18
4.10 Identification of Protective Measures and Stabilization Activities j40
CFR 122.21(r)(4)(x11 4-19
4.11 List of Fragile Species [40 CFR 122.21(r)(4)(xi)] 4-19
4.12 Information Submitted to Obtain Incidental Take Exemption or
Authorization from Services [40 CFR 122.21(r)(4)(xii)] 4-20
MIN
N:\PRJ\NTE ENERGY\LKC NPDES\R REPORTS\R REPORTS 042017.DOCX 11 Ggii 7

Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
List of Tables
Table Page
1 Review of Proposed Intake Relative to the Requirements of 40 CFR
125.84(a)(1) 1-4
2 Review of Proposed Intake Relative to the Requirements of 40 CFR
125.86(b) 1-7
3 Impairments and Appropriate Uses of Waters of Dan River within Vicinity
of CWIS 2-5
'4 Summary of Dan River Fish Survey Results With Relative Abundance 4-3
5 Potential for Impingement and Entrainment of Fish Species Located
within the Vicinity of the Proposed CWIS 4-6
6 Seasonal and Daily Activities of Fish Species Located within the Vicinity
of the Proposed CWIS 4-8
7 List of State and Federally Protected Species Potentially Occurring in the
Vicinity of the Proposed CWIS 4-16
8 Protected Aquatic Species Range and Reproductive Habits 4-17
IMI
N:\PR>\NTE ENERGY\LKC NPDES\RREPORTS\RREPORTS 042017.DOCX III GCS

Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b)Compliance
List of Figures
Figure Page
1 Site Location, Intake, and Discharge Overview 1-2
2 Raw Water Intake and Pump Station Site Plan 2-2
3 Discharge Location 2-3
4 Proposed Cooling Water Intake Screen Design 3-3
5 Preliminary Water Balance Diagram 3-5
6 Preliminary Water Balance—Water Use Scenarios 3-6
N:\PRANTE ENERGY\LKC NPDES\R REPORTS\R REPORTS 042017.DOCX 1V ��,

Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b)Compliance
1 .0 Introduction
1 . 1 Project Background
This report has been prepared to address relevant sections of the Code of Federal Regulations
(CFR), Title 40, Parts 122.21(r) and 125.85(b), of the Clean Water Act Section 316(b)rule for
new facilities (Phase I of the rule; Federal Register [FR] Volume 66,pp. 65337-65345, as
amended). Section 316(b)requires the location, design, construction, and capacity of cooling
water intake structures (CWISs)reflect the best technology available for minimizing adverse
environmental impact. Phase I of the rule applies to new facilities required to have a National
Pollutant Discharge Elimination System (NPDES)permit that have a CWIS with a design
capacity greater than or equal to 2 million gallons per day(MGD), and use at least 25 percent
of the water withdrawn for cooling purposes.
The Rockingham County Department of Engineering&Public Utilities (Rockingham
County) is proposing to provide water and wastewater services to the proposed Reidsville
Energy Center, a natural gas-fired combined cycle electric generating facility in Rockingham
County,North Carolina, herein referred to as the "Project". The proposed Project will be
constructed approximately 9 miles west of Reidsville,North Carolina, along Highway 65
(Figure 1) and will consist of one combustion turbine with supplementary duct firing. The
exhaust heat from the combustion turbine and the supplemental duct firing will be captured
and converted to steam in a heat recovery steam generator(HRSG)before passing through a
steam turbine to generate additional power. The Project will provide the benefit of local
power generation from a reliable, environmentally responsible fuel source. Combined-cycle
plants have the ability to start up quickly and vary generation to match load conditions,
making this type of plant a good complement to renewable generation such as solar or wind.
Rockingham County intends to withdraw up to 4.194 MGD from an intake and pump station
located on the Dan River for cooling and process water(Figure 1).
N:\PRTNTE ENERGY\LKC NPDES\R REPORTS\R REPORTS 042017.DOCX 1-1 G

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SITE LOCATION, INTAKE,AND DISCHARGE OVERVIEW &Technology of
North Carolina,PLLC
Sources:LIDAR Contours,2007;ESRI World Imagery,NAIP,2014;ECT,2016.

Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
1 .2 Regulatory Background
The U.S. Environmental Protection Agency(EPA)promulgated the Phase I rule for regulation
of new facilities under Section 316(b) on December 18, 2001, and these rules became
effective on January 17, 2002,with minor amendments made to the rule in July 2003. The
Phase II rule (for existing facilities)was published on July 9, 2004 (69 FR 41576) but
withdrawn in 2007; the reissued final 316(b)rule for existing facilities (79 FR 48300)became
effective on October 14, 2014. The final rule supersedes the Phase II rule,the remanded
existing facility portion of the previously promulgated Phase III rule, and includes minor
amendments to the Phase I rule.
The 316(b) Phase I rule requires each affected facility's application for an NPDES discharge
permit include specific submittals and supporting information to demonstrate compliance with
the rule's performance standards. Facilities such as the proposed Project are required to
submit a set of documents with their NPDES application to establish compliance with 40 CFR
122.21(r)(2)through (4):
(2) Source Water Physical Data
(3) Cooling Water Intake Structure Data
(4) Source Water Baseline Biological Characterization
This document addresses the requirements for these three reports in the following three
sections.
Rockingham County anticipates peak withdrawals of 4.194 MGD and is therefore seeking to
comply under the rule's "Track I" as defined at 40 CFR 125.84(c). Section 3.1 summarizes
the proposed intake's compliance with the criteria defined at this section of the rule (see 40
CFR 125.86(b) for Track I application requirements). Tables 1 and 2 provide a summary of
how the proposed project addresses the requirements of 40 CFR 125.84(a)(1) and 125.86(b),
respectively, including cross-references to the relevant sections of the following report.
The Phase I rule also requires the applicant to summarize how the proposed cooling system
and intake will comply with the requirements of the rule. The information required is
contained in Sections 2, 3, and 4 of this report per the specifications of 40 CFR 122.21(r).
1111111 AMY
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 1. Review of Proposed Intake Relative to the Requirements of 40 CFR 125.84(a)(1)
§125.84 As an owner or operator of a new facility,what must I do to comply with this subpart?
(a)(1)The owner or operator of a new facility must comply with either:
(i)Track I in paragraph(b)or(c)of this section;or
(ii)Track II in paragraph(d)of this section.
(2)In addition to meeting the requirements in paragraph(b),(c),or(d)of this section,the owner or operator of a new facility
may be required to comply with paragraph(e)of this section.
(c)Track I requirements for new facilities that withdraw greater than 2 MGD and less than 10 MGD and that choose not to
comply with paragraph(b)of this section. You must comply with all of the following requirements:
Subsection Notes on Rockingham County's Approach
(1)You must design and construct each cooling water The facility's cooling water intake will be designed to achieve
intake structure at your facility to a maximum through- through-screen velocities of less than 0.5 fps.
screen design intake velocity of 0.5 fps;
(2)You must design and construct your cooling water intake
structure such that the total design intake flow from all
cooling water intake structures at your facility meets the
following requirements: •
(i)For cooling water intake structures located in a freshwater The proposed intake is located in a freshwater river. The
river or stream,the total design intake flow must be no proposed total design intake flow is 0.63 percent of the
greater than five(5)percent of the source water annual mean average mean flow as estimated from 17 years of annual flow
flow; record for the Dan River near Wentworth,North Carolina,
located just downstream of the intake.
(ii)For cooling water intake structures located in a lake or Not applicable
reservoir,the total design intake flow must not disrupt the
natural thermal stratification or turnover pattern(where
present)of the source water except in cases where the
disruption is determined to be beneficial to the management
of fisheries for fish and shellfish by any fishery management
agency(ies);
(iii)For cooling water intake structures located in an estuary Not Applicable
or tidal river,the total design intake flow over one tidal
cycle of ebb and flow must be no greater than one(1)
percent of the volume of the water column within the area
centered about the opening of the intake with a diameter
defined by the distance of one tidal excursion at the mean
low water level;
(3)You must select and implement design and construction The proposed intake location potentially meets at least one of
technologies or operational measures for minimizing the criteria defined below[i.e.,(4)(i)].Flow reduction from
impingement mortality of fish and shellfish if: the use of closed-cycle cooling,along with wedgewire screens
with a through-screen velocity less than 0.5 fps,will minimize
impingement mortality of fish and shellfish.
IIIIMIC IN/
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 1. Review of Proposed Intake Relative to the Requirements of 40 CFR 125.84(a)(1)
(i)There are threatened or endangered or otherwise protected The intake is located in an area that may support listed
federal,state,or tribal species,or critical habitat for these species,including the Roanoke logperch and James
species,within the hydraulic zone of influence of the cooling spinymussel.However,as discussed in Section 4.6,species-
water intake structure;or specific habitat preferences may reduce the potential for
interaction with the intake.Given the Project's use of
closed-cycle recirculating cooling system and the protective
design of the intake,it is believed unlikely that any listed
species would be subject to substantive effects from
impingement.
(ii)There are migratory and/or sport or commercial species Migratory,sport,and/or commercial species may be present
of impingement concern to the Director or any fishery near the intake;however,the size of the hydraulic zone of
management agency(ies),which pass through the hydraulic influence is very small and its location along the bank and
zone of influence of the cooling water intake structure;or low through-screen velocity strongly suggests that fish
would be able to avoid impingement.
(iii)It is determined by the Director or any fishery The use of closed-cycle cooling and side bank wedgewire
management agency(ies)that the proposed facility,after screen intake design should be protective of any species of
meeting the technology-based performance requirements in concern or critical habitat.Rockingham County will
paragraphs(c)(1)and(c)(2)of this section,would still coordinate with NC Wildlife Resources Commission(WRC)
contribute unacceptable stress to the protected species, and U.S.Fish and Wildlife Service(USFWS)to ensure that
critical habitat of those species,or species of concern; the intake will not contribute unacceptable stress to protected
species,species of concern,or critical habitat.
(4)You must select and implement design and construction Flow reduction from the use of closed-cycle cooling,along
technologies or operational measures for minimizing with wedgewire screens with a through-screen velocity no
entrainment of entrainable life stages of fish and shellfish. greater than 0.5 fps,will minimize entrainment of fish and
shellfish including protected species
(5)You must submit the application information required in The relevant information required at 40 CFR 122.21(r)and
40 CFR 122.21(r)and§ 125.86(b)(2),(3),and(4); 125.86(b)(2),(3),and(4)is provided in this document.
(6)You must implement the monitoring requirements The Project exceeds the Phase I rule requirements for
specified in§ 125.87; facilities withdrawing between 2 and 10 MGD of cooling
water by incorporating closed-cycle cooling and by
employing wedgewire screens that essentially eliminate
impingement but are not amenable to quantitative
impingement sampling(as is typically performed on intakes
with traveling screens).Rockingham County believes that its
use of these technologies(considered best technology
available(BTA)for both impingement mortality and
entrainment mortality under other aspects of the 316(b)rule)
eliminates the need for biological monitoring that would be
required under§ 125.87(a).Rockingham County believes
that flow monitoring and periodic inspection of the screen
surfaces would is sufficient to comply with the velocity
monitoring requirements in§ 125.87(b)and(c).
(7)You must implement the recordkeeping requirements Rockingham County will comply with the rule's recordkeeping
specified in§ 125.88. and reporting requirements as stipulated in the Project's
NPDES permit.
IIINV
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 1. Review of Proposed Intake Relative to the Requirements of 40 CFR 125.84(a)(1)
§125.84(e)You must comply with any more stringent §I25.84(a)(2)states that"a new facility may be required to
requirements relating to the location,design,construction,and comply with paragraph(e)of this section"[emphasis added].
capacity of a cooling water intake structure or monitoring The riverbank location has been selected to avoid known
requirements at a new facility that the Director deems are critical or unique aquatic or shoreline habitats.The Project
reasonably necessary to comply with any provision of state design exceeds the Phase I rule requirements for facilities
law,including compliance with applicable state water quality withdrawing between 2 and 10 MGD of cooling water by
standards(including designated uses,criteria,and incorporating closed-cycle cooling and incorporating
antidegradation requirements). wedgewire screens.Construction impacts will have a minimal
footprint and will not impact water quality or designated uses.
• Additional requirements are therefore not anticipated. Should •
additional requirements be deemed necessary,Rockingham
County will review them and reserves the right to suggest
alternative approaches to addressing any potential concerns by
the Director.
Source:Rockingham County,2017.
•
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 2. Review of Proposed Intake Relative to the Requirements of 40 CFR 125.86(b)
§125.86 As an owner or operator of a new facility,what must I collect and submit when I apply for my new or reissued
NPDES permit?
(a)(1)As an owner or operator of a new facility,you must submit to the Director a statement that you intend to comply with either:
(i)The Track I requirements for new facilities that withdraw equal to or greater than 10 MGD in§125.84(b);
(ii)The Track I requirements for new facilities that withdraw greater than 2 MGD and less than 10 MGD in
§125.84(c);
(iii) The requirements for Track II in§125.84(d).
(2)You must also submit the application information required by 40 CFR I22.21(r)and the information
required in either paragraph(b)of this section for Track I or paragraph(c)of this section for Track II when you apply for a new or
reissued NPDES permit in accordance with 40 CFR 122.21.
(b)Track I application requirements.To demonstrate compliance with Track I requirements in§125.84(b)or(c),you must collect
and submit to the Director the information in paragraphs(b)(1)through(4)of this section.
Subsection Notes and References to Later Report Sections
(1)Flow reduction information.If you must comply with the flow Not applicable.However,the facility will employ closed-
reduction requirements in§125.84(b)(1),you must submit the cycle recirculating cooling using mechanical evaporative
following information to the Director to demonstrate that you have cooling towers.Make-up flows have been minimized subject
reduced your flow to a level commensurate with that which can be to the cooling and process water needs of the plant.
attained by a closed-cycle recirculating cooling water system: Blowdown flows have been minimized subject to water
quality constraints of the facility and wastewater discharge.
See Section 3.4.
(i)A narrative description of your system that has been designed to Not applicable.
reduce your intake flow to a level commensurate with that which can
be attained by a closed-cycle recirculating cooling water system and
any engineering calculations,including documentation demonstrating
that your make-up and blowdown flows have been minimized;and
(ii)If the flow reduction requirement is met entirely,or in part,by Not applicable.
reusing or recycling water withdrawn for cooling purposes in
subsequent industrial processes,you must provide documentation that
the amount of cooling water that is not reused or recycled has been
minimized.
(2) Velocity information.You must submit the following information The Project is subject to§125.84(c)(1)
to the Director to demonstrate that you are complying with the
requirement to meet a maximum through-screen design intake
velocity of no more than 0.5 fps at each cooling water intake structure
as required in§125.84(b)(2)and(c)(1):
(i)A narrative description of the design,structure,equipment,and The facility will achieve a design through-slot velocity
operation used to meet the velocity requirement;and of less than 0.5 fps using appropriately-sized
wedgewire screens.See Section 3.1.
(ii)Design calculations showing that the velocity requirement will be The screens are designed to be submerged at extreme low
met at minimum ambient source water surface elevations(based on water and they have been designed with sufficient area to
best professional judgement using available hydrological data)and maintain the target velocity of less than 0.5 fps,even
maximum head loss across the screens or other device. when 15 percent of the slot area is obscured by debris.
See Section 3.1.
(3)Source waterbody flow information.You must submit to the The proposed intake would be located in a freshwater
Director the following information to demonstrate that your cooling river,making subsection(3)(i)applicable.
water intake structure meets the flow requirements in
§125.84(b)(3)or(c)(2):
(i)If your cooling water intake structure is located in a freshwater This section of the rule would limit the withdrawal to no
river or stream,you must provide the annual mean flow and any more than 5 percent of the annual mean flow of the source
supporting documentation and engineering calculations to show that waterbody.The proposed maximum withdrawal is 4.194
your cooling water intake structure meets the flow requirements; MGD,or 6.49 cubic feet per second(cfs),which is 0.63
percent of the mean annual flow(1029.3 cfs)as estimated
from 17 years of flow data at Wentworth,North Carolina.
See Section 3.1.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 2. Review of Proposed Intake Relative to the Requirements of 40 CFR 125.86(b)
(ii)If your cooling water intake structure is located in an estuary or Not applicable.
tidal river,you must provide the mean low water tidal excursion
distance and any supporting documentation and engineering
calculations to show that your cooling water intake structure facility
meets the flow requirements;and
(iii)If your cooling water intake structure is located in a lake or Not applicable.
reservoir,you must provide a narrative description of the water body
thermal stratification,and any supporting documentation and
engineering calculations to show that the natural thermal
stratification and turnover pattern will not be disrupted by the total
(4)Design and Construction Technology Plan.To comply with§ Project will follow compliance under Track I-§125.84(c)
125.84(b)(4)and(5),or(c)(3)and(c)(4),you must submit to the
Director the following information in a Design and Construction
Technology Plan:
(i)Information to demonstrate whether or not you meet the criteria in As presented in Section 1.1,Rockingham County's
§ 125.84(b)(4)and(b)(5),or(c)(3)and(c)(4); proposed intake meets the criteria articulated at§
125.84(c)(3)and(c)(4).It believes that it has addressed
the goals of the rule by utilizing closed-cycle cooling,
wedgewire screens,and the 0.5 fps through-screen
(ii)Delineation of the hydraulic zone of influence for your cooling The hydraulic zone of influence is negligible for the
water intake structure; intake structure given that the target through-slot velocity
is less than 0.5 fps.See Section 2.2.3.
(iii)The owner or operator of a new facility required to install design Rockingham County has designed the intake to minimize
and construction technologies and/or operational measures must impingement and entrainment through the design and
develop a plan which explains the technologies and measures operational measures of the facility including:intake
selected;this plan shall be based on information collected for the location,use of closed-cycle cooling,wedgewire screens,
Source Water Biological Baseline Characterization required by 40 and less than 0.5 fps through-screen velocity.
(A)A narrative description of the design and operation of the design A narrative description of the design and operation of the
and construction technologies,including fish-handling and return facility and how it will minimize impingement is included
systems,that you will use to maximize the survival of those species in Section 3.
expected to be most susceptible to impingement.Provide species-
specific information that demonstrates the efficacy of the
(B)A narrative description of the design and operation of the design A narrative description of the design and operation of the
and construction technologies that you will use to minimize facility and how it will minimize entrainment is also
entrainment of those species expected to be the most susceptible to included in Section 3.
entrainment.Provide species-specific information that demonstrates
the efficacy of the technology;and
(C)Design calculations,drawings,and estimates to support the Drawings and calculations that illustrate these design
descriptions provided in paragraphs(b)(4)(iii)(A)and(B)of this features are included in Sections 3.4 and 3.5.
section.
Source:Rockingham County,2017.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
2.0 Source Water Physical Data [40 CFR
122. 21 (r)(2)]
This section provides information on the physical characteristics of the source water body.
The following text from the preamble of the final existing facilities rule provides context
for this information requirement(preamble at 79 FR 48363).
"This requirement is unchanged from the Phase I rule and the 2004 Phase II
rule. The facility is required to submit data to characterize the facility and
evaluate the type of waterbody potentially affected by the cooling water intake
structure. The applicant is required to submit a narrative description and scaled
• drawings showing the physical configuration of all source waterbodies used by
the facility, including areal dimensions, depths, salinity and temperature
regimes, and other documentation that supports the determination of the
waterbody type where each cooling water intake structure is located;
identification and characterization of the source waterbody's hydrological and
geomorphological features, and the methods used to conduct any physical
studies to determine the intake's area of influence in the waterbody and the
results of such studies; and locational maps. The Director uses this information
to evaluate the appropriateness of any design or technologies proposed by the
applicant."
2. 1 Description of Source Water Body [40 CFR
122.21 (r)(2)(i)1
The proposed Project will be located in Rockingham County, at approximately N 36.334168,
W 79.831705 (Figure 1),with intake and discharge structures located on the Dan River. The
intake structure will be located at the river bank at approximately N 36.39019722,W
79.88805556,with a pump station located at the edge of the 100-year floodplain(Figure 2).
The discharge point will be located at approximately N 36.410485, W 79.826908 (Figure 3).
The Dan River flows within portions of both North Carolina and Virginia.The headwaters of
the Dan River are located in Patrick County, VA, and flow into Stokes County,NC before
meandering north through Rockingham County into portions of Southern Virginia, back into
North Carolina in Caswell County, and eventually connects'with the Roanoke River and Kerr
Reservoir in southern Virginia. It is approximately 214 miles long, has a watershed of 3,300
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
square miles, and comprises approximately one third of the Roanoke River Basin.
Land use within the Dan River watershed in Rockingham County is predominately
categorized for agricultural purposes, which includes open land areas that are currently
unfarmed. Industrial and commercial uses combined account for less than one percent of the
total county area(Rockingham County,2010).
The waters in the vicinity of the proposed CWIS and outfall are classified in North Carolina
Water Quality Standards as Water Supply-IV (WS-IV).According to North Carolina
Division of Environmental Quality(NCDEQ), WS-IV waters are"used as sources of water
supply for drinking, culinary, or food processing purposes." WS-IV waters are also protected
for Class C uses, which include protection for secondary recreation, fish consumption, and
wildlife (15A NCAC 2B .0216). Surface waters in the vicinity of the CWIS are impaired for
turbidity, in addition to a fish and shellfish consumption advisory for both mercury and coal
ash in segments of the Dan River in Rockingham County(Table 3). A Total Maximum Daily
Load (TMDL) for turbidity is in place for Dan River segment 22-(31.5),which limits
permitted discharge to not exceed the state turbidity standard of 50 NTU. However,
discharge from the proposed project will only have a projected maximum turbidity of 20
NTU.
Mean annual flow in the Dan River near Wentworth(U.S. Geological Survey [USGS] gage
02071000), averaged 1029.30 cubic feet per second(cfs) for the last 17 years (2000 through
January 2017).
Water temperatures in the Dan River near Danville, Virginia (USGS gage 02075045),
approximately 25 miles downstream of the proposed discharge,have an annual average(2007
Ito 2009) of 16.36 degrees Celsius (°C), with a low in January of 4.8 °C and a high in June of
27.6 °C. Water quality in the Dan River is monitored approximately 20 miles downstream of
the proposed discharge, North East of Eden, North Carolina at USGS gage 02074218. The
annual average pH is approximately 7.23. Dissolved oxygen is generally high, at an annual
average of 9.88 milligrams per liter.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 3. Impairments and Appropriate Uses of Waters of Dan River within Vicinity
of CWIS
Water Body Dan River
Stream Index 22-(31.5)
Description From a point 0.7 mile upstream of Jacobs
Creek to a point 0.8 mile downstream of
Matrimony Creek
Classification WS-IV and Class C standards (included in
WS-IV classification)
Impairments Fish consumption due to mercury and coal
ash in fish tissue; Turbidity
Source: NCDEQ,2017.
2.2 Characterization of Source Water Body [40
CFR 122.21 (r)(2)(ii)1
2.2.1 Hydrology
River flow data were obtained from the online hydrologic database NHDPIus and USGS
gages at several stations along the Dan River: 02069000 at Pine Hall,NC, approximately 14
miles upstream of the proposed intake, 02071000 near Wentworth,NC, approximately 4
miles downstream of the proposed intake, and 02075045 near Danville, VA. The historical
low flow of a river is defined as the lowest 7-day average flow that occurs in 10 years (7Qio),
which for the Dan River is 162 cubic feet per second (cfs), or 105 MGD (as provided by
DEQ).
2.2.2 Geomorphology
The proposed intake is located within the Piedmont physiographic province of North
Carolina. This area typically consists of a 30-70 foot thick layer of clay overlying bedrock.
The Triassic basin, a deep rift filled with sediment, stretches into portions of both
Rockingham and Stokes counties. This basin is composed of fine textured and sparsely
fractured sedimentary rocks, sandstone, mudstone, and sparse thin coal beds (Reid et al.,
2011; Reid and Milici, 2008).Floodplains along the Dan River in Rockingham County
contain highly porous deposits of unconsolidated sediments, like sand or gravel beds
(Huffman, 1998). In the vicinity of the proposed intake and outfall,the Dan River exhibits
this typical riverine morphology.
r s
A
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
The Dan River is approximately 165 feet wide at the location of the proposed intake.
Bathymetry surveys conducted in February 2017 at the proposed intake location indicated that
the water depth was on average 7 feet(Figure 2).
The proposed outfall is located 0.1 mile downstream of the confluence of Massy Creek and
the Dan River and 3.2 miles upstream of confluence of Rock House Creek and the Dan River.
The proposed outfall is approximately 40 ft northeast of the Settle Bridge Road bridge on
State Route 2145 and approximately 22.5 miles upstream of the Virginia state border.
Bathymetry surveys conducted at the location of the proposed outfall in February 2017
indicated that at the time of survey, the water depth was on average 4 feet (Figure 3). Under
7Q10 flow conditions,the average water depth is 2.3 ft and the maximum water depth is 3.0
ft. The river is approximately 130 feet wide at the proposed outfall location. •
The Dan River segment in Rockingham County,NC is not actively dredged to maintain depth.
The proposed construction of both the intake and outfall structures will not require dredging.
2.2.3 Determination of Area of Influence
The area of influence (AOI) of a CWIS appears in three of the 40 CFR 122.21(r) sections of
the Section 316(b) final rules for existing facilities:
• 40 CFR 122.21(r)(2), Source Water Physical Data, "(ii). Identification and
characterization of the source waterbody's hydrological and
geomorphological features, as well as the methods you used to conduct any
physical studies to determine your intake's area of influence within the
waterbody and the results of such studies;"
• 40 CFR 122.21(r)(4), Source Water Baseline Biological Characterization
Data, states, "If you supplement...this section with data collected using field
studies...The study area should include, at a minimum,the area of influence
of the cooling water intake structure."
• 40 CFR 122.21(r)(11),Benefits Valuation Study(in the final existing facilities
rule), states, "The study would also include discussion of recent mitigation
efforts already completed and how these have affected fish abundance and
r �
N:\PRANTE ENERGY\LKC NPDES\R REPORTS\R REPORTS 042017.DOCX 2-6 AlCiv

Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
ecosystem viability in the intake structure's area of influence."
The Section 316(b)Phase I rule for new facilities states:
"The area of influence is the portion of water subject to the forces of the intake
structure such that a particle within the area is likely to be pulled into the
intake structure."
While this definition does not provide a clear means of estimating the AOI (e.g.,threshold
velocity), it is common understanding that the AOI is that area of the source water body
directly affected by the CWIS. Relative to impingeable organisms, generally juvenile and
adult fish and shellfish, the concept is somewhat more concrete. It could be assumed that it is
the point at which the organism is no longer capable of overcoming the forces of water
withdrawal and impinges upon an intake screen(Electric Power Research Institute [EPRI],
2007). This would be highly dependent on the swimming capabilities of the species and its
life stage, size, and general health conditions, a point noted by EPRI in previous research on
the relationship between intake approach velocity and the occurrence of impingement(EPRI,
2000).
EPA considers a 0.5-foot-per-second (fps)through-screen velocity to be a de minimis value
for the probability of impingement, which means a fish can swim freely in a flow at this
velocity and avoid impingement(in fact, the studies showed a 1.0-fps threshold was
protective, but it was halved as a safety factor). This is the basis for the 0.5 fps design criteria
in the Phase I rule, and is a compliance option for impingement mortality BTA in the 316(b)
final rule for existing facilities. For the latter, EPA indicates there is no need for any type of
impingement protection, including impingement mortality studies, if the maximum design or
actual maximum through-screen velocity of the CWIS is 0.5 fps or less (40 CFR 125.94[c][2]
and [3]). Under these conditions, it is considered the facility has met the performance
standards for impingement mortality. Therefore, the 0.5-fps contour for velocities induced by
the CWIS delineates the CWIS's AOI for impingement.
Two 30" diameter screens,with a blank flange for a third screen, in the proposed design of
the intake structure will have a maximum design through-screen velocity of less than 0.5 fps;
thus, the AOI for impingement at the intake, as defined by a threshold-induced velocity of
0.5 fps, is not exceeded in the waterbody.
Assir
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b)Compliance
A quantitative estimate of the area in which a"particle is likely to be drawn into the intake" is
more difficult. Given the intake capacity is a.small fraction of the mean annual discharge of
the Dan River(i.e. 0.63%), most of the river's flow in the mainstem can be reasonably
assumed to be"unlikely"to be drawn into the intake.
2.3 Locational Maps f40 CFR 122.21 (r)(iii)1
Figures 1, 2, and 3 present overall site plans identifying proposed CWIS and outfall locations
and configurations.
p
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b)Compliance
3.0 Cooling Water Intake Structure Data
[40 CFR 122. 21 (r)(3)]
This section includes information on the CWIS that is used to determine the potential for
impingement and entrainment at the facility, including a description of the structures and
their location in the water body, as well as daily and seasonal operations and intake flows.
The following text from the preamble of the final existing facilities rule (79 FR 48363)
provides context for this information requirement.
"This requirement is unchanged from the Phase I rule and the 2004 Phase II
•
rule. This data is used to characterize the cooling water intake structure and
evaluate the potential for impingement and entrainment of aquatic organisms.
Information on the design of the intake structure and its location in the water
column allows evaluation of which species and life stages might be subject to
impingement and entrainment. A diagram of the facility's water balance is used
to identify the proportion of intake water used for cooling, make-up, and
process water, as well as any cooling water supplied by alternate sources, such
as reuse of another facility's effluent. The water balance diagram also provides
a picture of the total flow in and out of the facility, and is used to evaluate gray
water,wastewater, and other reuses in the facility. The applicant is required to
submit a narrative description of the configuration of each of cooling water
intake structure and where it is in the waterbody and in the water column;
latitude and longitude in degrees, minutes, and seconds for each cooling water
intake structure; a narrative description of the operation of each of cooling
water intake structure, including design intake flows, daily hours of operation,
number of days of the year in operation and seasonal changes, if applicable; a
flow distribution and water balance diagram that includes all sources of water
to the facility, recirculating flows, and discharges; and engineering drawings of
the cooling water intake structure."
3. 1 Narrative Description of CWIS [40 CFR
122.21 (r)(3)(i)l
The Rockingham County Project's proposed cooling system is designed as a closed-cycle
recirculating cooling system,where the cooling water is recycled and reused in the steam
turbine condensers. The Project will employ one combustion turbine with supplementary
mta
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
duct firing. The exhaust heat from the combustion turbine and the supplemental duct firing
will be captured and converted to steam in a HRSG before passing through a steam turbine
to generate additional power. The majority of the design intake water will be used for
cooling. The operation of the Project will require an average daily withdrawal of
approximately 2.766 MGD of water with a maximum daily withdrawal of approximately
4.194 MGD. The Project will have a single river CWIS to serve the generating units,
located on the Dan River near Planters Road east of Madison,North Carolina(Figure 1).
The Project intake will be located at approximately,N 36.390197, W -79.888086. The
proposed intake is located on a 3.45-acre tract currently owned by Rockingham County,
located along Planters Road, north of NC Highway 704 (Figure 2).
Rockingham County is proposing to construct the intake structure on the bank of the Dan
River. The Dan River in the area of•the intake is a large, slow-flowing river, approximately •
165 feet wide with an average depth of approximately 7 feet. The substrate is variable
consisting of mainly of sand and gravel with cobble, boulder, bedrock, silt and clay. The
concrete structure will be rectangular in plan view with the long dimension parallel to the
flow direction. Plan view dimensions of the structure will be approximately 40 feet long by
15 feet wide. The structure will straddle the normal water elevation, with a portion of the
structure protruding into the stream flow.
On the river side of the structure will be concrete deflector walls, angled approximately 45
degrees in the downstream direction to prevent accumulation of large debris. The elevation of
the structure is designed to allow the desired flow to enter the structure at the lowest expected
water elevation, and the depth of the structure is determined by the required submergence
over the intake screens. When water passes through the screens it will enter a pipe that goes
through the wall,joins together in a manifold, and leads to the pump station structure (Figure
3).
The CWIS will have two wedgewire intake screens,with a blank flange for a third screen.
The screens will be stainless steel with a metallic coating system to prevent vegetative growth
on the screens. The screens are designed for a maximum through-screen velocity of 0.5 fps at
Awsork,maw
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N:\PRJ\NTE Energy\LKC NPDES\R reports\Figures\Figure 5.xlsx\2-3/31/2017
Dimensions
Depth 30 in
Length 44 in 22 la
l 1
n4 1i
Flow Demand
4.5 MGD (6.97 fps) Max Design
2.76 MGD (4.28 fps) Avg Daily _- .__ - -
Screen Surface Area - ,
4146.90 in2
28.80 ft2
± CO
Screen Open Area .
16.74 ft2 ,i,
Average Slot Velocity
0.42 fps Max Design Flow
0.26 fps Avg Daily Flow
Maximum Slot Velocity(15%blockage)
0.48 fps Max Design Flow
0.30 fps Avg Daily Flow
11111111111
M lit °
1 1
FIGURE 4.
PROPOSED COOLING WATER INTAKE SCREEN DESIGN
Amer —&TeEnvchnoloironmentalgyof Consulting
(" AM 7 North Carolina,PLLC
Source: LKC,2017.

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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
the peak flow rate with 15%allowance for blockage. This maximum velocity will be
accomplished through the screen design using the specifications illustrated in Figure 5. The
screens will be 30 inches in diameter and will employ a 0.125-inch slot size. Using 0.09-inch
wire, each screen will have an open area of 58.14%or 16.74 ft2. For design calculations, a
maximum withdrawal rate of 4.5 MGD was used. As designed,the maximum through-screen
velocity will be 0.42 fps. The maximum through-screen velocity accounting for 15%
blockage due to potential biofouling and/or debris will be 0.48 fps as evidenced in the
calculations presented below.As designed,the average daily through-screen velocity will be
0.26 fps. The through-screen velocity at average flows accounting for 15%blockage will be
0.30 fps and is evidenced by the calculations below. An air burst system will be used to
ensure that the screen open area can be maintained below 15%blockage by periodically
dislodging accumulated silt and debris.
Calculation of Through-Screen Velocity
Screen Dimensions
Diameter=30 inches
Length=44 inches
Wire Size= 0.09 inches
Slot Size=0.125 inches
% Open Area=58.14%
Flow Demand
Maximum Flow Design Demand=4.5 MGD
4.5 MGD to ft3/s= 6.97 ft3/s
Daily Average Flow Demand=2.76 MGD
2.76 MGD to ft3/s=4.28 ft3/s
Screen Surface Area
7t x D x Screen Length=it x (30")x(44")=4146.90 in2
in2 to ft2=28.80 ft2
Screen Open Area
Screen surface area x% open area= (28.80 ft2)x(58.14%)=16.74 ft2
asimik mow
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N:\PRANTE Energy\LKC NPDES\R reports'Figures\Figure 6-0331 I7.xlsx\2-3/31/2017
w..
1. COOLING TOWER CYCLES OF
2 CONCENTRATION ARE MAINTAINED AT 7
SOLIDS > FOR AVERAGE ANNUAL WINTER FIRED
> AND SUMMER FIRED CASES,
2. INSTANTANEOUS PEAK CASE FLOWS
ASSUME 4 CYCLES OF CONCENTRATION
FILTER PRESS TO ACCOUNT FOR A CHEMISTRY UPSET,
WHICH SHOULD LAST NO LONGER THAN 8
k�:APQ ATIC HOURS,
8, CTG INLET EVAPORATIVE COOLER CYCLES
ff OF CONCENTRATION ARE MAINTAINED AT 2
FOR ALL CASES,
7
> 4. COOLING TOWER DRIFT IS CALCULATED AT
0.0005%OF THE CIRCULATING WATER
a DRIFT > FLOW RATE
RAW WATER _� 5, LOCATION FOR INTERNAL OUTFALL
���``` (MONITORING POINT)
6
CLARIFIER ►- COOLING TOWER
`�� NOTE5 8
TYsR 16
EVAPORATION
27
OIL TRUCKED O=F
SITE
RAW WATER fir' CIO
14,_. _ EY/ DRATI
TANK
COOLER
cl
I 12 a 13 SERVICE WATER OIL WATER.
SEPARATOR
FIRE PROTECTION
tg 0
2n v 443
ti
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F DYABLE
17 to R{�NBED a B
i" DEMINERAERALIZERS
Of
SAMPLING
NOTE5 NOTE5
. 21
................a2 ._..._.,1... WAST€WATER MISC -" COLLECTION
SUR..
OEMIN WATER (i1:2!
X TANK `r CYCLE
8DISCHARGE TO
OFF SITE UFT
0 VENT CI / STATION
11
11BL°MOWN •
0 8 DISCHARGE TO ON
*- SAN ITARY SITE LEACH FIELD
• FIGURE 5.
•
PRELIMINARY WATER BALANCE DIAGRAM -Environmental Consulting
, &Technology of
North Carolina,PLLC
Source: Mott MacDonald,2017.

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N:'PRJWTE Energy\LKC NPDES\R reports\Figures\Figure 7a.xlsx\2-3/31/2017
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Stream Winter Fired Averge Annual Summer tired Instantaneous peak
Description No Notes
Ambient Condition DB/W#3 25 / 23 59 1 53 92 /76 103/83.5
Duct Burner/Eva pcooler on/ off on/ off onion on / on
gpm 1 mgd gpm mgd gpm mgd gpm mgd
R.aw Water at Battery Limit to Clarifier 1 1,432.3 2.063 1,920.5 2.766 2,403.4 3.461 2,512.4 4.194
Clarifier-Solids disposal retained water 2 1,4 0.002 1.9 0.003 2.4 0.003 2.9 0.004
Water to Raw Water/FrrewaterTal1k 3 21.8 1 0.031 52,6 1 0.076 84.1 0,121 95,5 0,137
Fire Water 5 em 4 - - - - - - -
Service Water System 5 21.8 0.031 52.6 0.076 84.1 0.121 95.5 0.137
CT make-up 6 1,409,.1 l 2.079 1,866.0 2.687 2,317.0 3.336 2,814.0 4.052
Cr Drift loss 7 0.6 0.001 0.6 0.001 0.6 0.001 0.6 0.001
CT Evaporation loss 8 1r245.0 1.793 1,650.0 2.376 2,050.0 2.952 2,170.0 3.125
CT Slowdown 9 206.9 11 0,298 274.4 j 0.395 341.0 0.491 722.7 1.041
Not used 10 1 1
Quench water to FIRSG Blowdown 11. 16,8 0.024 16.9 i 0.024 16.9 0.024 16,3 0.023
Plant Wash Down12 5.0 _ 0.007 5.0 I 0.007 5.0 0.007 5.0 0.007
Contaminated Drains to OWS 13 5.0 0.0075.11 ; 0.007 5.0 0.007 5,0 0.007
t
Make-up to CIG .v.ap Cooler g4 - I - 30.7 0.044 62.2 0.090 74.2 0.107
CTG inlet evaporative cooler evaporation 15 - - 15.4 0.022 31.1 0.045 37.1 0.053
CTG inlet eve poratvie cooler blow down 16 - - 15,4 0.022 31.1 0.045 37.1 0.053
Potable water at Battetylimit/back-flow everter 17 45.3 ! 0.065 45.5 0.055 45.5 0.065 44.4 0.064
Potable ureter/Sanitary 18 • 2.0 1 0.003 2.0 0.003 2.0• 0.003 2.0 0.003 •
Water to RU/Mixed Bed units 19 43.3 0.062 433 0.053 43.5 0.063 42.4 0.061
Recovered water from 310/Mixed Red unit 20 8.7 0.012 8.7 I 0.013 8.7 0.013 8.5 0.012
DMI Water to Storage tank 21. 34.6 0.050 34.8 I 0.050 34.$ 0.050 34.0 0.049
Make-up to Steam cycle 22 34.6 0.050 34.8 0.050 34.8 0.050 34,0 0.049
Min losses 23 5,0 i 0.007 5,0 0.007 5.0 0,007 5.0 0.007
Steam sampling losses 24 6.0 0.009 6.0 0.009 6.0 0.009 6.0 0.009
Steam cycle Blowdown 25 23.6 I 0.034 23.8 0.034 23.8 0.034 23.0 0.033
Steam vent lasses. 26 5.7 0.008 5.7 0.008 5.7 0.008 5.5 0.008
Water from flash tank 27 34.7 j 0.050 34.9 0.050 34.9 0.050 33.7 0.049
Sanitary waste to an site leach field 28 2.0 i 0.003 2.0 0.043 10 0.003 2,0 0.003
Waste Water to off site lift station 29 217.9 ! 0.314 285.4 0,411 352.0 0.507 733.7 1.057
FIGURE 6.
PRELIMINARY WATER BALANCE - WATER USE SCENARIOS ANNIEnvironmentalConsulting
&Technology of
G , North Carolina,PLLC
Source: Mott MacDonald,2017.

Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Average Slot Velocity
Max Flow Design Demand/screen open area= (6.97 ft3/s)/(16.74 ft2)=0.42 fps
Avg Daily Demand/screen open area= (4.28 ft3/s)/(16.74 ft2)=0.26 fps
Maximum Slot Velocity (Assume 15% blockage)
Average Max Design Slot Velocity x 15%= 0.42 fps x (1.15) =0.48 fps
Daily Average Slot Velocity x 15%= 0.26 fps x (1.15) =0.30 fps
The two screens described above will include sufficient total open area to pass the 4.5 MGD
flowrate with a through-screen velocity below the 316(b) Phase I rule's 0.5 fps velocity limit
while allowing for 15%blockage.
Rockingham County will implement multiple safeguards to minimize the likelihood of
impingement and entrainment due to its CWIS. The measures are consistent with the intake
guidance developed by the EPA's Phase I rule requirements (see Table 1). The following is a
summary of the measures adopted in the design and placement of the cooling water intake
structure to minimize potential effects of impingement and entrainment:
• The proposed facility will use closed-cycle recirculating cooling consistent
with Track I of the 316(b) rule. Such a system reduces intake flow by more
than 95 percent relative to a similar once-through-cooled facility. Given that
rates of both impingement and entrainment are generally assumed to be
proportional to the rate of water use,both will be reduced by a
commensurate amount.
• The system will use submerged wedgewire screens to passively exclude debris
and aquatic organisms. Such systems have been demonstrated to minimize
impingement and entrainment without excessive handling that may occur with
more traditional traveling water screens. The intake will employ wedgewire
screens that have been shown to reduce impingement and entrainment even in
organisms smaller than the slot size by inducing an avoidance response in the
organism (Coutant, 2015; Zeitoun et al., 1981).
• The system will be designed to have a maximum through-slot velocity of 0.48
fps even when partially clogged by debris (allowance for 15%blockage). This is
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b)Compliance
well below the commonly assumed escape speed that allows fish to avoid
impingement and should essentially eliminate impingement of juvenile and adult
fish.
• The slot size will be 0.125 inches (3.175 mm).
The intake has been located on the bank of the river to minimize impacts to the bed of the river
and associated habitats, migratory species and those that use the main stem of the river, and
recreational activities in the river.
3.2 Latitude and Longitude of CWIS [40 CFR
122.21 (r)(3)(ii)1
The coordinates for the intake are:
• Latitude: 36.390197
• Longitude: -79.888086
3.3 Description of CWIS Operation [40 CFR
122.21 (r)(3)(iii)1
The Project and its cooling water system are intended for a year-round,24-hours-per-day
operation,with the exception of down time due to outages. When the facility is producing
electricity,the intake structure will generally be fully operational. The cooling water demand
will change based on level of generation and weather conditions. Some amount of cooling
water storage is present in the cooling tower basins (e.g., sufficient for a small number of
hours of operation), and pumps will be dispatched based on the need to replenish cooling
tower water levels. The Project's nominal output is 488 megawatts.
3.4 Intake Flow [40 CFR 122.21 (r)(3)(iv)1
Figures 6 and 7 present water balance diagrams for the proposed operation assuming seven
cycles of concentration. Figure 6 presents the water balance diagram,while Figure 7 presents
balance flows through the system for four conditions. The instantaneous peak can be
considered the maximum demand condition. The Project's proposed maximum withdrawal is
AIM
p
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
4.194 MGD (6.49 cfs). Both HRSG blowdown and reject from the first pass of the reverse
osmosis system will be recycled as additional cooling tower makeup. The proposed maximum
consumptive use is approximately 3.134 MGD and will result in a return of 1.06 MGD.
Cooling tower makeup water will be the dominant water use at the facility, averaging 2.687
MGD, while maximum cooling tower makeup water rates will be 4.052 MGD. Smaller
streams include RO/demineralization (0.061 MGD to 0.063 MGD) and plant service water
needs (0.076 MGD average; 0.137 MGD max).
Also included in the water balance diagrams is the proposed usage of potable water from
Rockingham County(averaging 0.065 MGD).
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
3.5 Engineering Drawings of CWIS [40 CFR
122.21 (r)(3)(v)]
Figures 2 and 4 present the engineering drawings of the CWIS.
•
IIIIIIY41111 INV"
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
4.0 Source Water Baseline Biological
Characterization Data [40 CFR
122.21 (r)(4)]
This section addresses each of the elements of 40 CFR 122.21(r)(4). The following
subsections are numbered and titled consistent with the sections of 40 CFR 122.21(r)(4).
Please note that the discussion of threatened and endangered (T&E) species as required by 40
CFR 122.21(r)(6)has been included and modified to also address the requirements to list
both state and federally listed species and designated critical habitat per 40 CFR 125.95(f).
4. 1 List of Unavailable Biological Data 140 CFR
122.21 (r)(4)(i)l
The Dan River in the vicinity of the proposed intake is well studied and therefore data
needed to prepare the elements of the requirements of 40 CFR 122.21(r)(4) were
available in the literature.
4.2 List of Species and Relative Abundance in the
Vicinity of CWIS 140 CFR 122.21 (r)(4)1
A number of studies were reviewed when compiling the list of species and relative abundance
in the vicinity of the CWIS:
• Rhode et al. studies—Longitudinal Study and Annotated List of Fishes from the
Dan River
• North Carolina Water Resources Commission(NCWRC) data
• Duke Energy data
Based on these studies, 75 species in 10 families are known to occur in the Dan River near the
armumaors
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b)Compliance
intake.Data from the Rhode studies and Duke Energy were used to estimate the relative
abundance of the species (Table 4). The most commonly collected species were redbreast
sunfish, golden redhorse, white shiner, and satinfin shiner.
4.2.1 Rhode et al. Studies
Rhode et al.published a paper on the Longitudinal Succession of Fishes in the Dan River in
2001 and an updated Annotated List of the Fishes Known from the Dan River in 2003. These
papers use available fish collection data from the Dan River segmented by physiographic
province to list species and relative abundance in each area. The CWIS is located in the Fault
Basin and Table 4 lists species and relative abundance for this area. Included in this list are
58 species from 138 sampling events. Sampling events consisted of collections made with
seines, backpack electroshockers, and/or boat electroshockers.
4.2.2 NC Wildlife Resources Commission
NCWRC provided data collected in the Dan River in Rockingham County from November
1984 to June 2016. Surveys were conducted for a variety of reasons and consisted of
electrofishing with backpack or boat and/or seine samples. These studies were typically used
to determine presence/absence for species and are not standardized for collection efforts.
Table 4 includes the species collected in the Dan River in Rockingham County by NCWRC.
4.2.3 Duke Energy
Recent data from a study conducted by Duke Energy were also provided by NCWRC. These
data were collected from three sampling locations in the Dan River near Eden,NC
(approximately 14 to 20 miles downstream from the CWIS). Four sampling events were
conducted during 2016. The majority of the sampling was conducted by boat electrofishing
with some net sampling also. Table 4 also includes results from these sampling efforts. These
comparisons indicate that the earlier studies remain representative of current conditions in the
river, noting that a few dominants move slightly in overall ranking. The presence of several
additional sub-dominants in the 2016 Duke Energy data may be attributable to the addition of
sampling using nets,while the inclusion of rarer species in the Rhode et al. studies may be
attributable to the larger sampling effort.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 4. Summary of Dan River Fish Survey Results with Relative Abundance
Duke Rhode et al. Wildlife
Scientific Name Common Name Resources
Energy Studies
Commission
Lepomis auritus - Redbreast sunfish 19.45 23.57 X
Moxostoma erythrurum Golden redhorse 18.45 10.51 X
Luxilus albeolus White shiner 17.75 6.93 X
Cyprinella analostana Satinfin shiner 3.12 17.16 X
Nocomis raneyi Bull chub 3.40 5.82 X
Notropis amoenus Comely shiner 7.59 1.34 X
Lepomis macrochirus Bluegill 2.52 6.4 X
Lythrurus ardens Blueside shiner 3.12 4.57 X
Moxostoma pappillosum Slender redhorse 5.60 1.79 X
Notropis hudsonius Spottail shiner 2.58 2.76 X
Micropterus salmoides Largemouth bass 2.64 2.56 X
Ameiurus brunneus Snail bullhead 0.50 4.55 X
Notropis chiliticus Redlip shiner 2.21 X
Nocomis leptocephalus Bluehead chub 1.42 2.17 X
Lepomis microlophus Redear sunfish 1.32 0.97 X
lctalurus punctatus Channel catfish 1.13 1
Moxostoma collapsum Notchlip redhorse 0.82 0.85
Pomoxis nigromaculatus Black crappie 0.94 0.62 X
Catostomus commersonii White sucker 1.13 0.38 X
Ameiurus platycephalus Flat bullhead 0.60 0.87 X
Hypentelium nigricans Northern hog sucker 0.72 0.68 X
Luxilus cerasinus Crescent shiner 0.67 X
Moxostoma cervinum Blacktip jumprock 0.66
Lepomis cyanellus Green sunfish 0.09 1.14 X
Cyprinus carpio Common carp 0.41 0.68 X
Micropterus dolomieu Smallmouth bass 0.82 0.12 X
Dorosoma cepedianum Gizzard shad 0.35 0.55 X
Etheostoma podostemone Riverweed darter 0.44 X
Carpiodes cyprinus Quillback 0.57 0.22 X
Notemigonus crysoleucas Golden shiner 0.19 0.55 X
Noturus insignis Margined madtom 0.44 0.26 X
Percina roanoka Roanoke darter 0.03 0.56 X
Notropis Procne Swallowtail shiner 0.22 0.36 X
Lepomis gibbosus Pumpkinseed 0.22 0.27 X
Ambloplites cavifrons Roanoke bass 0.38 0.04 X
Cyprinella lutrensis Red shiner 0.19 0.09 X
Ameiurus nebulosus Brown bullhead 0.09 0.16 X
Etheostoma flabellare Fantail darter 0.12 X
Scartomyzon cervinus Black jumprock 0.12 X
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 4. Summary of Dan River Fish Survey Results with Relative Abundance
Duke Rhode et al. Wildlife
Scientific Name Common Name Resources
Energy Studies
Commission
Etheostoma olmstedi Tessellated darter 0.09
Percina nevisense Chainback darter 0.09 X
Pomoxis annularis White crappie 0.03 0.14 X
Hypentelium roanokense Roanoke hog sucker 0.13 0.04 X
Ameiurus catus White catfish 0.03 0.13 X
Nocomis micropogon River chub 0.06 X
Lepomis gulosus Warmouth 0.06 0.06
Ambloplites rupestris Rock bass 0.05 X
Scartomyzon ariommus Bigeye jumprock 0.03 0.06
Moxostoma macrolepidotum Shorthead redhorse 0.03 0.04 X
Perca flavescens Yellow perch 0.03
Percina crassa Piedmont darter 0.03
Carassius auratus Goldfish 0.03
Ameiurus melas Black bullhead 0.02 X
Ameiurus natalis Yellow bullhead 0.02 X
Campostoma anomalum Central stoneroller 0.02 X
Esox americanus Redfin pickerel 0.02 X
Etheostoma nigrum Johnny darter 0.02
Gambusia holbrooki Eastern mosquitofish 0.02 X
Phoxinus areas Eurasian minnow 0.02
Salmo trutta Brown trout 0.02
Etheostoma vitreum Glassy darter 0.01
Lepisosteus osseus Longnose gar 0.01
Semotilus atromaculatus Creek chub 0.01 X
Ameiurus sp. Catfishes X
Etheostoma sp. Darters X
Ictalurus punctatus Channel catfish X
Ictalurus sp. Catfish X
Lepomis sp. Sunfish X
Micropterus sp. Sunfishes X
Moxostoma anisurum Silver redhorse X
Moxostoma ariommum Bigeye jumprock X
Moxostoma sp. Suckers X
Nocomis sp. Chubs X
Percina peltata Shield darter X
Percina rex Roanoke logperch X
Sources:Duke Energy 2016.
NCWRC,2016.
Rhode et al,2003.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b)Compliance
4.3 Identification of Species and Life Stages
Susceptible to I and E 140 CFR
122.21 (r)(4)(iii)1
Table 5 outlines the potential for each of the twenty most common fish species found in the
Dan River to be present around the intake as well as the potential for impingement or
entrainment for each species. Table 6 includes habitat preferences and spawning information
and was used to compare habitat preferences for the common species in the Dan River with
the habitat near the intake. The Dan River in the area of the intake is a large, slow-flowing
river, approximately 165 feet wide with an average depth of 7 feet. The substrate is variable
consisting of mainly of sand and gravel with cobble, boulder, bedrock, silt and clay.
Impingement and entrainment at the facility will be greatly reduced by the design factors of
the facility and the CWIS itself. The facility will operate as a closed-cycle system using
cooling towers to reduce the water supply needs of the facility. Such a system reduces intake
flow by more than 95 percent relative to a similar once-through-cooled facility. Given that
rates of both impingement and entrainment are generally assumed to be proportional to the
rate of water use, both will be reduced by a commensurate amount. In addition,the intake
flows are a very small proportion of the river's discharge. The low proportion of intake flow
relative to the river discharge also indicates that any entrainment losses from the system will
be extremely small relative to the extant population.
The intake will employ wedgewire screens that have been shown to reduce impingement and
entrainment even in organisms smaller than the slot size by inducing an avoidance response
in the organism (Coutant, 2015;Zeitoun et al., 1981). The potential for impingement of any
of the species is greatly limited by the design through-screen velocity of the plant being less
than 0.5 fps which is the basis for the velocity threshold in the Phase I rule. In its final rule-
making for existing facilities,EPA adopted this intake velocity threshold as a pre-approved
technology per 40 CFR 125.94(c) (2) and(3).As noted previously,the use of wedgewire
screens in combination with the low intake velocity would also be expected to reduce the
rates of entrainment substantially.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 5. Potential for Impingement and Entrainment of Fish Species Located within the Vicinity of the Proposed
CWIS
Potential for Potential for
Common Name Scientific Name Potential to Occur Near the Intake Entrainment of Early Impingement
Early Life Stages Juveniles/Adults Life Stages of Adults and
Juveniles
i SUCKERS CATOSTOMIDAE, __.--- � _�__
White sucker Catostomus Unlikely, spawns in swift water Likely Unlikely, eggs are Unlikely
commersonii adhesive, spawns in
swift water
Notchlip Moxostoma Slight potential, spawns in runs Likely Slight potential Unlikely
redhorse collapsum and riffles
Golden redhorse Moxostoma Slight potential,spawns in runs Likely Slight potential Unlikely
erythrurum and riffles
Slender redhorse Moxostoma Unlikely,migrates upstream to Likely Unlikely Unlikely
a illosum spawn
�? pp . _ _m
CEN�RARCHIDAE _... , " _._._
Redbreast Lepomis auritus Some potential Likely Slight potential Unlikely
sunfish
Bluegill Lepomis Some potential Likely Slight potential Unlikely
macrochirus
Redear sunfish Lepomis Some potential Likely Unlikely, male guards Unlikely
microlophus nest and hatchlings
Largemouth bass Micropterus Some potential Likely Unlikely,male guards Unlikely
salmoides nest and hatchlings
Black crappie Pomoxis Likely Likely Unlikely,male guards Unlikely
nigromaculatus - nest and hatchlings
__ __w �'PRINIDAE C_ __.__ .� _� ,_
__ _._ . .w__:-__ _ _ !
Satinfin shiner Cyprinella Some potential Some potential Unlikely, eggs are Unlikely
analostana adhesive
White shiner Luxilus albeolus Some potential, little is known Likely Slight potential Unlikely
about spawning habits
Blueside shiner Lythrurus ardens Unlikely, spawns in faster Likely Unlikely Unlikely
currents
q
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 5. Potential for Impingement and Entrainment of Fish Species Located within the Vicinity of the Proposed
CWIS
Potential for Potential for
Common Name Scientific Name Potential to Occur Near the Intake Entrainment of Earl Impingement
Early Life Stages Juveniles/Adults Life Stages y of Adults and
Juveniles
Bluehead chub Nocomis Some potential Some potential Slight potential Unlikely
leptocephalus
Bull chub Nocomis raneyi Some potential Some potential Slight potential Unlikely
Comely shiner Notropis amoenus Some potential Likely Slight potential Unlikely
Redlip shiner Notropis chiliticus Some potential Likely Slight potential Unlikely
Spottail shiner Notropis hudsonius Unlikely, migrates upstream to Likely Unlikely Unlikely
_ _ spawn near mouths of creeks
r._ ___ �. ICTALURIDAE _. __�_ __�__w_
t . �.
Snail bullhead Ameiurus brunneus Some potential, little is known Likely Slight potential Unlikely
about spawning habits
Flat bullhead Ameiurus Some potential, likely similar to Likely Unlikely Unlikely
platycephalus other bullheads, one or both
parents guard the nest and
hatchlings
Channel catfish lctalurus punctatus Some potential Likely Unlikely,male guards Unlikely
nest and hatchlings
Sources:NatureServe 2017.
ECT 2017.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 6. Seasonal and Daily Activities of Fish Species Located within the Vicinity of the Proposed CWIS
Common Name Scientific Name Seasonal Activities/Spawning/Migration Daily Activities/Migration/Habitat
SUCKERS CATOSTOMIDAE .
White sucker Catostomus Spawn in spring in swift water or rapids,often in Occur in a wide variety of lake and stream habitats.
commersonii small,clear, cool creeks and small to medium
rivers.Sometimes spawn on lake shoals, beaches or
river mouths with wave action. Eggs sink and
usually stick to and become lodged in gravel.Can
migrate dozens of kilometers between non-
spawning and spawning habitat.
Notchlip Moxostoma Spawns in groups in spring in runs and riffles with .Formerly included with M. anisurum. Typically
redhorse collapsum gravel and small cobble substrates. found in rivers and larger streams,but also in
medium sized streams and impoundments,usually
over silt, sand, gravel,or rock substrates.
Golden redhorse Moxostoma Spawns in the spring in runs and riffles of small to Found in creeks and small to large rivers with
erythrurum large rivers but may also travel to small tributaries. various substrates,usually in pools often with sand
Males congregate and defend territories before and and silt.
during spawning.
Slender redhorse Moxostoma Probably spawns late spring and early summer. Found in rocky runs and silty to firm-bottomed pools
pappillosum Migrates upstream to spawn of small rivers, occasionally in impoundments.
� SUNFISHES �_ CENTRARCHIDAE
Redbreast Lepomis auritus Spawns throughout warmer months in nest made Occur in deeper waters of warm quiet ponds, lakes,
sunfish by male in shallow water on bottom. Often nests in backwaters of small to medium rivers,reservoirs, and
colonies.Male guard eggs and hatchlings. swamps. Usually in clear water with abundant
vegetation,stumps, logs, or other cover,with mud or
sand substrate. Occasionally in brackish water.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 6. Seasonal and Daily Activities of Fish Species Located within the Vicinity of the Proposed CWIS
Common Name Scientific Name Seasonal Activities/Spawning/Migration Daily Activities/Migration/Habitat
Bluegill Lepomis macrochirus Spawning occurs over an extended period in spring Occur in warm shallow lakes,reservoirs,ponds, and
and summer. Often spawn in colonies that may slow-flowing rivers and streams. Often associated
include dozens of crowded craterlike nests that are with rooted aquatic plants and silt, sand or gravel
guarded by males.Nest built in shallow water on substrate.Rarely go deeper than 16 feet.Large adults
gravel,sand or mud substrate. seek more open water than smaller and feed through
water column.
Redear sunfish Lepomis microlophus Spawning generally occurs from late spring to Found in a variety of habitats in ponds, lakes,
early summer. Shallow nests usually located in reservoirs, swamps, streams, and small rivers, often
water less than 2 meters deep often occur in dense in or near vegetation and over a mud or sand bottom.
groups.Males guard the eggs and hatchlings.
Largemouth bass Micropterus Spawn in shallow cleared depressions(nests)made Inhabit warm, quiet waters with low turbidity, soft
salmoides by males in sand,gravel, or debris-littered bottoms, bottoms, and beds of aquatic plants.Typical habitats
often at depths of 1 to 2 meters but up to 7 meters. include farm ponds, swamps, lakes,reservoirs,
Spawn mainly in spring or early summer after sloughs,creek pools, and river coves and backwaters.
water temperatures have become warm enough. Active throughout most of daylight hours and usually
Males guard eggs and hatchlings until young relatively inactive at night and in winter,feeding
disperse after a month.Have small summer range most intense near dawn and dusk in warmer months.
or may wander wildly. Young have strong
schooling tendency. Generally, in deeper water in
winter than in summer.
Black crappie Pomoxis Spawning occurs in spring and summer.Nests Usually found in vegetated areas of backwaters in
nigromaculatus constructed in shallow water usually less than 1 m streams and rivers,ponds, and reservoirs.Usually
deep,sometimes in proximity to each other.Males associated with large beds of aquatic plants and
guard eggs and hatchlings. sandy to mucky bottoms. Travels in schools.
CARPS AND CYPRINIDAE
MINNIOWS
Satinfin shiner Cyprinella Spawn in late spring and summer.Males guard nest Habitat includes rocky and sandy runs of creeks and
analostana territory. Eggs attached to branches,stumps,logs, small to medium rivers,usually near riffles.
cracks in rocks; in crevices under loose submerged Occasionally found in headwater and tidal portions
bark,between exposed tree roots, or under flat of some large rivers.
rocks.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Table 6. Seasonal and Daily Activities of Fish Species Located within the Vicinity of the Proposed CWIS
Common Name Scientific Name Seasonal Activities/Spawning/Migration Daily Activities/Migration/Habitat
White shiner Luxilus albeolus Little is known about reproduction of this species it Found in clear to moderately turbid creeks to
is probably similar to L. cornutus,which spawns medium rivers with riffles and flowing pools and
over gravel beds. 'rubble or rubble and gravel substrates.
Blueside shiner Lythrurus ardens Spawning occurs from late April to mid or late Found in pools, backwaters and runs of warm water
June in faster currents of riffles or pools.Uses large creeks and rivers. Generally found in mid to
nests of chubs or fallfish.Found in deeper pools in higher depths over soft and hard bottoms.
winter.
Bluehead chub Nocomis Spawn on gravel mound nests made by males from Inhabit swift current and pools with highly varied
leptocephalus April to early July. substrate.
Bull chub Nocomis raneyi Male constructs mound nests with gravel and stone Found in swift water and pools of small to medium
in May to June. rivers and creeks with gravelly to rocky sections.
Streams where this species is found are typically
moderate gradient, warm water, and clear.
Comely shiner Notropis amoenus Spawns throughout summer, especially in June. Schooling midwater fish found in various habitats,
usually in runs and flowing pools of creeks and
medium to large rivers.
Redlip shiner Notropis chiliticus Spawning has been observed in late May at water Found in flowing pools of clear headwater creeks,
temperatures of 11-17 °C. Spawns on nests of and small rivers in the Piedmont and mountains.
bluehead chub(large gravel mound with one or Prefers areas with sand and gravel to rubble.
more pits).
Spottail shiner Notropis hudsonius Spawns in spring or early summer.May migrate up Occurs in large sluggish coastal rivers and brackish
tributary streams to spawn. Spawns in aggregations water to small clear rapidly flowing montane
over areas of gravelly riffles near mouths of brooks streams.
or along sandy shoals of lakeshores.
BULLHEAD ICTALURIDAE
CATFISHES .
Snail bullhead Ameiurus brunneus Little is known about reproduction of this species Found in rocky riffles, shoals,runs,and pools in
data suggest that spawning occurs in late winter streams and rivers.
through summer.
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Rockingham County Submittals Related to Section 316(b) Compliance
•
Table 6. Seasonal and Daily Activities of Fish Species Located within the Vicinity of the Proposed CWIS
Common Name Scientific Name Seasonal Activities/Spawning/Migration Daily Activities/Migration/Habitat
Flat bullhead Ameiurus Spawns in June to July. Likely similar to other Adults found in slow moving waters of small to large
platycephalus bullheads the one or both parents guard the nest rivers with muddy bottoms and detritus.Younger
and hatchlings. individuals tend to be found in smaller and clearer
streams.Also occurs in lakes,ponds, and
impoundments.
Channel catfish lctalurus punctatus Spawns in later spring and summer in cavelike Occur in main channels of small to large rivers, from
sites.Young-of-year live full time in riffles.Males clear,rapidly flowing firm-bottoms streams to turbid,
guard and fan water over nest during incubation mud-bottomed streams.Avoids upland stream.
and stay with young after hatching. Adults found in pools or under log jams during day
and move to riffles at night.Nocturnal. Most active
at night when water levels are rising.
Sources:NatureServe 2017.
MEI
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
While the data from ambient sampling represent a reasonable survey of types of fish that would
be potentially subject to impingement and entrainment at the CWIS, it is expected that actual
impingement and entrainment rates at the facility will be very low due to the design of the intake.
4.4 Identification and Evaluation of Primary
Growth Period j40 CFR 122.21 (r)(41(iv)1
The primary growth period for most species follows spawning and subsequent hatching.
Shortly after hatching, larvae are at their greatest abundance and have rapid growth rates. The
majority of the species found in the Dan River spawn in the spring and summer and therefore
have their primary growth period in the summer and early fall when the water is relatively
warm and food is abundant. Table 6 summarizes the seasonal activities and spawning periods
for each species of common fish found in the Dan River expected to be within the vicinity of.
the CWIS.
4.4.1 Reproduction
The majority of species found in the Dan River spawn in the spring and summer months,
with a few species beginning spawning in late winter and one species beginning spawning in
the fall. Table 6 includes spawning habits for the fish species identified as common in the
Dan River.
4.4.2 Larval Recruitment and Period of Peak Abundance
The larval recruitment period follows spawning by a few days to a week or more, depending
on incubation times for each species and ambient water temperature. The period of peak
abundance generally occurs around the time of hatching as the new larval recruits greatly add
to the abundance of each species. The spawning period for most species common in this area
is in the spring and summer months, leading to peak abundance in eggs around this time and
larvae shortly after. The exception to this is redfin pickerel, snail bullhead and yellow perch,
which may also spawn in late winter; and brown trout which spawns in fall or early winter.
Peak abundance of juvenile fish will lag the spawn by a few months. Multiple-spawning fish
� r
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Rockingham County Submittals Related to Section 316(b)Compliance
show additional peaks through the summer and fall in relation to their multiple spawning
times.
4.5 Data Representative of Seasonal and Daily
Activities of Organisms in the Vicinity of CWIS
f40 CFR 122.21 (r)(4)(v)1
Table 6 summarizes the data representative of seasonal and daily activities for the
dominant species observed in the Dan River. Seasonal activities consist of many species
migrating upstream to tributaries in the spring and summer for spawning. Daily activities
include movements for feeding and protection. Many species either move up and down in
the water column or into deeper or shallower waters in response to light, food availability,
or temperature.
4.6 Identification of Threatened, Endangered, and
Other Protected Species Susceptible to I and E
at CWIS 140 CFR 122.21 (r)(4)(ivl]
The 316(b)rule modified the existing requirements of 40 CFR 122.21(r)(4)(vi)by
replacing the former requirement to list state-and federally listed protected species with
those listed by the federal government(40 CFR 125.95[f]). Given the likely interest in
state-listed species,this section will address both state- and federally listed species.
Federally listed T&E species and critical habitat are protected by the Endangered Species
Act of 1973 (ESA) and subsequent amendments. The ESA is administered by two federal
agencies,the U.S. Fish and Wildlife Service (USFWS) and NOAA Fisheries.NOAA
Fisheries oversees marine species, and USFWS has responsibility over freshwater fish
and all other terrestrial and aquatic species. Federally listed threatened and endangered
species are protected by the ESA; special concern species indicate a species that is in
danger of becoming threatened but is not officially protected by the ESA. USFWS
recommends use of their Information Planning and Conservation(IPaC)tool for
determining which species may be affected by a project.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
State listed wildlife species are protected by the North Carolina Wildlife Resources
Commission (NCWRC)and North Carolina Natural Heritage Program (NCNHP),under
the State Endangered Species Act (Chapter 113 331 through 337, Article 25,North
Carolina General Statutes [G.S.]). State listed plant species are protected by the North
Carolina Department of Agriculture Plant Conservation Program and NCNHP under the
Plant Protection and Conservation Act of 1979 (G.S. 19B 106 202). State-listed
endangered,threatened, and special concern species are protected by state law;
significantly rare designations indicate a species that is rare and in need of monitoring.
NCNHP database provides lists of rare plant and animal species by USGS quadrangle.
Information regarding the potential presence of federally listed species or critical habitat
was obtained from online databases including USFWS's IPaC website,NOAA Fisheries
• website, and NCNHP. Table 7 includes state and federally listed species with the potential
to be found in the vicinity of the proposed CWIS, as well as habitat preferences for each
listed species. There is no designated critical habitat near the Project intake. Table 8
includes range and reproductive habits for listed aquatic species.Note that while the table
includes special concern and rare species, only federally listed threatened or endangered
species are protected by the ESA and only state listed threatened, endangered, or special
concern species are protected by the state law.
Cutlip minnow and James spineymussel were not collected in the Dan River in any of the
available studies. Roanoke bass, quillback, riverweed darter, bigeye jumprock, and
Roanoke logperch are known to occur in the Dan River. The 0.5 fps intake velocity makes
it unlikely that any species would be impacted by impingement. Roanoke bass, riverweed
darter, and Roanoke logperch have adhesive eggs and cutlip minnow eggs are buried in
nest mounds. Quillback migrate upstream to spawn. Therefore, it is unlikely that eggs of
these species would be entrained. Little is known about the spawning habits of bigeye
jumprock. Habitat preferences and spawning habits combined with the design of the
intake make it unlikely that impacts to any listed species would occur as a result of the
intake.
s ®111/
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b)Compliance
It is highly unlikely that adult mussels would be impinged because they are typically only
found buried in the substrate. It is also unlikely that glochidia (mussel larvae)would be
impinged or entrained since they have a very short plankton phase typically attach to host
within a few days, and many are released in conglutinates (aggregates of glochidia). It is
unlikely that host fish with glochidia would be impinged because the plant was designed
to reduce impingement by employing a less than 0.5 fps approach velocity.
AEI
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Rockingham County Submittals Related to Section 316(b) Compliance
Table 7. List of State and Federally Protected Species Potentially Occurring in the
Vicinity of the Proposed CWIS
State Federal Habitat Description
Scientific Common Status Status
Ambloplites cavifronsRoanoke Bass SR FSC Occupies Valley and Ridge,Piedmont,and upper
Coastal Plain provinces.Stocked in upper and lower
James and middle New drainages in Virginia and
North Carolina impoundments and streams,but
stocking did not establish extant populations.
Typically occurs in rocky and sandy pools of creeks
and small to medium rivers.
Carpiodes cyprinus Quillback SR Occurs in pools,backwaters,and main channels of
clear to turbid waters of creeks,small to large rivers,
and lakes.
Etheostoma Riverweed Darter SC Found in rocky riffles of clear creeks and small rivers.
podostemone Frequently associated with riverweed(Podestemon)
Exoglossum Cutlip Minnow SC Clear creeks,streams,and small to medium rivers with
maxillingua gravel,rubble,and boulder substrates.
Moxostoma Bigeye Jumprock T Found in warm,clear to moderately turbid,moderate
ariommum gradient,small to medium rivers.Adults and larger
juveniles congregate in deep runs and heads of pools.
Percina rex Roanoke Logperch E E Typically found in gravel and boulder runs of small to
medium rivers.Usually in warm,clear,moderate or
low gradient streams.Intolerant of silted substrates.
FRESHWATER MUSSELS
Lasmigona Green floater T FSC Quiet waters.Prefers small creeks and large rivers and
subviridis sometimes canals.Intolerant of strong currents and
occurs in pools and other calm water areas.Prefer
gravel and sand substrate in water 1 to 4 ft deep.
Pleurobema collina James E E Slow to moderate current waters with relatively hard
spineymussel water on sand and mixed sand and gravel substrates.
INSECTS
Somatochlora Coppery SR A dragonfly found near creeks and other slow-moving
georgiana Emerald acidic streams,in forested areas.
p PLANTS
Echinacea laevigata Smooth coneflower E Glades,woodlands,and open areas over mafic rocks.
Hydrastis Goldenseal SR-0 Cove forests and other rich deciduous forests.
canadensis
Polemonium reptans Jacob's Ladder T Moist,nutrient-rich forests such as bottomlands and
var. reptans rich slopes.
Tradescantia Virginia Spiderwort T Rich woods on circumneutral soils.
virginiana
Notes:E=endangered.T=threatened.FSC=federal species of concern. SC= special concern. SR=significantly
rare SR-0=significantly rare other
Asimogi
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Rockingham County Submittals Related to Section 316(b) Compliance
Sources:NCNHP,2017.USFWS 1PaC,2017.NatureServe,2017.
Table 8. Protected Aquatic Species Range and Reproductive Habits
Scientific Common Range Reproduction
Ambloplites Roanoke Bass Chowan,Roanoke,Tar,Neuse, Likely spawns from mid-April to early May.
cavjons and Cape Fear river drainages, Spawning has been observed at 12-14 C.No
Virginia and North Carolina parental care.Males mature in two years.Lives
about 5-6 years.Eggs are adhesive and
demersal. Spawning occurs in deep runs over
gravel and small cobble.
Carpiodes Quillback Wide range throughout the eastern Spawns in spring and summer.May migrate up
cyprinus US and Canada. small creeks to spawning areas over sand and
mud bottoms in quiet waters of streams or
overflow areas in bends of rivers or bays of
lakes.
Etheostoma Riverweed Darter Range includes the upper Roanoke Spawning period probably April-May,also
podostemone River drainage, including Roanoke reported as late May to early June.Eggs are
system proper and Dan River • adhesive and laid in clusters under rocks.
system,Virginia and North
Carolina.
Exoglossum Cutlip Minnow Range throughout northeaster US Spawns in spring and summer.Males construct
maxillingua and Canada,except most of New nests consisting of pebble mounds near cover
England. in areas with current. Spawning occurs over
upstream slopes and eggs become buried in
nest mound.Young emerge from the nest about
a week after hatching.
Moxostoma Bigeye Jumprock Upper Roanoke River drainage, Spawns in March.
ariommum Virginia and North Carolina.
Known in Roanoke proper and Dan
systems.
Percina rex Roanoke Logperch Range includes the upper Roanoke, Spawns mid-April to May.No parental care.
upper Dan,and upper Chowan river Eggs are adhesive and demersal.Spawning
systems.Recently found in North occurs over gravel and small cobble.
Carolina within a few miles of the
Virginia state line
Lasmigona Green floater Atlantic drainages from the Cape Long term brooder(from August to June).
subviridis Fear River of North Carolina north There is recent evidence that juveniles of this
to the Hudson River system and species can metamorphose without a host
westward to the St.Lawrence within the marsupia of the adult female.Fish
River system in New York hosts not known.
Pleurobema James Currently known from small Short term brooder that releases glochidia in
collina spineymussel headwater tributaries of Dan and the summer.Known fish hosts for this species
James Rivers in North Carolina, include the rosyside dace,bluehead,mountain
Virginia,and West Virginia.Also redbelly dace,blacknose dace,central
known from the Dan River in stoneroller,rosefin shiner,satinfin shiner,and
Stokes County. possibly the swallowtail shiner.
Sources:NatureServe 2017.John Alderman 2017. The Virtual Aquarium,2017.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
4.7 Documentation of Consultation with Services
[40 CFR 122.21 (r)(4)(vii)1
Rockingham County conducted a pre-application meeting with the USACE,NCDWQ,
NCWRC, and USFWS as a part of the CWA §404/401 permitting process. USFWS and
NCWRC expressed concerns about Roanoke logperch and James spineymussel. USFWS has
requested freshwater mussel surveys prior to construction to determine if any of the listed
species are located near the intake or discharge. If mussel species are found in the footprint of
construction for the intake or discharge,they will be relocated prior to construction.
Rockingham County will coordinate with USFWC and NCWRC to minimize impacts to
listed species.
4.8 Methods and Quality Assurance Procedures for •
Field Efforts [40 CFR 122.21 (r)(4 viiil1
No new data were collected to support the biological baseline characterization; therefore, there
is no need to document methods and quality assurance procedures in this subsection.
4.9 Definition of Source Water Baseline Biological
Characterization Data [40 CFR
122.21 (r)(4)(ix)1
This report acknowledges the final 316(b)rule for existing facilities, and adds three
additional subsections to the requirements of 40 CFR 122.21(r)(4). While this report has
provided data to address 40 CFR 122.21(r)(4)(i)through (viii) and(x)through(xii),there is
no required submittal under this subsection 40 CFR 122.21(r)(4)(ix).
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Rockingham County Submittals Related to Section 316(b) Compliance
4. 10 Identification of Protective Measures and
d
Stabilization Activities J40 CFR
122.21 (r)(4)(x)1
The cooling water intake system was designed to reduce rates of impingent and entrainment at
the facility. The use of closed-cycle cooling reduces impingement and entrainment through a
substantial reduction (on the order of 95 percent) in cooling water needs (Table 1). In
addition,the intake has been designed to meet the guidelines established by the EPA in the
316(b) rule. The through-screen velocity of less than 0.5 fps is designed to allow mobile
organisms to avoid the intakes consistent with the 316(b)rule's allowed approaches to
impingement best technology available. Wedgewire screens have been shown to have very
little to no impingement at intake velocities of 0.5 fps due to the swimming ability of fish to
detect and swim away from these velocities (Coutant, 2015; EPRI 2000). •
No other stabilization measures (e.g., stocking to mitigate impingement and entrainment)have
been implemented. Any such measures are unnecessary given the low level of effect the
intake is likely to have on the baseline biology of the Dan River.
4. 11 List of Fragile Species [40 CFR
122.21 (r)(4)(xi)]
In the final 316(b) rule, EPA identifies 14 species as fragile or having post-impingement
survival rates of less than 30 percent:
• Alewife • Gizzard shad
• American shad • Grey snapper
• Atlantic herring • Hickory shad
• Bay anchovy • Menhaden
• Blueback herring • Rainbow smelt
• Bluefish • Round herring
• Butterfish • Silver anchovy
sawilimrw
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
Of these species only gizzard shad inhabit the Dan River and may be present near the intake.
4. 12 Information Submitted to Obtain Incidental
Take Exemption or Authorization from
Services [40 CFR 122.21 (r)(4)(xii)]
The project has not sought or obtained an incidental take exemption or authorization for its
cooling water intake structure from USFWS or NOAA Fisheries.
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
5.0 References
Alderman, John. 2017. Alderman Environmental Services, Inc. Personal communications with
Chris Wu. March 8, 2017.
Coutant, C. 2015.Hydraulic Patterns and Fish Responses Make In-River, Cylindrical Intake
Screens Fish Friendly or Why Few Fish???Prepared for Northwest Energy by Charles
Coutant for presentation at EPRI conference: Clean Water Act 316(b): Conference on
Engineering,Engineering, Biological and Economic Challenges of the New Existing
Facility Rule.November 10-11, 2015.
Duke, 2017. Dan River Fish Data, January 2016 to October 2016. Data provided by William T.
Russ,Foothills Coordinator,Aquatic Wildlife Diversity Program,Division of Inland
Fisheries,NC Wildlife Resources Commission. January 20, 2017.
Electric Power Research Institute (EPRI). 2000. Technical Evaluation of the Utility of
Intake Approach Velocity as an Indicator of Potential Adverse Environmental
Impact under Clean Water Act, Section 316(b). December 18, 2000.
. 2007. Cooling Water Intake Structure Area-of-Influence Evaluations for Ohio
River Ecological Research Program Facilities. August 14, 2007.
Huffman,R.L. 1996. Ground Water in the Piedmont and Blue Ridge Provinces of North
Carolina. Published by the North Carolina Cooperative Extension Service. March 1996.
National Hydrography Dataset Plus (NHDPlus), 2017.NHDPlus. Accessed through Google
Earth.April 2017. https://www.epa.gov/waterdata/nhdplus-national-hydrography-
dataset-plus.
NatureServe, Inc.. 2017.NatureServe Explorer: An online encyclopedia of life [web
application]. Version 7.1.NatureServe,Arlington, Virginia.
http://explorer.natureserve.org. Accessed January 2017.
North Carolina Division of Environmental Quality(NCDEQ)Division of Water Resources
(DWR). 2017. Surface Water Classifications Map. Accessed online: April 2017.
https://deq.nc.gov/about/divisions/water-resources/planning/classification-
standards/classifications.
North Carolina Natural Heritage Program (NCNHP). 2017. http://www.ncnhp.org/. Accessed:
January 24, 2017.
aira
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
North Carolina Wildlife Resources Commission(NCWRC), 2017. Fish and Shellfish
Collections made in the Dan River November 1984 to June 2016. Data provided by
William T. Russ,Foothills Coordinator,Aquatic Wildlife Diversity Program, Division
of Inland Fisheries,NC Wildlife Resources Commission. January 20, 2017.
Reid, J.C., R.C. Milici. 2008. Hydrocarbon Source Rocks in the Deep River and Dan River
Triassic Basins,North Carolina. 2008. U. S. Geological Survey Open-File Report 2008-
1108, 28p.
Reid, J.C., K. B. Taylor, J. D. Simons. 2011.North Carolina Shale Gas: Dan River Basin,
Stokes and Rockingham Counties.North Carolina Geological Survey, Raleigh.
November, 2011.
Rockingham County. 2010. A Land Use Plan for Managing Growth: Rockingham County,
North Carolina. Rockingham County Department of Planning. Accessed online: April
2017. http://www.co.rockingham.nc.us/.
Rohde et al, 2003. An Annotated List of the Fishes Known from the Dan River in Virginia and
North Carolina(Blue Ridge/Piedmont Provinces). Fred Rohde, Rudolf Arndt,David
Coughlan, Scott Smith. Southeastern Fisheries Council Proceedings.Number 45. April
2003.
Rohde et al, 2001. Longitudinal Succession of Fishes in the Dan River in Virginia and North
Carolina(Blue Ridge/Piedmont Provinces). Fred Rohde, Rudolf Arndt, Scott Smith.
Southeastern Fisheries Council Proceedings.Number 42. July 2001.
U.S. Environmental Protection Agency (EPA). 2001.National Pollutant Discharge
Elimination System: Regulations Addressing Cooling Water Intake Structures for
New Facilities; Final Rule. Federal Register. Volume 66,pp. 65256-65345.
December 18, 2001.
. 2014a.National Pollutant Discharge Elimination System (NPDES) General Permits
for Noncontact Cooling Water Discharges. MAG250000 AND NHG250000
https://www3.epa.gov/region 1/npdes/nccwgp/2014NCC W GeneralPermit.pdf.
Accessed September 9, 2016.
. 2014b.Response to Comments on Draft National Pollutant Discharge Elimination
System (NPDES) General Permit for Noncontact Cooling Water(NCCW)Discharges.
MAG250000 and NHG250000
https://www3.epa.gov/region1/npdes/nccwgp/2014NCCWGPRTC.pdf.
Accessed September 9, 2016.
. 2016. Information for Planning and Conservation(IPaC). Fish and Wildlife
Service https://ecos.fws.gov/ipac/. Accessed January 2016.
antupolissm
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Rockingham County Dan River Intake
Rockingham County Submittals Related to Section 316(b) Compliance
. 2016. Information for Planning and Conservation (IPaC). Fish and Wildlife
Service https://ecos.fws.gov/ipac/. Accessed August 29, 2016.
U.S. Geological Survey(USGS), 2017. USGS Water Data for the Nation. Accessed online:
April 2017. https://waterdata.usgs.gov/nwis/qw.
The Virtual Aquarium. 2017. http://www.web1.cnre.vt.edu/efish/families/riverweed.html
accessed March 13, 2017.
Zeitoun, I.H., J.A. Gulvas, and D.B. Roarabaugh. 1981. Effectiveness of Fine Mesh
Cylindrical Wedge-Wire Screens in Reducing Entrainment of Lake Michigan
Ichthyoplankton. Canadian Journal of Fisheries and Aquatic Sciences, 1981, 38(1):
120-125.
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APPENDIX E
ENGINEERING ALTERNATIVES
ANALYSIS
Consulting 44.rAr Technsglan Inc.

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ENGINEERING
ALTERNATIVES ANALYSIS
PREPARED BY:
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APPLICANT: a,. ,��� SS ozi.
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ROCKINGHAM COUNTY, NC - 3g
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Adam P. Kiker,P.E.
FACILITY NAME: LKC
REIDSVILLE ENERGY CENTER LKC ENGINEERING,PLLC
140 Aqua Shed Court
NTE CAROLINAS II, LLC Aberdeen,NC 28315
[phone]
License#P-1095
In conjunction with:
SK Environmental,PLLC
303 Olde Point Loop
Hampstead,NC 28443

Engineering Alternatives Analysis
In support of NPDES application to discharge cooling water into the Dan River from the Reidsville Energy
Center, NTE Carolinas II, LLC
Applicant:
Rockingham County
Rockingham County Governmental Center in Wentworth
371 NC Hwy 65
Reidsville NC 27320
Facility Name:
Reidsville Energy Center, NTE Carolinas II, LLC
Address •
Rockingham County, phone number, contact person
EAA Preparer:
LKC Engineering, PLLC
140 Aqua Shed Court
Aberdeen, NC 28315
910-420-1437
In conjunction with:
SK Environment& Engineering PLLC
303 Olde Point Loop
Hampstead, NC 28443
910-685-3528
1
ENGINEERING ALTERNATIVES ANALYSIS :L1KC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Contents
Engineering Alternatives Analysis 1
Project Description 4
1) Background 4
2) NPDES Permit Request 4
3) Need for Cooling Water 5
4) Site location 6
Step 1: Allowable Discharge Criteria 8
1) Zero Flow Stream Restrictions 8
2) Receiving Stream Classification 10
3) Basinwide Water Quality Plan 10
4) Impaired Water and TMDL 11
5) Presence of Endangered Species and Species of Concern 11
Step 1 Conclusions 12
Step 2: Flow Projections 13
1) Non-Municipal Flow Projections 13
a) Flow 13
b) Water Balance 13
b) Wastewater Constituents 13
Step 3 15
1) Evaluate technologically feasible alternatives 15
a) Wastewater characterization 15
2) Alternatives Considered 15
a) Connecting to an existing wastewater treatment plant- Mayodan 15
b) Land Application 15
c) Wastewater Reuse 16
d) Direct Discharge to Surface Waters 16
Step 4 17
Conclusion 17
2
ENGINEERING ALTERNATIVES ANALYSIS KC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC ,—1

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FIGURE 1 NTE SEWER PROJECT MAP 18
FIGURE 2 NTE REIDSVILLE LOCAL TOPO MAP 19
FIGURE 3 RESPONSE FROM USGS CONCERNING 7Q10 FLOW AT SETTLE BRIDGE SITE 20
FIGURE 4 7Q10 AND 30Q2 FLOWS TABLE AT 02701000 21
FIGURE 5 MINIMUM FLOW AT 02701000 22
FIGURE 6 STREAM CLASSIFICATION-DAN RIVER AT SETTLE BRIDGE 23
FIGURE 7 WATER SUPPLY PROTECTED AREA MAP FOR EDEN FULL SIZE 24
FIGURE 8 UPPER DAN WATER QUALITY REPORT 25
FIGURE 9 AMBIENT MONITORING SYSTEM STATION SUMMARY FOR DAN RIVER SEGMENT 22(31.5) 26
FIGURE 10 TURBIDITY AND FECAL TM DL SUMMARY 27
FIGURE 11 WATER BALANCE DIAGRAM 28
FIGURE 12 TOWN OF MAYODAN DECLINING WASTEWATER ACCEPTANCE 29
FIGURE 13 REGIONAL TOPOGRAPHIC MAP-LAND APPLICATION CONSIDERATIONS 30
FIGURE 14 LOCAL GOVERNMENT REVIEW FORM 31
FIGURE 15 PRESENT VALUE ANALYSIS 32
TABLE 1 DESIGN FLOWS FOR COOLING WATER USAGE AND DISCHARGE 5
TABLE 2 SURFACE WATER CLASSIFICATION/PRIMARY CLASSIFICATIONS 10
This Engineering Evaluation of Alternatives follows the step-wise organization presented in the EAA
Guidance found at https://deq.nc.gov/document/eaa-guidance-20140501-dwr-swp-npdes. Exhibits in
support of statements or calculations are included in the Figures and Tables section.
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ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Project Description
1) Background
NTE Carolinas II, LLC("NTE") plans to construct, own, and operate the Reidsville Energy Center(REC), a
greenfield, natural gas-fired one-on-one combined cycle gas electrical generation facility,with a nominal
output of 488 MW.The proposed site is located near Reidsville, in Rockingham County, North Carolina.
The power plant will employ one combustion turbine, either a Mitsubishi G-class or a Siemens H-class
advanced combustion turbine, with supplementary duct firing.The exhaust heat from the combustion
turbine and the supplemental duct firing will be captured and converted to steam in a Heat Recovery
Steam Generator("HRSG").The generated steam will pass through a steam turbine to extract additional
electrical power. Of the 488 MW output, as much as 275 MW will be generated from the combustion
turbine and up to 213 MW from to the steam turbine.The power plant has requested water and
wastewater service be provided by Rockingham County,thus this request for this NPDES discharge (the
project). Rockingham County has proposed to design, permit,construct, own and operate an intake
structure, pump station and pipeline that will draw water from the Dan River and provide the power
plant with adequate quantities of process cooling water.Subsequently,the plant evaporative cooling
blowdown will be discharged to Rockingham County.
2) NPDES Permit Request
The County seeks a National Pollutant Discharge Elimination System (NPDES) discharge permit to release
effluent, comprised of the cooling water blowdown and some low volume waste, back into the Dan
River via a County-owned lift station and 40,000-foot-long (7.6 miles), 12-inch diameter forcemain. The
county owned pump station will be situated on the REC property and used exclusively for the return of
cooling water blowdown. The forcemain route to the discharge site follows ROW of public roads
situated along ridge lines with no crossing of streams or wetlands (Refer to and
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ENGINEERING ALTERNATIVES ANALYSIS LKC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Figure 2 for project maps). The convenient downslope topography helps in keeping project prices
manageable with respect to discharge pump sizing and energy consumption. Once constructed,the
pump station and forcemain will last for 20 years with appropriate maintenance.
3) Need for Cooling Water
The combined cycle power generation plant is a two-step process for converting the potential energy in
the natural gas fuel to electrical power.The first step in the energy extraction is combusting natural gas
fuel within a gas turbine. The expanding gases drive the turbine which then drives a generator through
rotating power take-offs. The second step involves the exhaust gas from the combustion turbine
flowing through a boiler tower to extract the waste heat and generate steam. The steam is introduced
to a second turbine which drives a heat recovery steam generator(HRSG). When steam exits the second
turbine it must be condensed immediately, consistently, and reliably. Condensing the steam is very
important to maintain a constant pressure profile across the steam turbine and to avoid water
condensing within the rotating steam turbine.
The cooling sink for the steam condenser heat exchangers will be evaporative coolers. The cooling
water will recirculate from forced draft evaporative coolers to the steam condensers and.back. Since
these coolers evaporate water to the atmosphere the cooling cycle water will need replenishing. The
replenishing water will originate from an intake and pump station on the Dan River. The river water will
pass through a clarifier to remove settleable solids before being introduced to the cooling units. The
concentrated solids from the clarifier will further be dewatered in a filter press and disposed of in a
landfill.
With water being lost to evaporation,the dissolved solids in the water would remain entrained in the
cooling tower and become concentrated to the point of precipitation if not removed. To prevent that
from occurring within the evaporation equipment, approximately 1/7th of the feed river water volume
will be returned to the river from the cooling water loop.
Design calculation results for the make-up cooling water usage and evaporator blow down discharge
were supplied by NTE and shown in Table 1 below.
Table 1 Design Flows for Cooling Water Usage and Discharge
Operating Condition Expected Water Usage Expected Discharge
(mgd) (mgd)
Winter 2.1 0.31
Annual Average 2.8 0.41
Summer Max 3.5 0.51
Instantaneous Max 4.2 1.06
Since 6/7ths(86%) of the fed water will be evaporated the dissolved solids which originated in the
withdrawn river water will all be returned to the river in the 1/7th blowdown discharge flow.
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ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC L�

4) Site location
The location of the project is shown on the site maps
•
Figure 1 and
Figure 2).The REC plant line-of-sight distance is 8.8 miles from Reidsville, 11 miles from Eden, and 8.5
miles from Madison. This plant site is uniquely situated at the junction of the existing Transco natural
gas pipeline and regional high-voltage electrical distribution lines. Duke Energy currently operates a
peaking power generation plant just south of the REC site, but they do not require cooling other than
the release of exhaust gases to the atmosphere and radiators.
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ENGINEERING ALTERNATIVES ANALYSIS INCA
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Step 1: Allowable Discharge Criteria
1) Zero Flow Stream Restrictions
a) Oxygen Consumption: Zero flow stream restrictions apply to oxygen-consuming waste discharged to
surface waters. The REC cooling water blowdown flow from the evaporative coolers will contain a net
reduction in oxygen-consuming compounds due to constituents removed in the raw water clarifier.
Therefore,the proposed discharge is not expected to cause oxygen deprivation downstream of the
release site.
b) Streamflow:The United States Geologic Survey(USGS,John C Weaver)was contacted to request the
low-flow statistics for the proposed discharge located at Settles Bridge on Settle Bridge Road. USGS
provided the "Low-Flow Characteristics and Flow-Duration Statistics for Selected USGS Continuous-
Record Stream Gaging Stations in North Carolina Through 2012", https://pubs.usgs.gov/sir/2015/5001/,
pointing out the results for stream gage USGS Sta. 02071000 Dan River near Wentworth which is located
approximately 600 feet downstream from the proposed discharge site. Referencing page 20 index 17 of
that report shows the summer 7Q10 flow at 162 CFS and the summer 30Q2 flow at 403 CFS. The
minimum, mean, maximum and flow duration Table 5 on page 71 shows the lowest recorded flow at the
gaging station as 63 CFS. Correspondence with USGS,the 7Q10 and 30Q2 flows table, and flow records
tables are shown in
Figure 3,
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ENGINEERING ALTERNATIVES ANALYSIS : KC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Figure 4, and
Figure 5. The report confirms that the Dan River at the proposed discharge site is not a zero-flow
stream.
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ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC -'i

2) Receiving Stream Classification
The NC Department of Environmental Quality(DEQ) classifications online interactive map in Figure 7
shows the discharge site in the Dan River as stream segment 22 (31.5) WS-IV'.The Dan River is also
protected for Class C uses. Table 2 lists the activities and restrictions on the water source relative to the
WS-IV classification. Under these classifications industrial wastewater discharges are allowed.
Table 2 Surface Water Classification/Primary Classifications
DEVELOPMENT ACTIVITIES •
Surface AGRICULTURE FOREST TRANSPORTATION DAMS!
Freshwater AREA WASTEA'ATER EROSION AND BEST PRACTICES BEST
DISCHARGES ALLOWABLE DENSITY SEDIMENT MANAGEMENT GUIDEDNES MANAGEMENT LANDFILLS WATER
• S�; '=` AFFECTED Ix ALLOWED RESOURCE
Classifications ALLOWED CONTROLS PRACTECESx RULE PRACTICES PROJECTS
MANDATED STANDARDS MANDATED
LOW DENSITY MANDATED"
OPTION HIGH
DENSITY STREAM
(DU=DWELLING OPTIONS BUFFERS
UNIT)
(AC=ACRE)
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1 du112ac or 24-55%
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24%butt upon twill upon standard rules yes yea yes
WATER SUPPLY-IV rntival areax indusmaarea' areal high densly-10°' LvndtJts restrictions
{WS-IV)I to Idu112Deor 24-75% - -
praect� danrsticantl 24%bolt Won bnNto Iowdensdy-30' standard rues yes yes year reogesifrc no eafic
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Visiting the DEQ Water Supply Watersheds tool, Figure 8 shows the that the discharge location is within
the protected area for Eden, NC water supply intake,thus the WS-IV designation. URLs from which the
Classification information was derived are listed below.
https://ncdenr.maps.arcgis.com/apps/webappviewer/index.html?id=6e125ad7628f494694e259c80dd6
4265 Location Map showing Dan River Classification
https://ncdenr.maps.arcgis.com/apps/webappviewer/index.html?id=80b5a3634eda417880aa6d2abddf
b6f2 Water Supply Protected Area Map for Eden
https://ncdenr.s3.amazonaws.com/s3fs-public/document-
library/NC Guide SurfaceWater AUGUST1%202011 FINAL.pdf Primary Classification Chart
https://deq.nc.gov/document/nc-stdstable-11082016 Water Standards Table
3) Basinwide Water Quality Plan
Referencing http://deq.nc.gov/about/divisions/water-resources/planning/basin-planning/water-
resource-plans/roanoke-2012 Chapter 1, Upper Dan River Subbasin HUC 03010103, of the 2012
Roanoke River Basinwide Water Quality Plan, page 1.14,shows that the segment of the river at the
proposed discharge location is impaired for turbidity and that a total maximum daily load (TMDL)for
Turbidity has been developed for the segment 22-(31.5). Figure 9 shows the pages from the Upper Dan
Water Quality Report pointing out that 15%of the water quality samples had exceeded the state
1 Water Supply IV(WS-IV)waters are used as sources of water supply for drinking,culinary,or food processing
purposes where a WS-I,WS-II or WS-III classification is not feasible.WS-IV waters are generally in moderately to
highly developed watersheds.
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ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC —I

standard for turbidity. Figure 10 is a table of ambient monitoring data that was taken between the first
of 2005 through the end of 2009 showing the distribution of water quality samples including turbidity.
The effluent characterization provided in the NPDES application projects a maximum turbidity of 20 NTU
which is below the water quality criterion of 50 NTU.
In addition,the entire Dan River basin in Rockingham County is under a fish and shellfish consumption
advisory due to mercury in fish tissue.The origins of the mercury are likely attributed to atmospheric
deposition, and the REC will not use or add mercury to their process.
4) Impaired Water and TMDL
Figure 11 shows the TMDL summary pages for the Dan River 22(31.5) as 303(d) listed for turbidity. Any
discharge permitted in this segment would need to accommodate the TMDL limitations.
5) Presence of Endangered Species and Species of Concern
The US Fish and Wildlife Service listed two endangered species and one federal specie of concern which
may be present in the Dan River.
• 1) Roanoke Logperch °. •
The Roanoke logperch is a type of darter and listed as endangered. ,, r: '-
, ... ,,..,
Distribution:This species is known from portions of the Chowan and Y , ; , •'7,
Roanoke River basins within the ridge and valley, piedmont, and - . ‘-
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upper coastal plain physiographic regions, including recent . "` `I ,
collections in North Carolina in the Dan River, Mayo River, and Smith River watersheds. It appears that
massive habitat loss associated with the impoundments of the Roanoke River basin in the 1950s and
1960s (Roanoke Rapids, Gaston, Kerr, Leesville, Smith Mountain, and Philpott Reservoirs)was the
original cause of significant population declines of this species. In North Carolina, upstream range in the
Dan and Mayo Rivers is presumably impeded by dams.
Threats: Current threats are large dams and reservoirs, small dams/barriers,watershed urbanization,
agricultural and silvicultural activities contributing non-point source pollution, channelization, roads,
toxic spills/accidents, riparian/woody debris loss, and water withdrawals.
2) James (=Virginia)spineymussel r.,,.
The second endangered species is the James (=Virginia) spineymussel. ,
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Distribution:This freshwater mussel is found in the upper James and °
Dan River basins.The species has declined rapidly during the past two ,:°
decades and now exists only in small, headwater tributaries of the
upper James River basin in Virginia and West Virginia. In 2000, it was
discovered in the Dan River basin in North Carolina and Virginia.
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ENGINEERING ALTERNATIVES ANALYSIS f( KC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC I�

Threats:The primary reason for its decline is habitat loss and modification.Threats to this species
include siltation, invasion of the non-native Asiatic clam (Corbicula fluminea), impoundment of
waterways, water pollution, stream channelization,sewage discharge, agricultural runoff including
pesticides and fertilizers, poor logging and road/bridge construction practices, and discharge of chlorine.
3) Green Floater
The third is a federal species of concern the Green Floater #
rt 3cm
Distribution:The green floater is more wide spread, ranging from
parts of the Cape Fear basin north to New York state including the „.7
USW 251570
Dan River.
Step 1 Conclusions
1) Zero Flow Stream Restrictions:The calculated instantaneous maximum discharge of 1.057 MGD
(1.64 CFS)of cooling water blow down,that will have a net reduction in oxygen-consuming pollutants, is
likely not to cause a concern to the health of the Dan river. At the Settles Bridge site the 7Q10 flow is
measured as 162 CFS. The maximum discharge flow of 1.64 CFS would contribute 1%of the river's flow
at the discharge point at the summer 7Q10 flow.
2) Receiving Stream Classification:
The WS-IV classification of the stream segment 22(31.5) does not prohibit NPDES discharges to the river.
3) Basinwide Water Quality Plan:The Dan River at the proposed discharge site is under a TMDL
limitation for turbidity. The high suspended solids load in the river was originally noted as sourced from
in-stream mining operations which have since ceased and water turbidity counts are improving.The
TMDL implementation plan seeks to reduce TSS from both point and non-point sources.The proposed
cooling water that is discharged will be cleared of suspended solids by the plant clarifier and not
contribute to the impairment.The fish and shellfish consumption advisory for mercury in fish tissue is
attributed to atmospheric deposition, and the REC will not use or add any mercury to its process.
4) Impaired Waters: The river segment at the proposed discharge site is 303(d) listed for Turbidity
above the state standard not to exceed 50 NTU. The projected cooling water discharge maximum of 20
NTU will not contribute to NTU exceedances.
5) Presence of Endangered Species: There possibly exist 2 endangered species and one species of
concern in the river segment at the proposed discharge site. The proposed discharge would not impact
the river environment since its water will contain a net reduction in oxygen-consuming pollutants or
other toxins.
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ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC —1

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( Step 2; Flow Projections
1) Non-Municipal Flow Projections
a) Flow
The flow to be discharged from the NTE Reidsville Energy Center to the Dan river via this proposed
NPDES permit is shown in Table 1. Energy demand peaks during the extreme seasons of summer and
winter,with lower demand during the in between seasons. The cooling water consumption of the REC is
generally proportional to the amount of energy generated at the facility but ambient temperature and
humidity influence cooling requirements also. As a result,when electrical power demand is up cooling
requirements are up as well. Table 1 shows the cooling flow to be withdrawn from, and returned to the
Dan river as calculated by NTE. The highest discharge flow should occur during the summer months at a
peak discharge of 1.057 MGD. The annual average discharge is expected to be 0.41 MGD.
b) Water Balance
Figure 12, pages 1 and 2, illustrate the flows of water introduced to, and discharged from,the NTE
Reidsville Energy Center. Water is supplied to the plant from a raw water intake in the Dan River and
from potable water supplied by Rockingham County/Reidsville. Of the average flow of 63,000 GPD of
potable water, 60,000 GPD will be further demineralized and introduced as the working fluid in the
boilers and steam turbine. A flow of 3,000 GPD of potable water will be used for domestic purposes by
plant operators,the subsequent sanitary sewer effluent will be disposed of in an on-site leach field. Oil
from the oil separator and the solids collected from the clarifier will be trucked off site for disposal by a
qualified handler.
The raw river water inlet flow will annually average 2.8 MGD and range up to a peak of 4.2 MGD. An
estimated 85%of the raw river water flow will exit the plant through evaporation.This implies that
during peak 4.2 MGD flow, 3.1 MGD will be lost to the atmosphere. The balance of the water streams
flowing out of the plant will be conducted to the wastewater collection sump for discharge to the Dan
River via this NPDES permit.
b) Wastewater Constituents
Aquagenics Inc. of Woburn, Massachusetts (http://www.aquagenicsinc.com/) obtained water samples
of the Dan River and the Rockingham County water supply during 8 sampling events from September
2016 through February 2017. From those sampling events the waters were analyzed for concentrations
of various constituents. Aquagenics further calculated the anticipated water constituent concentrations
also shown in that table under various scenarios.
When 85%of the raw river water is evaporated,the remaining water contains all of the original
nonvolatile materials but is now concentrated in the remaining volume. Since 6/7ths of the feed water
is evaporated,the dissolved components are concentrated into the remaining 1/7th of the original
volume. The dissolved solids will be discharged back to the river but their concentration is now 7 times
as great as when it was withdrawn. The settleable solids or total suspended solids(TSS) along with most
components contributing to NTU in the raw feed water will be largely removed in the plant clarifier,
therefore TSS, and other constituents likely to precipitate, do not become as concentrated by the loss of
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ENGINEERING ALTERNATIVES ANALYSIS — KC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC —'i

water. Also, contributing to the dissolved solids concentration is the reject flow from demineralization
of potable water from the reverse osmosis (R0)/Mixed bed units. As a result,some dissolved solids
concentrations in the discharge stream are higher than the 7X concentration of the influent river water.
The temperature of the plant discharged cooling water will be the same as that seen in the basins of the
evaporative coolers. The temperature of the evaporator cooled water is largely governed by the
difference in wet bulb temperature (dew point) and dry bulb (measurable temperature) of the
atmosphere. Therefore, during a high humidity day(maximum observed dew point of 74° F from 2007
to 2009) and outside measured temperature of 103 F the evaporative cooling water is calculated to be
approximately 85.2 degrees Fahrenheit. The discharged blow down cooling water will flow to an onsite
pump station that will then pump the discharge water through a 12 inch PVC forcemain for 40,000 feet
to the discharge point at an average flow of 416 GPM (600,000 gal/day/1,440) during the highest
blowdown flow periods of summer.
With the 85.2 degree water, an energy balance was conducted assuming that the surface soil
temperature during summer averaged 80 degrees F in clay soils with the forcemain buried 1 meter
deep. The result of the simulation showed that the water temperature exiting the 6-mile-long discharge
pipe under these worse case conditions would be about 81.6 degrees. This worst-case scenario would
be anomalous since over the previous 5 years the dew-point at Reidsville in August has averaged 68
degrees F which would produce cooling water discharge at the outfall at an estimated 82 degrees F.
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ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC —1

Step 3
1) Evaluate technologically feasible alternatives
a) Wastewater characterization
The nature of the "wastewater"generated by the REC will not contain pollutants from domestic or
industrial activities and is not toxic. Components in the wastewater stream only originated in the river
intake or the Rockingham County potable water system. The wastewater does not contact human or
animal waste or foodstuffs or used in any type of chemical process. Rather the water has been cleared
of settleable solids in a clarifier and circulated around a cooling loop of large heat exchangers made of
steel, stainless steel,galvanized steel, and thermally stable polymers. The discharge water will have a
net reduction in oxygen-consuming pollutants due to constituents removed in the raw water clarifier,
and it will not contain any component concentrations that would be toxic to individuals or organisms in
the natural environment.
2) Alternatives Considered
a) Connecting to an existing wastewater treatment plant- Mayodan
Connections to existing public or privately owned treatment works were explored as a cooling water
disposal option in this alternatives process. The closest connection point to an existing facility by
installing a forcemain of 10.02 miles, is the Mayodan WWTP which discharges into the Mayo River via
NPDES NC0021873 and permitted at 2.5 MGD.
Mayodan was approached to consider the possibility of discharging to their WWTP. The town declined
accepting the cooling water flow, citing the fact that the flow had no food value or COD content and
would dilute their already low BOD influent values. They pointed out that the proposed zero BOD water
would make their current average 92 ppm influent BOD to be diluted to an average 57 ppm BOD and
would be problematic for reliable plant operations.The Mayodan plant was designed for treating
domestic strength wastewater, closer to BOD concentrations of 210 ppm.
As a result of their decline, connection to an existing WWTP is not feasible. See Figure 13 for the letter
declining the attachment request.
b) Land Application
Land application of the cooling water was considered in the alternatives analysis. The USGS web soil
survey tool is a practical tool to search for land application sites. In that tool,the area of interest can be
defined from fractions to many thousands of acres.
The area of interest defined was specified as bounded by the Dan River to the North, the crest of the
Dan River basin to the south and an estimated five miles East and West of the REC plant cooling water
pump station site and comprised 33,500 acres. Appendix 1 contains the Soils report produced from the
https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx USDA site. In that report on pages 9
through 63,the soil classes and their characteristics are listed. From this list, it can be seen that the bulk
of the soils contain clay and all exist on sloped ground.
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ENGINEERING ALTERNATIVES ANALYSIS LKC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

On page 66 of the report is the map of soils scored for acceptability for land application of wastewater.
The map largely shows a region unsuited to land application.The red areas of the map are rated
unsuitable for land application while the yellow areas show land somewhat limited. The yellow areas
are largely situated at the crest or tops of hills and form a network of ridgelines. Spray fields would have
to be placed along these narrow fingers of land and scattered from one hill crest to the next,assuming
they were available for sale. There are some farm sites adjacent to the Dan River, northeast of the
proposed discharge site that could possibly support spray fields, but none of those farms is for sale and
are farther from the plant site than the river discharge site.
The summation of the scores on page 80 of the report shows 65.5%of the 33,500 acres evaluated as
very limited with 33.7%of the area rated as somewhat limited. While the area indicated by 33.7%is an
appreciable land area, it is scattered in fractured fingers or soils. The few areas that are large enough to
be used for wastewater disposal and do not possess limiting slope are used as working farms, either row
crops or livestock, and are not listed as for sale.
Figure 14 is a topographic map of the region local to the REC,that illustrates the sloped nature of these
foothill regions, a characteristic that contributes to the soil's poor land application ratings.
As a result of the nature of the high clay content soils and the persistent limiting slopes in the region,
land application is not considered a feasible cooling water disposal option.
c) Wastewater Reuse
Because of the cooling water's quality, reuse from the REC would be highly applicable if a consumer of
reuse quality water existed. The remoteness of the REC from population centers or from industrial users
makes the possibility of reuse also remote. During summer months,the spent cooling water could be
useful for the few farms in the area with row crops or hay, but a year-round solution for the cooling
water disposal is still needed and would require a permanent disposal source. Furthermore, a
conjunctive configuration using dual disposal sinks would increase the infrastructure costs as opposed to
a single disposal because of multiple pumping systems for appropriate pressures and flows to
accommodate both types of disposal.
d) Direct Discharge to Surface Waters
The preferred cooling water disposal option is the direct discharge to the Dan River at Settles Bridge on
Settles Bridge Road (NC 65) in Rockingham County. The direct discharge offers the most practical and
most reliable solution for the disposal of the cooling water stream.
Figures 1 and 2 show the proposed route of the discharge forcemain on both road and topo map
perspective. The topo map shows the forcemain following a ridgeline to the North in the highway 65
ROW then continuing down slope to the bridge site. The length of the forcemain along this route is
estimated at 40,000 feet or 7.6 miles.
The cooling water discharge is calculated to average 0.41 mgd with a peak flow of 1.057 mgd, (Table 1)
and would be released from an open pipe into the Dan River where it would mix with the ambient river
flow. As a worse case condition, if the peak summer cooling flow of 1.057 mgd (1.64 CFS),were
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ENGINEERING ALTERNATIVES ANALYSIS Kc
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC —I

released to the Dan River flowing at the 7Q10 low flow of 162 CFS,the instream dilution will be 100:1
once mixed.
Looking at the ambient river concentrations of constituents in the far left column, in blue, "Dan River
Average Concentration", and comparing those values with the concentrations in the far right column, in
green, "River Concentration After Return 7Q10", a slight(4%-7%)increase in the concentrations of
dissolved constituents can be seen. This makes sense because the river water previously withdrawn has
largely evaporated, leaving behind the dissolved constituents which are returned to the river from which
they came making it a little more concentrated. Also adding to the dissolved solids in the plant
discharge is the RO demineralization reject flow of potable water that is used in the steam turbine loop.
Constituents that increased only slightly, (<0.5%),were TSS and Turbidity. These components are solids
and not dissolved, and as a result their concentration is reduced by the clarifier in the cooling water
pretreatment.
The direct discharge of the REC cooling water to the river via a NPDES permit is the only plausible and
practicable discharge option to provide a year-round, reliable disposal sink for the cooling water. The
• cost of building and operating the pump station,forcemain, and discharge are shown in Step 4 below. •
Step 4
For the Present Value Analysis, a spreadsheet was used as obtained from the NCDEQ Division of Water
Infrastructure. This spreadsheet application is well linked and simple to use.Since only one disposal
option was found to be plausible,that option is the only one included in the PVA. See Figure 16 for the
PVA.
Conclusion
The only reliable cooling water discharge practicable for the REC is the NPDES direct discharge to the
Dan River. The discharge carries no added pollutants and is therefore no load on the Dan River. The
WS-IV waters of the Dan River do not restrict new NPDES discharge.
If the town of Mayodan had been open to receiving the cooling water,the extra cost of 3 additional
miles of forcemain plus additional road crossings with bore and jack would have increased the project
cost by about$950,000.
The foothills piedmont region of the state does not lend itself to simple land application sites as those
found in the coastal plain. The eroding hills are rarely without slope and often comprised of soils with
lower Ksat values. As a result, spray fields are not a plausible disposal option in this region. The few
places in the region that are flat enough for spray fields that would not promote runoff are coveted for
agricultural fields and home sites.
17
ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC -�

Figure 1 NTE Sewer Project Map
18
ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC --'i

N. ' NTE EnergySewer
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Figure 2 NTE Reidsville Local Topo Map
19
ENGINEERING ALTERNATIVES ANALYSIS LKC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Figure 3 Response from USGS concerning 7Q10 flow at Settle Bridge Site
20
ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC - 1

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Barry King <[e-mail]>
ty,C;0081e
Response from USGS concerning...Re: Dan River near Wentworth USGS station
02071000
Weaver, John <[e-mail]> Wed, Jan 18, 2017 at 3:42 PM
To: Barry King <[e-mail]>
Cc: John C Weaver<[e-mail]>
Mr. King,
A very quick response and note to say the I received both your voice mail and email inquiring about the low-flow
characteristics for Dan River just upstream from the streamgage near Wentworth in Rockingham County.
The most recently published low-flow characteristics for USGS Sta. 02071000 Dan River near Wentworth are provided in
USGS SIR 2015-5001, initially released in March 2015.
The low-flow statistics for this streamgage, based on period of record ending March 31, 2012, are provided in Table 3 on
page 20 of the report document (site index number 17).
Flow-duration statistics for the analysis period of record along with maximum, minimum, and mean daily discharge are
provided for this site in Table 5 on page 71 of the document.
Visual inspection of a topographic map suggest no appreciable difference in drainage area for the Dan River between
Settle Bridge Road and the downstream streamgage. Thus, use of the recently published low-flow characteristics and
flow-duration statistics should be applicable to the upstream point of interest.
Hope this information is helpful.
Thank you.
Curtis Weaver
3.Curtis Weaver, Hydrologist,PE Email:[e-mail]
USGS South Atlantic Water Science Center Online:hftp://nc.water.usgs.gov/
North Carolina-South Carolina-Georgia
3916 Sunset Ridge Road
Raleigh,NC 27607
Phone:[phone] // Fax:[phone]
On Wed, Jan 18, 2017 at 1:36 PM, Barry King <[e-mail]> wrote:
Hello Curtis,
I am Barry King. I am preparing an Engineering Alternatives Analysis for a cooling water NPDES discharge into the
Dan river located 600 feet up stream from the apparently active river gauge 02071000 Dan River near Wentworth. The
proposed discharge would be located at the Settle Bridge ROW adjacent to the bridge and would like be precisely the
same flow at that location as that at the river gauge. (see attached map)
I am required to request from your division the low flow statistics required for the NP DES permit application.
Please tell me what I need to do to order this information.
I certainly appreciate your assistance,
Barry King

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SK Environment&Engineering PLLC
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Figure 4 70,10 and 300,2 Flows Table at 02701000
21
ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC —1

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20 Low-Flow Characteristics and Flow-Duration Statistics for Selected USGS Continuous-Record Streamgaging Stations
Table 3. Magnitude and frequency of low-flow characteristics at U.S.Geological Survey continuous-record streamgaging stations in
North Carolina.
[USGS,U.S.Geological Survey;ft3/s,cubic foot per second;7Q10,7-day,10-year low flow;30Q2,30-day,2-year low flow;Winter 7Q10,winter 7-day,
10-year low flow;7Q2,7-day,2-year low flow.Climatic year is the annual period from April 1 through March 31 that is used by the USGS for low-flow
analyses at USGS continuous-record streamgages,designated by the year in which the period begins.Source refers to the previous basinwide low-flow report
in which low-flow characteristics were republished in the current report.A previous report is cited only if no new data have been collected at the streamgage
since the report was published]
Site USGS Period of Low-flow characteristic,
index analysis in fP/s
station, Source
number number (climatic Winter
(figs.4,5) years) 7010 3002 70,10 702
8 02053200 1958-2011 0.46 4.9 4.8 3.4
11 02053500 1965-2011 1.4 4.3 3.0 2.9
14 02068500 1950-83; 43.0 82.0 64.0 69.0
1985-86;
1992-2011
16 02070500 1930-70; 58.0 126.0 113.0 108.0
1994-2011 _ _
17 02071000 1950-2011 162.0 403.0 343.0 332.0
19 02074000 1951-2011 162.0 292.0 211.0 245.0
22 02075160 1962-73 0.4 3.0 3.0 1.5 Roanoke(Weaver,
1996)
23 02077200 1965-2011 0 0.41 0.72 0.01
25 02077240 1965-74; 0 0.6 0.6 0.5 Roanoke(Weaver,
1977-81 1996)
' 26 02077250 1967-77 0 2.5 1.5 1.0 Roanoke(Weaver,
1996)
28 02077303 1974-2011 1.4 8.9 3.5 7.3
_ .
30 02077670 1984-2011 1.3 2.4 1.8 2.1
31 02080500 1964-92;1994; 1,290.0 2,480.0 1,320.0 1,850.0
1996-2011
35 0208111310 1988-2011 0 0.11 0.01 0
38 02081500 1940-2011 0.16 3.4 1.2 1.5
_
39 02081747 1974-2011 6.7 35.0 30.0 23.0
40 02081800 1957-74 3.4 14.0 19.0 11.0 Statewide(Giese and
Mason, 1993)
' 43 02082500 1950-69 0.07 1.4 0.55 0.39
45 02082506 1973-2010 38.0 106.0 44.0 90.0
46 02082585 1977-92; 29.0 112.0 39.0 84.0
• 1995-2011
50 02082770 1964-92; 3.6 23.0 22.0 14.0
1996-2011
51 02082950 1960-2011 1.4 14.0 9.1 8.6 ,
52 02083000 1927-92;1994; 12.0 74.0 48.0 55.0
1996-2011
' 53 02083500 1972-92; 83.0 262.0 149.0 201.0
1996-2011
55 02083800 1957-92;1994; 1.9 6.3 2.7 4.4
1996-2001
' 59 02084160 1976-86;1994; 0 0.24 0.45 0
1996-2011

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Figure 5 Minimum Flow at 02701000
22
ENGINEERING ALTERNATIVES ANALYSIS LKC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Table 5. Minimum,mean,maximum,and flow-duration statistics of daily mean discharges for indicated periods of record at selected U.S.Geological Survey continuous-record
streamgaging stations in North Carolina:
[USGS,U.S.Geological Survey;ft'/s,cubic foot per second.Water year is the annual period used in flow-duration analyses in this report and lasts from October 1 through September 30,designated by the year
in which the period ends.Flows are listed for selected non-exceedance percentiles indicating percentage of time flow was equal to or less than indicated discharge]
Site Minimum Mean daily Maximum Duration of daily mean flow,presented as XXth percentiles,percentage of discharges
index USGS Period of daily discharge, daily equal or less than indicated value for XX percent of time,in ft3/s
analysis
number station discharge, in it3/s discharge
(full water 5th 10th 25th 50th 75th 90th 95th
(figs, number in ft3/s (Unit flow, inft3/s percentile
4,5) years only) • (date) in[(W/s)/min]) (date) percentile percentile percentile P(median) percentile percentile percentile
8 02053200 1959-2012 0 222 15,200 2.9 4.9 15.0 73.0 252.0 612.0 937.0
(7/28/2011) (.99) (9/17/1999)
11 02053500 1965-2012 0.59 60.1 7,710 3.0 4.0 7.2 17.0 48.0 126.0 248.0
(8/29/2010) (.95) (9/17/1999)
14 02068500 1950-84; 21 190 6,830 65.0 76.0 104.0 150.0 219.0 318.0 420.0
1986-87; (9/4/1999) (1.47) (9/22/1979)
1993-2012
16 02070500 1930-71; 33 310 11,400 101.0 122.0 164.0 231.0 336.0 492.0 687.0
1994-2012 (8/11/2002) (1.28) (9/18/1945)
17 02071000 1950-2012 63 1170 47,800 301.0 378.0 541.0 802.0 1,230.0 1,970.0 2,950.0
(8/12/2002) (1.11) (6/22/1972)
19 02074000 1951-2012 46 639 16,700 176.0 222.0 319.0 457.0 753.0 1,170.0 1,540.0
(8/14/1967) (1.19) (6/21/1972)
22 02075160 1962-74; 0.21 26.9 1,950 1.6 3.0 7.2 14.0 26.0 49.0 87.0
1989 (10/3/1968) (.82) (6/21/1972)
23 02077200 1965-2012 0 44.7 7,400 0 0.68 4.0 15.0 37.0 84:0 160.0
(7/9/1966) (.97) (8/28/1995)
25 02077240 1965-75; 0 7.51 994 0.46 0.77 1.4 3.0 6.2 12.0 23.0
1978-82 (3/22/1977) (1.01) (7/13/1975)
26 02077250 1967-78 0 55.5 3,660 0.91 2.4 6.4 19.0 45.0 100.0 199.0
(8/24/1968) (.98) (7/14/1975)
28 02077303 1974-2012 0.27 154 9,280 4.1 8.2 14.0 24.0 103.0 343.0 696.0
(11/2/1997) (.76) (7/14/1975)
30 02077670 1984-2012 0.27 35.8 2,260 2.1 2.6. 3.1 5.6 40.0 97.0 147.0
(8/21/1999) (.67) (9/7/1996)
31 02080500 1964-93; 818 7,680 36,000 1,750.0 2,040.0 2,550.0 5,710.0 10,200.0 18,700.0 20,100.0
1995; (11/15/1970) (.92) (9/11/1996) co
-
1997-2012 er
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35 0208111310 1988-2012 0 110 14,500 0 0.02 2.2 30.0 109.0 257.0 445.0 v'
(7/30/1987) (1.02) (9/17/1999)

Figure 6 Stream Classification - Dan River at Settle Bridge
23
ENGINEERING ALTERNATIVES ANALYSIS
KC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC .

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Figure 7 Water Supply Protected Area Map for Eden Full Size
24
ENGINEERING ALTERNATIVES ANALYSIS LKC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

NC Water Supply Watersheds
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_
Esri,HERE,DeLorme,Mapmylndia,©OpenStreetiVlap contributors,
L ws-ii NSWP [ 1 WS-HP n WS_IVP and the GIS user community
a WS-IIC E_ ''. WS-IV NSWC
M WS-III NSWC ri WS-IV NSWP
NC DEN R Div.Water Resources
State of North Carolina DOT,Esri,HERE,Garmin, NGA, USGS, NPS I Esri, HERE

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Figure 8 Upper Dan Water Quality Report
25
ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Recommendations
Examine the possibility of additional monitoring stations, stream walking or other investigation to try to identify
causes and sources of turbidity problems in Dan River. The upper part of this segment is located in Elk Creek
subwatershed which is one of the subwatersheds targeted for greater focus and resources by WRIT;therefore,
additional resources may be available for investigation. DWQ should coordinate with VA when working on this
river segment.
Dan River EAU#: 22-(8)]
This segment of the Dan River is approximately 26 miles from Big Creek[AU#: USE SUPPORT: SUPPORTING
(25.9 Mi)
22-9]to Town Fork Creek[AU#:22-25b]. However, only about 11.6 miles of the 2008 IR Cat. 2
segment are within this watershed. The land cover for majority of the drainage
area is forest and agriculture. There are two mining operations towards the 2010 IR Cat. 2
downstream portion of the segment. Benthos
X (NB9) Good (2009)
'z Water Quality Status
0 The benthic station is just downstream from the Little Dan River watershed (0301010301) boundary and gives
m a representation of the water quality in that watershed. The land running parallel to the river in this upstream
x area is mostly forested. Samples have been taken at this benthic site since 1994 when it received a Good-
Fair rating. That rating increased to a Good in 1999 and has remained at that rating ever since with a slightly
7 increasing overall score. A few rare species (Trycorythodes robacki and Ceraclea mentiea )were collected in
co the 2009 sample.
E •
z Recommendations
,cA This segment and the rare species found within it would benefit from additional protections on a state and local
-13 level.
m
Dan River [AU#: 22-(31.5)a & (31.5)b]
z These two of the Dan River are approximately 14 miles combined USE SUPPORT: IMPAIRED
segments
JJ (14.2 Mi)
from just over half a mile downstream of Jacobs Creek [AU#: 22-32-(3)] to Mill 2008 IR Cat. 5
Branch [AU#: 22-39.5]. Land cover along these segments is mostly agriculture 2010 IR Cat. 4
and residential with urban area around the Town of Eden. This segment has
cAMS
co
been on the Impaired Waters List since 2002 for turbidity standard violations.
co (N2(N2300000) Turbidity(14.8%)
Water Quality Status
There is one monitoring(AMS)station between these two segments. Almost 15%of turbidity samples exceeded
C the state standard at this station. Instream mining operations have been noted as a source in past plans.
n DWQ developed a TMDL for turbidity for this section of the Dan River in 2005. The TMDL recommended a
0 59% reduction in total suspended solids between both point and nonpoint sources. As seen in Figure 1-20,
o majority of sampling results have been reduced to below 35 NTUs since the TMDL was released in 2005
o indicating progress.
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FIGURE 1-20: LONG TERM TURBIDITY SAMPLING AT N2300000 (1997-2009)
600
•
500
400 `
z ♦
Z' 30055
a
F •
200 ♦ # ,O
♦
♦ • • o
100 ♦ ♦ ♦ • • o 1
+4.4 . ® I♦
�.,. � .
1996 1998 1999 2001 2002 2003 2005 2006 2007 2009 z
* Red line indicates 50 NTU, the state standard a
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Dan River [AU#: 22-(39)a & b]
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These two segments of the Dan River run from Mill Branch [AU#:22-39.5]about USE SUPPORT: IMPAIRED
fi
12 miles northeast to the state line. The river flows through Virginia for roughly (23.4 NII)
2008 IR Cat. 5 I z
six miles, crosses back into NC for a mile and a half before it returns to Virginia. j a
After crossing state line again into NC, it flows for about 10 miles before its 2010 IR Cat. 5 0
final exit just before reaching the Town of Milton. These segments are lined AMS ° `CL
W
with agriculture and some forested areas, with tributaries draining additional (N3500000) Turbidi19ty X23%) a
D
farmland and residential areas. There are also two major dischargers within y
two and a half miles from the Smith River confluence (City of Eden WWTP and Duke Energy Dan River Steam (7
Station). These segments have been on the Impaired Waters List for FCB and Turbidity since 2008. m
Water Quality Status W
There are two AMS monitoring stations along these two segments. Both station's samples exceeded the
turbidity state standard. The average turbidity levels for both stations have decreased; however, the amount w
of samples exceeding the standard have increased at both stations. Both segments are on the Impaired
Waters List for FCB standard violations as well. A TMDL for FCB for the Smith and Dan Rivers was developed z.
in 2009 to address that impairment. • Q
te.
BMP Implementation
NC Division of Soil & Water Conservation was awarded an NC Section 319 NPS Program grant in 2008 to
implement BMPs throughout the Dan River Watershed. BMPs that will be installed during the course of this i .
project include: conservation cover, conservation crop rotation, cover crop, critical area planting, diversions,
livestock exclusion fencing,field borders, grassed waterways, heavy use area protection, troughs, water wells,'
and watering facilities. This grant will conclude in March 2012. The DSWC received an additional 319 grant
in 2011 to continue implementing these BMPs throughout the watershed. Quarterly reports providing updated 1
on these projects are on the NPS 319 Program webpage.
1.15

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Figure 9 Ambient Monitoring System Station Summary for Dan River segment
22(31.5)
26
ENGINEERING ALTERNATIVES ANALYSIS L�`� KC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Ambient Monitoring System Station Summaries
NCDENR,Division of Water Quality
Basinwide Assessment Report
Location: DAN RIV AT SR 2150 NR WENTWORTH
Station#: N2300000 Hydrologic Unit Code: 03010103
Latitude: 36.41055 Longitude: -79.82693 Stream class: WS-1V
Agency: NCAMBNT NC stream index: 22-(31.5)
Time period: 01/10/2005 to 12/03/2009
# # Results not meeting EL Percentiles
results ND EL # % %Conf Min 10th 25th 50th 75th 90th Max
X
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O • D.O.(mg/L) 60 0 <4 0 0 6.3 7.2 7.8 9.6 11.4 13.3 14.7
m 60 0 <5 0 0 6.3 7.2 7.8 9.6 11.4 13.3 14.7
Z7 pH(SU) 60 0 <6 0 0 6.6 7 7.2 7.4 7.5 7.7 8.2
X 60 0 >9 0 0 6.6 7 7.2 7.4 7.5 7.7 8.2
CO Spec.conductance 58 0 N/A 37 58 64 71 84 140 158
cn (umhos/cm at 25°C)
z Water Temperature(°C) 60 0 >32 0 0 1.4 5.4 8.8 17 23.8 25.8 28.8
-oOther„ . ,,.�
m TSS(mg/L) 19 _ 6 N/A 2.5 3 6.2 10 23 150 201
A
0 Turbidity(NTU) 61 0 >50 9 14.8 92 1.6 3.3 4 7.1 15.5 118 550
z Elf rientsm /L
< NH3 as N 61 47 N/A 0.02 0.02 0.02 0.02 0.02 0.03 0.04
T NO2+NO3 as N 61 0 >10 0 0 0.02 0.05 0.12 0.18 0.24 0.3 0.34
TKN as N 61 26 N/A 0.2 0.2 0.2 0.23 0.31 0.89 2.2
co Total Phosphorus 61 1 N/A 0.02 0.02 0.03 0.03 0.05 0.22 0.83
ketals(ug/L) , '
Aluminum,total(Al) 9 0 N/A ��_. 110 110 175 320 700 6600 6600
C
Arsenic,total(As) 9 9 >10 0 0 5 5 5 5 5 5 5
n Cadmium,total(Cd) 9 9 >2 0 0 1 1 2 2 2 2 2
W Chromium,total(Cr) 9 9 >50 0 0 10 10 25 25 25 25 25
i O
i ._,.. Copper,total(Cu) 9 8 >7 0 0 2 2 2 2 2 3 3
I
C)
! O Iron,total(Fe) 9 0 >1000 2 22.2 390 390 535 700 1125 5000 5000
W
co Lead,total(Pb) 9 9 >25 0 0 10 10 10 10 10 10 10
Manganese,total(Mn) 9 0 >200 0 0 21 21 27 32 54 90 90
Mercury,total(Hg) 8 8 >0.012 0 0 0.2 0.2 0.2 0.2 0.2 0.2 0.2
Nickel,total(Ni) 9 9 >25 0 0 10 10 10 10 10 10 10
-o Zinc,total(Zn) 9 7 >50 0 0 10 10 10 10 12 25 25
m
z
o ecal Coliform Screening(#/100mL)
m. #results: Gement: #>400: %>400:%Conf:
co
61 101.6 10 16.4
1
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Key:
#result:number of observations
#ND:number of observations reported to be below detection level(non-detect)
EL:Evaluation Level;applicable numeric or narrative water quality standard or action level
Results not meeting EL:number and percentages of observations not meeting evaluation level
%Conf:States the percent statistical confidence that the actual percentage of exceedances is at least 10%(20%for Fecal Coliform)
1-C.4 Stations with less than 10 results for a given parameter were not evaluated for statistical confidence

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Figure 10 Turbidity and Fecal TMDL Summary
27
ENGINEERING ALTERNATIVES ANALYSIS 11N,C
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

G�

Total Maximum Daily Load for Turbidity and Fecal Coliform for
Haw River, Deep River, Third Fork Creek, and Dan River in North
Carolina
Final Report
EPA Approved Date: Jan 11, 2005
Cape Fear River Basin and Roanoke River Basin
Prepared by:
NC Department of Environment and
Natural Resources
Division of Water Quality
Water Quality Section — Planning Branch o4.4A E
1617 Mail Service Center
Raleigh, NC 27699-1617 '
[phone] 0

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Turbidity and Fecal Coliform TMDL:Haw River,Deep River,Third Fork Creek,and Dan River
SUMMARY SHEET
Total Maximum Daily Load (TMDL)
1. 303(d) Listed Water Body Information
State: North Carolina
Counties: Alamance, Caswell, Durham, Forsyth, Guilford, Randolph, Rockingham,
Stokes, and Surry
Major River Basins: Cape Fear River Basin (03030002 & 03030003) and Roanoke
River Basin (03010103)
Watersheds: Haw River, Deep River, Third Fork Creek, and Dan River
Impaired Water Body (2002 303(d) List):
Water Body Name- Water Quality
Subbasin .
Length
h
(AU) Classification 6-digit Code Impairment
(mi)
Haw River- 16-(1)d C -Aquatic life and 03-06-02 Turbidity 13
secondary contact recreation
Haw River- 16-(1)d C -Aquatic life and 03-06-02 Fecal Coliform 13
secondary contact recreation
Deep River- 17-(4)b WS-IV-Potable water 03-06-08 Fecal Coliform 6.8
supply
Third Fork Creek WS IV Potable water 03-06-05
Turbidity 3.6
16-41-1-12-(2) supply
Dan River- 22-(3L5)WS-IV-Potable water 03-02-03 Turbidity 14.2
supply
Constituent(s) of Concern: Fecal Coliform Bacteria and Turbidity
Designated Uses: Biological integrity,water supply, propagation of aquatic life, and recreation.
Applicable Water Quality Standards for Class C and Class WS IV Waters:
• Turbidity: not to exceed 50 NTU
• Fecal coliform shall not exceed a geometric mean of 200/100 mL (membrane filter count)
based upon at least five consecutive samples examined during any 30 day period, nor
exceed 400/100 mL in more than 20 percent of the samples examined during such period.
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Figure 11 Water Balance Diagram
28
ENGINEERING ALTERNATIVES ANALYSIS f( KC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC L�

Notes
1. COOLING TOWER CYCLES OF
CONCENTRATION ARE MAINTAINED AT 7
O2 FOR AVERAGE ANNUAL,WINTER FIRED
SOLIDS AND SUMMER FIRED CASES.
2. INSTANTANEOUS PEAK CASE FLOWS
ASSUME 4 CYCLES OF CONCENTRATION
TO ACCOUNT FOR A CHEMISTRY UPSET,
► FILTER PRESS WHICH SHOULD LAST NO LONGER THAN 8
O HOURS.
\
EVAPORATION > 3. CTG INLET EVAPORATIVE COOLER CYCLES
/ OF CONCENTRATION ARE MAINTAINED AT 2
FOR ALL CASES.
4. COOLING TOWER DRIFT IS CALCULATED AT
- DRIFT 0.0005%OF THE CIRCULATING WATER
RAW WATER> i FLOW RATE.
> 6
CLARIFIER ►- COOLING TOWER
O
16
15
C;) > EVAPORATION >
/ Legend
OIL TRUCKED OFF
RAW WATER O 14 CTG
SITE
►- EVAPORATIVE
TANK
COOLER
O
12 13 ac
r SERVICE WATER OIL WATER z
SEPARATOR O o
FIRE PROTECTION at z CI Reference Drawings
O
Q Om
20 U
2
U
POTABLE 17 19 RO MIXED BED O
P.
DEMINERALIZERS v
24
► SAMPLING
21 y A 01/27/17 AF FOR CLIENT REVIEW JW JW
23 WASTE WATER Rev Date Drawn Descripgon Ch'k'd App'd
MISC —► COLLECTION •
SUMP 101 Station Drive
smm 130
Westwood,MA 02090
DEMIN WATER 22 United States
7+117911915-0015
► TANK 1.- CYCLE Mott MacDonald r+1If (791)9 154101
29 > DISCHARGE TO
OFF SITE LIFT client
25 26 STATION VENT
11 REIDSVILLE ENERGY CENTER
► BLOWDOWN NORTH CAROLINA
Title
WATER BALANCE DIAGRAM
18 28
SANITARY DISCHARGE TO ON
SITE LEACH FIELD Designed JW Eng check -
PRELIMINARY Drawn AF Approved -
NOT FOR Dreg check - Mngr-
CONSTRUCTION
REPLACE WITH Scale at ANSI D Date I Rev
ENGINEERS STAMP sumbe Project 17 A
O Mod MacDonald
AT CONSTRUCTION /-1
LE
Thio doounenl is Issued for the party which commissioned h end for specific purposes connected with the captioned project only.It should not be reliedupon by any otterpmly orueedsforenyother prewar . AND/OR
We accept no responatility for the consequences of this document being rated upon by any other party,or being used for any other purpose,ormntening any error or ombsanwludc a due loan rum or rtussionmdata supplied to us by Phar pertias FABRICATION Drawing Number
334954NR-WBD-101 01
P:1134954 NTE Devebpment334954NC2 ReWSNIe1DrdWingsWechanlm2934954NC2-W9°-101.dxg Jan 27,2017-11.37AM FE077079

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Notes
Stream Winter Fired Averge Annual Summer Fired Instantaneous peak
Description No
Notes
Ambient Condition(DB/WB) 25 / 23 59 /53 92 l'76 103 / 83.5
Duct Burner/Evap cooler on/ off on/off on / on on/ on
gpm mgd gpm mgd gpm mgd gpm mgd
Raw Water at Battery Limit to Clarifier 1 1,432.3 2.063 1,920.5 2.766 2,403.4 3.461 2,912.4 4.194 _
Clarifier-Solids disposal retained water 2 1.4 0.002 1.9 0.003 2.4 0.003 2.9 0.004
Water to Raw Water/Firewater Tank 3 21.8 0.031 52.6 0.076 84.1 0.121 95.5 0.137
Fire Water System 4 - - - - - _ _ -
Service Water System 5 21.8 0.031 52.6 0.076 84.1 0.121 95.5 0.137
Legend
CT make-up 6 1,409.1 2.029 1,866.0 2.687 2,317.0 3.336 2,814.0 4.052
CT Drift loss 7 0.6 0.001 0.6 0.001 0.6 0.001 0.6 0.001
CT Evaporation loss 8 1,245.0 1.793 1,650.0 2.376 2,050.0 2.952 2,170.0 3.125
CT Blowdown 9 206.9 0.298 274.4 0.395 341.0 0.491 722.7_ 1.041 •
Not used 1 10
Quench water to HRSG Blowdown 11 16.8 0.024 16.9 0.024 16.9 0.024 16.3 0.023
Plant Wash Down 12 5.0 0.007 5.0 0.007 5.0 0.007 5.0 t 0.007
Reference Drawings
Contaminated Drains to OWS 13 5.0 0.007 5.0 0.007 5.0 0.007 5.0 0.007
Make-up to CTG Evap Cooler 14 - 30.7 0.044 62.2 0.090 74.2 0.107
CTG inlet evaporative cooler evaporation 15 - - 15.4 0.022 31.1 0.045 37.1 0.053
CTG inlet evaporatvie cooler blow down 1 16 - - 15.4 0.022 31.1 0.045 37.1 0.053
Potable water at Battery Limit/back-flow preventer 17 45.3 0.065 45.5 0.065 45.5 0.065 44.4 0.064
Potable water/Sanitary 18 2.0 0.003 2.0 0.003 2.0 0.003 2.0 0.003
A 01/27/17 AF FOR CLIENT REVIEW JW JW
Water to RO/Mixed Bed units 19 43.3 0.062 43.5 0.063 43.5 0.063 42.4 0.061
Rev Date Drawn Description Ch'k'd App'd
Recovered water from RO/Mixed Bed unit 20 8.7 0.012 8.7 0.013 8.7 0.013 8.5 0.012
101 Station Once
DM Water to Storage tank 21 34.6 0.050 34.8 0.050 34.8 0.050 34.0 0.049 Surto 130
Westwood.MA 02080
United States
Make-up to Steam cycle 22 34.6 0.050 34.8 0.050 34.8 0.050 34.0 0.049 7 i1(781)915-0015
Mott MacDonald p"Qe" 7
90°01
F www.motMacmn
Misc losses 23 5.0 0.007 5.0 0.007 5.0 0.007 5.0 0.007
Steam sampling losses 24 6.0 0.009 6.0 0.009 6.0 0.009 6.0 0.009 client
; t1C r �. n
Steam cycle Blowdown 25 23.6 0.034 23.8 0.034 23.8 0.034 23.0 0.033 1 '4,,. -
Steam vent losses 5.7 0.008 5.7 0.008 5.7 0.008 5.5 0.008 REIDSVILLE ENERGY CENTER
Water from flash tank 27 34.7 0.050 34.9 0.050 34.9 0.050 33.7 0.049 NORTH CAROLINA
Sanitary waste to on site leach field 28 2.0 0.003 2.0 0.003 2.0 0.003 2.0 0.003 Title WATER BALANCE DIAGRAM
Waste Water to off site lift station 29 217.9 0.314 285.4 0.411 352.0 0.507 733.7 1.057
Designed JW Eng check -
PRELIMINARY Drawn AF Approved -
NOT FOR
CONSTRUCTION D g check - Project Mngr -
REPLACE WITH Scale at ANSI 0 Date Rev
o Man Maa0aneld ENGINEERS STAMP SCALE 0123/17 A
AT CONSTRUCTION
This doaanenl Is issued for Na perry which commissionedd it end far aped'v:puma..sonneOed with the mm
ptled project only it should not be retied upon by any ether pallw se
y used for other purpo .
We ac ept no responamNis vly for the consequences of document hem,cmission lad upon by env other party.or being used for any other purpose,or containing any error or which a due to en error mammon in data suppled to us byotherparties. Drawing Number
FABRICATION 334954NR-WBD-101 02
P:1334854 NTE Oevelopmenr334954NC2 ReldrNllelorawingstfetanIcaR934859NC2-We0.101.drg Jan 27.2017-11`20AM FE077070

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Figure 12 Town of Mayodan Declining Wastewater Acceptance
29
ENGINEERING ALTERNATIVES ANALYSIS LKC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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'If IL1111O11C11:U71IC11 1
Town of Mayodan. 210 W.Main Street.Mayodan.NC.27027. [phone]. www.townofinavodan.com
James A. Collins Municipal Building
February 2,2017
Mr.Ronnie Tate,Director
Department of Engineering and Public Utilities
Rockingham County
371 NC Hwy 65
Wentworth,North Carolina 27375
Re: Request for Wastewater Discharge
NTE Energy Project • •
Rockingham County,North Carolina
Dear Mr. Tate:
The Town of Mayodan understands your request for our consideration and input regarding the
potential to accept the wastewater discharge for the proposed NTE Energy project. Our review for
this consideration is based on the acceptance, treatment and discharge of the wastewater, and does
not address the need for improvements that may be required to transport the wastewater to our
system.
Based on our average daily flow of approximately 1.0 MGD, with a peak flow during 2016 of 4.26
MGD,the Town of Mayodan does not feel that it is in our best interest to accept the flow from this
project. Our treatment facility is designed to treat domestic wastewater with an anticipated BOD of
200 mg/1. However, we currently receive low BOD in the influent, averaging 92 mg/1 under normal
flow conditions. If we were to introduce an additional 600,000 GPD of BOD-free cooling water
during summer peak flows, our influent BOD would likely fall to around 57 mg/l. This low food
value for our biological treatment plant would be more than challenging and are uncertain if we
could successfully operate the process.
Therefore, we hope that you understand that this type of demand would create a difficult operating
situation for our staff and equipment,and as a result,we must respectfully decline your request.
If you should have any questions or comments, or if our staff can be of further assistance,please do
not hesitate in contacting this office.
Sincerely,
Z
Michael M. Brandt
Town Manager

Figure 13 Regional Topographic Map - Land Application Considerations
30
ENGINEERING ALTERNATIVES ANALYSIS LKC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

Regional Topographic Map
�N
Land Application Consideration X
Reidsville Energy Center
Rockingham County, NC
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Legend
31, B Al
Proposed Pump Statbn
LL�
I IL River Basin Boundary
NTESite
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Reidsville Energy CE anter
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Figure 14 Local Government Review Form
31
ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC —�

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Attachment A. Local Government Review Form
General Statute Overview: North Carolina General Statute 143-215.1 (c)(6)allows input from local governments in the issuance
of NPDES Permits for non-municipal domestic wastewater treatment facilities. Specifically, the Environmental Management
Commission (EMC) may not act on an application for a new non-municipal domestic wastewater discharge facility until it has
received a written statement from each city and county government having jurisdiction over any part of the lands on which the
proposed facility and its appurtenances are to be located. The written statement shall document whether the city or county has a
zoning or subdivision ordinance in effect and(if such an ordinance is in effect)whether the proposed facility is consistent with the
ordinance. The EMC shall not approve a permit application for any facility which a city or county has determined to be
inconsistent with zoning or subdivision ordinances unless the approval of such application is determined to have statewide
significance and is in the best interest of the State.
Instructions to the Applicant: Prior to submitting an application for a NPDES Permit for a proposed facility, the applicant
shall request that both the nearby city and county government complete this form. The applicant must:
• Submit a copy of the permit application(with a written request for this form to be completed)to the clerk of the city and
the county by certified mail,return receipt requested.
• If either (or both) local government(s) fail(s) to mail the completed form,as evidenced by the postmark on the certified
mail card(s),within 15 days after receiving and signing for the certified mail, the applicant may submit the application to
the NPDES Unit.
• As evidence to the Commission that the local government(s) failed to respond within 15 days,the applicant shall submit a
copy of the certified mail card along with a notarized letter stating that the local government(s)failed to respond within the
15-day period.
Instructions to the Local Government; The nearby city and/or county government which may have or has jurisdiction over
any part of the land on which the proposed facility or its appurtenances are to be located is required to complete and return this
form to the applicant within 15 days of receipt. The form must be signed and notarized.
Name of local government Z-VL tLV f A M CD U Ll T L(
(City/County)
Does the city/countyrhave jurisdiction over any part of the land on which the proposed facility and its appurtenances are to be
located? Yes[VrNo [ ] If no,please sign this form,have it notarized,and return it to the applicant.
Does the city/county have in effect a zoning or subdivision ordinance? Yes[\4/No[ ]
If there is a zoning or subdivision ordinance in effect,is the plan for the proposed facili consistent with the ordinance? Yes[V}/
No [ ]
Date 01107/a917 Signature %41 v •
/ (City Manager/County i 4ana•9)
\ (1_0,
State of " a'k ,10\ C1 ,County of C c. c',\,-,a
On this r day of J trk`a�t , bl'I,personally appeared before me,the said
name C-C I\t t. (-' \1 Ace to me known and known to me to be the person described in
and who executed the foregoing document and he(or she)acknowledged that he(or she)executed the same and being duly sworn
by me,made oath that the statements in the foregoing document are true.
My Commission expires .(Signature of Notary Public) .A--) MA
Notary Putth 3 i 3t Jl S�'•.,
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Figure 15 Present Value Analysis
32
ENGINEERING ALTERNATIVES ANALYSIS INC
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC

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Table 5.2.1. Capital Costs
Reidsville Energy Center-Cooling Water Blowdown Disposal
0
Complete the areas shown in gray below. Where shown, use pulldown menu to select options. The spreadsheet will calculate the capital costs.
NPDES Direct Discharge to Dan River
Project Administration(8): $548,000
Component Unit Costa Unit Quantity Total Cost
Pump Station $ 435,000.00 EA 1; $435,000
12"Force Main PVC C900 $ 52.00 LF 40,000 $2,080,000
Emergency Generator $ 75,000.00 EA 1 $75,000
16" Steel Casing(B&J) $ 550.00. LF 500 $275,000
Ductile Iron Fittings $ 45,800.00 LS 1 $45,800
Asphalt Open Cut and Patch $ 50.00 SY ` u 200 $10,000
Select Material $ 25.00 CY 3,000 $75,000
Outfall Structure at the River $ 75,000.00 LS 1 $75,000
Seeding/Mulching/Erosion Control $ 50,000.00,. LS 1 $50,000
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aUnit costs are in today's dollars,not future dollars. Total Construction Cost: $3,120,800
Construction Contingency Cost: $312,080
Project Administration Cost: $548,000
Total Capital Cost: $3,980,880

Table 5.2.2. Project Cost Life Cycle Assumptions
Reidsville Energy Center-Cooling Water Blowdown Disposal
0
NPDES Direct Discharge to Dan River(Preferred)
Complete the areas shown in gray.
Expected Life Replacement
Component Cycle Expected?t Rationale for Expected Life Cycle
Pump Station 20MISONnaii. , Na Replacement Anticipated
12"Force Main PVC C900 rtu„ 20 `gN .gat; ` ,No`Replacement,Anticipated4 7,,,r F;
Emergency Generator ' 20 N "r, ez No Replacement Anticipated, h,,,Y h
16" Steel Casing(B&J) 20 o N a t a , '4.'N"o,•gW4cement Antics atedw i
Ductile Iron Fittings N ' i Sf REANo Replacement Anticipatedin`e
Asphalt Open Cut and Patch 20} Y }N n ; .' ,No Replacemenf A ticipatedr„
Select Material , i$M'* a, ,20 T t •
Outfall Structure at the River „f,', 4 20_' "N , F R-' ToAplacem.ent,Anticipated, ,".
Seeding/Mulching/Erosion Control .. .,+w , 20' N°$h No ReplacementAnt0 icipa
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Table 5.2.7.Present Value of Operations and Maintenance Costs(Years 1-10)
Reidsville Energy Center-Cooling Water Blowdown Disposal
0
NPDES Direct Discharge to Dan River
Complete the cells shown in gray below.
Current Inflation Rate Based on Municipal Cost Index: 0.09%_ EPA Discount Rate: 4.875%
Present Value of O&M Costs for Year:
Component Unit Cost Unit Quantity 1 2 3 4 5 6 7 8 9 I 10
Employee"(portiontof;on e4Offitytechnician) t ,fug„x,$40;000 ,., Yr s, itekTlin4 $38,174 $36,431 $34,767 $33,180 $31,665 $30,219 $28,839 $27,523 $26,266 $25,067
ElectricatTci*er' a Wq„ .',g ..d '.a,,,, p ,_$36;300, � r .,ligOtta $34,643 $33,061 $31,551 $30,111 $28,736 $27,424 $26,172 $24,977 $23,836 $22,748
Mac; ineRepairt y ka ,gut,iO. iso; „„„,aAl1 m „$5,000,� . r ,� n--.a,a I`6* $4,772 $4,554 $4,346 $4,147 $3,958 $3,777 $3,605 $3,440 $3,283 $3,133
$rrml,Equip nent:Replacement & tsxtg., , yap ,. ` , ,$2;500 Yr;k , .:M ,.1 g4'i $2,386 $2,277 $2,173 $2,074 $1,979 $1,889 $1,802 $1,720 $1,642 $1,567
Contract$ervices7and sanipling/Airalysis,e, ,,, a,N; ; $10,00000 ti , Yr m „la $9,543 $9,108 $8,692 $8,295 $7,916 $7,555 $7,210 $6,881 $6,566 $6,267
Pe'rmrttiggl5,,,RegulutoryCasts, , ,ek.fi,., ,:O} ,i?i% .t i: `:455,00000 '7,4t:10-,:;V: $4,772 $4,554 $4,346 $4,147 $3,958 $3,777 $3,605 $3,440 $3,283 $3,133
$28,630 $27,323 $26,075 $24,885 $23,749 $22,664 $21,629 $20,642 $19,699 $18,800
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Total Present Value of Yearly O&M Expenses(Years 1-10): 5122,919 $117,307 $111,951 $106,839 $101,961 $97,305 $92,863 $88,623 $84,576 $80,714

Table 5.2.8.Present Value of Operations and Maintenance Costs(Years 11-20)
Reidsville Energy Center-Cooling Water Blowdown Disposal
0
NPDES Direct Discharge to Dan River
Current Inflation Rate Based on Municipal Cost Index: 0.09% EPA Discount Rate: 4.875%
Present Value of O&M Costs for Year:
Component Unit Cost Unit Quantity 11 12 13 14 15 16 17 18 19 20
Employee(portion of one county technician) $40,000 Yr 1 $23,922 $22,830 $21,787 $20,793 $19,843 $18,937 $18,073 $17,247 $16,460 $15,708
Electrical Power $36,300 Yr 1 $21,709 $20,718 $19,772 $18,869 $18,008 $17,186 $16,401 $15,652 $14,937 $14,255
Misc.Line Repairs $5,000 Yr 1 $2,990 $2,854 $2,723 $2,599 $2,480 $2,367 $2,259 $2,156 $2,057 $1,964
Small Equipment Replacement $2,500 Yr 1 $1,495 $1,427 $1,362 $1,300 $1,240 $1,184 $1,130 $1,078 $1,029 $982
Contract Services and Sampling/Analysis $10,000 Yr 1 $5,981 $5,707 $5,447 $5,198 $4,961 $4,734 $4,518 $4,312 $4,115 $3,927
Permitting/Regulatory Costs $5,000 Yr 1 $2,990 $2,854 $2,723 $2,599 $2,480 $2,367 $2,259 $2,156 $2,057 $1,964
Capital Outlay $30,000 Yr 1 $17,942 $17,122 $16,341 $15,594 $14,882 $14,203 $13,554 $12,936 $12,345 $11,781
Total Present Value of Yearly O&M Expenses(Years 11-20): $77,029 $73,512 $70,156 $66,952 $63,895 $60,978 $58,194 $55,537 $53,001 $50,581
Total Present Value of Annual O&M Costs(Life of Project): $1,634,892

3/31/2017
Reidsville_Energy_Discharge_Present_Worth_Analysis.xlsx
Table 5.2.62. Total Present Worth for Feasible Alternatives
Reidsville Energy Center-Cooling Water Blowdown Disposal
0
Replacement
Costs Present Total Present
Capital Costs Worth O&M Costs Present Worth Worth
Annual Intermittent Total
NPDES Direct Discharge to Dan River(Preferred) $3,980,880 $0 $1,634,892 $0 $1,634,892 $5,615,772
0 $0 $0 $0 $0 $0 $0
0 $0 $0 $0 $0 $0 $0
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0 $0 $0 $0 $0 $0 $0
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R le_Energy_Discharge_Present_Worth_Analysis.xlsx "--e 1 of 1

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Appendix 1
REC Soils Report
33
ENGINEERING ALTERNATIVES ANALYSIS
Rockingham County,NC—Reidsville Energy Center,NTE Carolinas,LLC —1

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March 27, 2017

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
• special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. T he landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can!ibe used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist(http://www.nres.usda.govlips/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding! Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields.A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and otherlFederal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey,lthe site for official soil survey information.
The U.S. Department of Agriculture(USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital s atus, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at(202) 720-2600(voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or(202)720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface i 2
How Soil Surveys Are Made 6
Soil Map 9
Soil Map (REC Soils Map) 10
Legend b 11
Map Unit Legend (REC Soils Map) 12
Map Unit Descriptions (REC Soils Map) 14
Rockingham County, North Carolina 16
AyF—Ayersville gravelly loam 15 to 45 percent slopes 16
BaB—Banister loam, 0 to 4 percent slopes, rarely flooded 17
CaB—Casville sandy loam, 2 to 8 percent slopes 18 •
CaD—Casville sandy loam, 811to 15 percent slopes 19
CfB—Clifford sandy loam, 2 to 8 percent slopes 20
CgB2—Clifford sandy clay loam, 2 to 8 percent slopes, moderately
eroded q 21
ChC—Clifford-Urban land complex, 2 to 10 percent slopes 23
CmB—Clover sandy loam, 2 to 8 percent slopes 24
CmD—Clover sandy loam, 8 to 15 percent slopes 25
CmE—Clover sandy loam, 15 to 25 percent slopes 26
CnB2—Clover sandy clay loam, 2 to 8 percent slopes, moderately
eroded 27
CnD2—Clover sandy clay loam, 8 to 15 percent slopes, moderately
eroded 28
CsA—Codorus loam, 0 to 2 percent slopes, frequently flooded 29
DaA—Dan River loam, 0 to 2 percent slopes,frequently flooded 31
DcB—Davie sandy loam, 2 to 8 percent slopes 32
DeD—Devotion fine sandy loam, 6 to 15 percent slopes 33
DeF—Devotion fine sandy loam, 15 to 45 percent slopes 34
FpD—Fairview-Poplar Forest complex, 8 to 15 percent slopes 35
FpE—Fairview-Poplar Forest complex, 15 to 25 percent slopes 37
FpF—Fairview-Poplar Forest complex, 25 to 45 percent slopes 38
FrD2—Fairview-Poplar Forest complex, 8 to 15 percent slopes,
moderately eroded 40
FrE2—Fairview-Poplar Fores complex, 15 to 25 percent slopes,
moderately eroded 42
JkB—Jackland fine sandy loam, 2 to 8 percent slopes 44
JkD—Jackland fine sandy loam, 8 to 15 percent slopes 45
NaB—Nathalie sandy loam, ?to 8 percent slopes 46
NaD—Nathalie sandy loam, 8 to 15 percent slopes 47
OkB2—Oak Level sandy clay loam, 2 to 8 percent slopes, moderately
eroded 48
PnC—Pinkston fine sandy loam, 6 to 15 percent slopes 49
PnF—Pinkston fine sandy loam, 15 to 45 percent slopes 50
4

Custom Soil Resource Report
PrC2—Poplar Forest-Udorthents complex, 2 to 15 percent slopes,
gullied 51
Pt—Pits, clay 52
RnB—Rhodhiss sandy loam, 2 to 8 percent slopes 53
RnD—Rhodhiss sandy loam, 8 to 15 percent slopes 54
RnE—Rhodhiss sandy loam, 15 to 30 percent slopes 55
SmC—Siloam sandy loam, 4 to 10 percent slopes 57
SmF—Siloam sandy loam, 10 to 45 percent slopes 58
SpB—Spray loam, 0 to 5 percent slopes 59
Ud—Udorthents, loamy 60
Ur—Urban land 61
W—Water 61
WhB—Wickham sandy loam, mesic, 1 to 4 percent slopes, rarely
flooded 62
YaB—Yadkin loam, 2 to 8 percent slopes 63
Soil Information for All Uses 64
Suitabilities and Limitations for Use 64
Waste Management 64
Disposal of Wastewater by Irrigation (REC Soils Irrigation Map) 64
References 82
5

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How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the generaldpattern of drainage;the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles.A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface downito bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity. .I
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geograpthically associated land resource units that
share common characteristics related to physiography, geology, climate,water
resources, soils, biological resources, and land uses(USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of thelandform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed.Thus, during mapping l this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Ne�ertheless,these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil 1in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color,texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots', reaction, and other features that enable them
to identify soils.After describing thelsoils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile.After the soil '
6

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component.Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map.Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
9

Custom Soil Resource Report
3 Soil Map (REC Soils Map)
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il
593000 595000 597000 559000 601000 606000 605000 607000 609030 611000 613000 615000 617000
3
Map Scale:1:114,000 if printed on A landscape(11"x6008.5;)sheet il
Meters
N 0 1500 3000 9000
\ Feet
0 5000 10000 20000 30000
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
10

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(Aol) Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) Stony Spot 1:24,000.
Soilsirt Very Stony Spot Please rely on the bar scale on each map sheet for map
l Soil Map Unit Polygons measurements.
Wet Spot
Soil Map Unit Lines
A Other Source of Map: Natural Resources Conservation Service
Soil Map Unit Points Web Soil Survey URL:
Special Line Features Coordinate System: Web Mercator(EPSG:3857)
Special Point Features
042) Blowout Water Features
• Streams and Canals Maps from the Web Soil Survey are based on the Web Mercator
Borrow Pit projection,which preserves direction and shape but distorts
Transportation distance and area.A projection that preserves area,such as the
Clay Spot Rails Albers equal-area conic projection,should be used if more
,y Closed Depression accurate calculations of distance or area are required.
• Interstate Highways
• Gravel Pit US Routes This product is generated from the USDA-NRCS certified data as
Gravelly Spot Major Roads of the version date(s)listed below.
41 Landfill Local Roads
Soil Survey Area: Rockingham County,North Carolina
A. Lava Flow Background Survey Area Data: Version 17,Sep 20,2016
Marsh or swamp Aerial Photography
Soil map units are labeled(as space allows)for map scales
• Mine or Quarry 1:50,000 or larger.
Miscellaneous Water
Date(s)aerial images were photographed: May 10,2010—Apr
Perennial Water 30,2011
Rock Outcrop
The orthophoto or other base map on which the soil lines were
• Saline Spot compiled and digitized probably differs from the background
Sandy Spot imagery displayed on these maps.As a result,some minor
: shifting of map unit boundaries may be evident.
Severely Eroded Spot
O Sinkhole
Slide or Slip
oa Sodic Spot
11

Custom Soil Resource Report
Map Unit Legend (IEC Soils Map)
1
Rockingham County„North Carolina(NC157)" =`
MSy
ap UnitSymbol ,° �� Map Unit*Name i .;_. Acres in AOI , ' : . -Percent of AO1 `
AyF Ayersville gravelly loam,15 to 44.6 0.1%
45 percent slopes 1
BaB Banister loam,0 to 4 percent 36.4 0.1%
slopes,rarely flooded 1
CaB Casville sandy loam,2 to 8 154.0 0.5%
percent slopes i
CaD Casville sandy loam,8 to 15 57.3 0.2%
percent slopes
CfB Clifford sandy loam,2 to 8! 247.9 0.7%
percent slopes
CgB2 Clifford sandy clay loam,2 to 8 9,691.5 28.9%
percent slopes,moderately
eroded
•
ChC Clifford-Urban land comp' x,2 62.9 0.2%
to 10 percent slopes
CmB Clover sandy loam,2 to 81 597.0 1.8%
percent slopes I
CmD Clover sandy loam,8 to 15 328.4 1.0%
percent slopes
CmE Clover sandy loam,15 to 25 32.2 0.1%
percent slopes
CnB2 Clover sandy clay loam,21to 8 127.5 0.4%
percent slopes,moderately
eroded
CnD2 Clover sandy clay loam,81 to 15 125.9 0.4%
percent slopes,moderately
eroded
CsA Codorus loam,0 to 2 percent 1,268.2 3.8%
slopes,frequently flooded
DaA Dan River loam,0 to 2 percent 574.4 1.7%
slopes,frequently flooded
DcB Davie sandy loam,2 to 8 II 10.5 0.0%
percent slopes ..
DeD Devotion fine sandy loam,'6 to 55.5 0.2%
15 percent slopes
DeF Devotion fine sandy loam,'15 to 106.4 0.3%
45 percent slopes I
FpD Fairview-Poplar Forest I 1,433.5 4.3%
complex,8 to 15 percent
slopes
FpE Fairview-Poplar Forest I 2,554.8 7.6%
complex, 15 to 25 percent
slopesI
12

Custom Soil Resource Report
Rockingham County,North Carolina(NC157)
Map Unit Symbol Map Unit'Name Acres in AO1 Percent of AO1
FpF Fairview-Poplar Forest 1,018.8 3.0%
complex,25 to 45 percent
slopes
FrD2 Fairview-Poplar Forest 5,606.4 16.7%
complex,8 to 15 percent
slopes,moderately eroded
FrE2 Fairview-Poplar Forest 2,997.9 8.9%
complex,15 to 25 percent
slopes,moderately eroded ••
JkB Jackland fine sandy loam,2 to 19.3 0.1%
8 percent slopes
JkD Jackland fine sandy loam,8 to 13.5 0.0%
15 percent slopes
NaB Nathalie sandy loam,2 to 8 500.8 1.5%
percent slopes
NaD Nathalie sandy loam,8 to 15 133.9 0.4%
percent slopes
OkB2 Oak Level sandy clay loam,2 to . 17.0 0.1%
8 percent slopes,moderately
eroded
PnC Pinkston fine sandy loam,6 to 5.7 0.0%
15 percent slopes
PnF Pinkston fine sandy loam,15 to 34.6 0.1%
45 percent slopes
PrC2 Poplar Forest-Udorthents 34.9 0.1%
complex,2 to 15 percent
slopes,gullied
Pt Pits,clay 2.2 0.0%
RnB Rhodhiss sandy loam,2 to 8 377.8 1.1%
percent slopes
RnD Rhodhiss sandy loam,8 to 15 818.0 2.4%
percent slopes
RnE Rhodhiss sandy loam, 15 to 30 2,363.0 7.0%
percent slopes
SmC Siloam sandy loam,4 to 10 599.9 1.8%
percent slopes
SmF Siloam sandy loam,10 to 45 956.7 2.9%
percent slopes
SpB Spray loam,0 to 5 percent 7.5 0.0%
slopes
Ud Udorthents,loamy 85.8 0.3%
Ur Urban land 11.6 0.0%
W Water 247.1 0.7%
WhB Wickham sandy loam,mesic,1 152.9 0.5%
to 4 percent slopes,rarely
flooded
YaB Yadkin loam,2 to 8 percent 5.5 0.0%
slopes
Totals for Area of Interest 33,519.8 100.0%
13

Custom Soil Resource Report
Map Unit Descriptions (REC Soils Map)
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous eireas.A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however,the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus,the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous area for which it is named and some minor
components that belong to taxonomicclasses other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol onthe maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each.A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landsca j e .
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. he objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the`Tap unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition,thickness, and arrangement.
Soils of one series can differ in textulre of the surface layer, slope, stoniness,
salinity, degree of erosion, and othe characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
14

Custom Soil Resource Report
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example,Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas.Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately.The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar.Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the.soils or miscellaneous areas in a mapped area are not uniform,An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them.Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
15

Custom Soil Resource Report
Rockingham County, North Carolina
AyF—Ayersville gravelly loam, 15 to 45 percent slopes
Map Unit Setting
National map unit symbol:i�1 hfym
Elevation: 700 to 2,000 feet
Mean annual precipitation:! 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition 7
Ayersville and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Ayersville 1
Setting
Landform: Hillslopes on ridges
Landform position (twodimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from shale and siltstone and/or mudstone
and/or sandstone 1
Typical profile
Ap-0 to 8 inches: gravelly loam
Bw-8 to 22 inches: gravelly loam
C-22 to 26 inches: very gravelly silt loam
Cr-26 to 30 inches: weathered bedrock
R-30 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 15 to 45 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 20 to 40 inches
to lithic bedrock
Natural drainage class. Well drained
Runoff class: Very hig
Capacity of the most li►iiting layer to transmit water(Ksat): Very low to moderately
low(0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storag in profile: Low(about 3.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classifiation (nonirrigated): 7e
Hydrologic Soil Group. C
Hydric soil rating: No
16

Custom Soil Resource Report
BaB—Banister loam, 0 to 4 percent slopes, rarelyflooded
Map Unit Setting
National map unit symbol: 2I79m
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Banister and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Banister
Setting •
Landform: Flats on stream terraces
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Old clayey alluvium derived from igneous and metamorphic rock
Typical profile
Ap-0 to 6 inches: loam
E-6 to 10 inches: loam
BE- 10 to 18 inches: clay loam
Bt- 18 to 50 inches: clay
C-50 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 4 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: About 18 to 36 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water storage in profile: Moderate(about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: C
Hydric soil rating: No
17

Custom Soil Resource Report
CaB—Casville sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2I78w
Elevation: 200 to 1,400 feet
Mean annual precipitation:1 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Casville and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Casville
Setting •
Landform: Interfluves II
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saproqlite derived from granite and gneiss and/or schist
Typical profile
Ap-0 to 6 inches: sandy loam
E-6 to 10 inches: sandy loam
Bt- 10 to 38 inches: clay
Cl -38 to 50 inches: sandy clay loam
C2-50 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class; Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (406 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate(about 7.7 inches)
Interpretive groups I
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
18

Custom Soil Resource Report
CaD—Casville sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2178y
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Casville and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Casville
• Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap-0 to 8 inches: sandy loam
E-8 to 10 inches: sandy loam
Bt- 10 to 38 inches: clay
Cl -38 to 50 inches: sandy clay loam
C2-50 to 80 inches: loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
19

1
Custom Soil Resource Report
CfB—Clifford sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2tqd2
Elevation: 330 to 980 feeti
Mean annual precipitation:y 43 to 47 inches
Mean annual air temperature: 55 to 59 degrees F
Frost-free period: 200 to 230 days
Farmland classification: Al areas are prime farmland
Map Unit Composition
Clifford and similar soils: 93 percent
Minor components: 7 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
. Description of Clifford .
Setting
Landform: Interfluves
Landform position (twoJdimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite residuum weathered from granite and gneiss and/or
saprolite residuum;weathered from schist
Typical profile
Ap-0 to 6 inches: sandy loam
Bt1 - 6 to 35 inches: clay
Bt2-35 to 55 inches: clay loam
C-55 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class; Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 to/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available waterstoragl in profile: Moderate(about 7.7 inches)
•
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group B
Hydric soil rating: No
20

Custom Soil Resource Report
Minor Components
Westfield
Percent of map unit: 2 percent
Landform: Interfluves
Landform position(two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Halifax
Percent of map unit: 2 percent
Landform: I nterfl uves
Landform position(two-dimensional): Summit
Landform position(three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Concave
Hydric soil rating: No
Bentley
• Percent of map unit: 2 percent •
Landform: I nterfl uves
Landform position(two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Jackland
Percent of map unit: 1 percent
Landform: I nterf I uves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
CgB2—Clifford sandy clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2sjdl
Elevation: 330 to 980 feet
Mean annual precipitation: 39 to 51 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 190 to 230 days
Farmland classification: All areas are prime farmland
21

Custom Soil Resource Report
Map Unit Composition
Clifford, moderately eroded and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Clifford,Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite residuum weathered from schist and/or saprolite
residuum weathered from gneiss
Typical profile
Ap-0 to 6 inches: sandy clay loam
Bt1-6 to 22 inches: clay
Bt2-22 to 37 inches: clay
Bt3-37 to 52.inches: clay loam
•
C-52 to 80 inches: clay loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive fea ure: More than 80 inches
Natural drainage class_' Well drained
Runoff class: Medium i
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding:i None
Available water storage in profile: Moderate (about 7.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Woolwine, moderately eroded
Percent of map unit: 6 percent
Landform: Interfluves
Landform position(tw(3-dimensional): Summit
Landform position(three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Westfield, moderately eroded
Percent of map unit: 5 percent
Landform: I nterfluves
Landform position(two-dimensional): Summit
•
22

Custom Soil Resource Report
Landform position (three-dimensional): I nterfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
ChC—Clifford-Urban land complex, 2 to 10 percent slopes
Map Unit Setting
National map unit symbol: 2I5yd
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost-free period: 160 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Clifford and similar soils: 55 percent
Urban land: 30 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Clifford
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap-0 to 6 inches: sandy clay loam
Bt-6 to 52 inches: clay
BC-52 to 80 inches: clay loam
Properties and qualities
Slope: 2 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate(about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
23

Custom Soil Resource Report
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Urban Land
Setting
Parent material: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
Minor Components
Udorthents, loamy
Percent of map unit: 10 percent
Landform: Hillslopes on ridges
Landform position (two dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
•
Hydric soil rating: No
CmB—Clover sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol; 216xv
Elevation: 700 to 2,000 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to X200 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Clover and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Clover
Setting
Landform: I nterf I uves
Landform position (two-dimensional): Summit
Landform position(three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from mudstone and/or residuum weathered
from shale and sil'stone and/or residuum weathered from sandstone
24

Custom Soil Resource Report
Typical profile
Ap-0 to 7 inches: sandy loam
Bt- 7 to 50 inches: clay
C-50 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 7.0
Available water storage in profile: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
CmD—Clover sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 216)x
Elevation: 700 to 2,000 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Clover and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Clover
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mudstone and/or residuum weathered
from shale and siltstone and/or residuum weathered from sandstone
Typical profile
Ap-0 to 7 inches: sandy loam
Bt- 7 to 50 inches: clay
25

Custom Soil Resource Report
C-50 to 80 inches: sandy clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in'/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 7.0
Available waterstorage�in profile: High (about 9.1 inches)
Interpretive groups {
Land capability classification (irrigated): None specified
Land capability classificiation (nonirrigated): 3e
Hydrologic Soil Group: SIB
Hydric soil rating: No
•
CmE—Clover sandy loam„15 to 25 percent slopes
Map Unit Setting
National map unit symbol: 2l6xz
Elevation: 200 to 1,400 feet
Mean annual precipitations 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Clover and similar soils: 85 percent
Estimates are based on d servations, descriptions, and transects of the mapunit.
Description of Clover
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mudstone and/or shale and siltstone
and/or sandstone
Typical profile
A-Oto 9 inches: sandy loam
Bt-9 to 38 inches: clay
C-38 to 80 inches: sandy clay loam
Properties and qualities
Slope: 15 to 25 percent
26

Custom Soil Resource Report
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 7.0
Available water storage in profile: High (about 9.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
CnB2—Clover sandy clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2I6y1
( ^tel Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Clover, moderately eroded, and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Clover, Moderately Eroded
Setting
Landform: Interfluves •
Landform position(two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from mudstone and/or shale and siltstone
and/or sandstone
Typical profile
A-0 to 5 inches: sandy clay loam
BE-5 to 8 inches: sandy clay loam
Bt-8 to 43 inches: clay
C-43 to 80 inches: silty clay loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
27

Custom Soil Resource Report
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in%hr)
Depth to water table: M%ore than 80 inches
Frequency of flooding: ,None
Frequency of ponding: None
Sodium adsorption ratio maximum in profile: 7.0
Available water storage in profile: High (about 9.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification(nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
CnD2—Clover sandy clay loam, 8 to 15 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol:, 2I6y2
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Clover, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Clover, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (twos dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mudstone and/or shale and siltstone
and/or sandstone
Typical profile
A-0 to 5 inches: sandy clay loam
BE-5 to 8 inches: sandy clay loam
Bt-8 to 43 inches: clay
C-43 to 80 inches: silty clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
28

Custom Soil Resource Report
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 7.0
Available water storage in profile: High (about 9.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
CsA—Codorus loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting •
National map unit symbol: 2I5zx
Elevation: 200 to 1,560 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Codorus and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Codorus
Setting
Landform: Flood plains
Landform position (three-dimensional): Tread
Down-slope shape: Concave
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A -Oto 8 inches: loam
Bw1 -8 to 18 inches: silty clay loam
Bw2- 18 to 30 inches: loam
Bw3-30 to 38 inches: silt loam
BCg-38 to 50 inches: silt loam
Cg-50 to 80 inches: silt loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat poorly drained
29

it
I
I
S

i
Custom Sdil Resource Report
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in%hr)
Depth to water table: About 6 to 24 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storagein profile: High (about 10.7 inches)
Interpretive groups i
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Hydric
Hydric soil rating: No
Minor Components
Hatboro, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Landform position (three-dimensional): Tread
Down-slope shape: Copcave
Across-slope shape: Linear
Hydric soil rating: Yes
Dan river 11
Percent of map unit: 2 ipercent
Landform: Flood plains
Landform position (thre'e-dimensional): Tread
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No 1 ,
Comus
Percent of map unit: 2percent
Landform: Flood plains
Landform position (three-dimensional): Tread
Down-slope shape: Convex
Across-slope shape: Linear
Hydric soil rating: No
Pfafftown
Percent of map unit: 2 percent
Landform: Stream terraces
Landform position (thre-dimensional): Tread
Down-slope shape: Convex
Across-slope shape: linear
Hydric soil rating: No
Ronda
Percent of map unit: 2 percent
Landform: Natural levees on flood plains
Landform position (three-dimensional): Tread
Down-slope shape: Convex.
Across-slope shape: Convex
Hydric soil rating: No
Banister
Percent of map unit: 2 percent
30

Custom Soil Resource Report
Landform: Flats on stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: No
DaA—Dan River loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 215zy
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 190 days
Farmland classification: Prime farmland if protected from flooding or not frequently
flooded during the growing season .
Map Unit Composition
Dan river and similar soils: 85 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Dan River
Setting
Landform: Flood plains
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap-0 to 18 inches: loam
Bw- 18 to 46 inches: loam
Cl-46 to 55 inches: sandy loam
C2-55 to 72 inches: clay loam
C3- 72 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: About 30 to 60 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 10.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
31

Custom Soil Resource Report
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Hatboro, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across-slope shape: Linear
Hydric soil rating: Yes
DcB—Davie sandy loam, 2'to 8 percent slopes
Map Unit Setting
ni s •
National map u t mbol:
y 1 2mlhn
Elevation: 200 to 1,400 feet
Mean annual precipitationt: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to?00 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Davie and similar soils: 8i5 percent
Minor components: 3 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Davie
Setting
Landform: Ridges
Landform position (two-dimensional): Summit,footslope
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap-0 to 8 inches: sandy loam
Bt-8 to 40 inches: clay
C-40 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to watertable: About 12 to 18 inches
32

Custom Soil Resource Report
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 9.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C/D
Hydric soil rating: No
Minor Components
Elbert, undrained
Percent of map unit: 3 percent
Landform: Drainageways on interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: Yes
•
DeD—Devotion fine sandy loam, 6 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2I78j
Elevation: 700 to 2,000 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Devotion and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Devotion
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and/or saprolite derived from
gneiss
Typical profile
A-0 to 10 inches: fine sandy loam
Bw- 10 to 22 inches: sandy loam
C-22 to 25 inches: sandy loam
Cr-25 to 80 inches: weathered bedrock
33

Custom Soil Resource Report
Properties and qualities
Slope: 6 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low(about 2.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification(nonirrigated): 4e
Hydrologic Soil Group: 1B
Hydric soil rating: No
DeF—Devotion fine sandy loam, 15 to 45 percent slopes
Map Unit Setting
National map unit symbol. 2178r
Elevation: 700 to 2,000 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Devotion and similar soils: 90 percent
Minor components: 1 per-pent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Devotion
Setting
Landform: Hillslopes on ridges
Landform position (twc-dimensional): Backslope
Landform position(three-dimensional): Side slope
Down-slope shape: Lihear
Across-slope shape: Convex
Parent material: Saprolite derived from gneiss and/or saprolite derived from
granite
Typical profile
A-0 to 10 inches: fine sandy loam
Bw- 10 to 22 inches: sandy loam
C-22 to 25 inches: sandy loam
Cr-25 to 80 inches: weathered bedrock
Properties and qualities
Slope: 15 to 45 percent
34

Custom Soil Resource Report
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low(about 2.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Rock outcrop
Percent of map unit: 1 percent
Hydric soil rating: No
FpD—Fairview-Poplar Forest complex, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 216y6
Elevation: 200 to 2,000 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Fairview and similar soils: 45 percent
Poplar forest and similar soils: 40 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fairview
Setting
Landform: Hillslopes on ridges
Landform position(two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap-0 to 5 inches: sandy loam
E-5 to 8 inches: sandy loam
Bt-8 to 29 inches: clay
35

Custom Soil Resource Report
BC-29 to 38 inches: sandy clay loam
C-38 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storager in profile: Moderate (about 7.4 inches)
Interpretive groups
Land capability classification(irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: jB
Hydric soil rating: No
. Description of Poplar Forest
Setting
Landform: Hillslopes on ridges
Landform position (two1dimensional): Backslope
Landform position (thre,e-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
metamorphic rock
Typical profile
Ap-0 to 5 inches: sandy loam
Bt-5 to 29 inches: clay
BC-29 to 34 inches: clay loam
C-34 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage classy Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 to/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil GroupI B
Hydric soil rating: No
36

Custom Soil Resource Report
FpE—Fairview-Poplar Forest complex, 15 to 25 percent slopes
Map Unit Setting
National map unit symbol: 2I6y7
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Fairview and similar soils: 45 percent
Poplar forest and similar soils: 40 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fairview
Setting
Landform: Hillslopes on ridges
Landform position(two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
A-0 to 3 inches: sandy loam
Bt-3 to 29 inches: clay
BC-29 to 37 inches: sandy clay loam
C-37 to 80 inches: sandy loam
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification(nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
37

Custom Soil Resource Report
Description of Poplar Forest
Setting
Landform: Hil!slopes on ridges
Landform position(two-6imensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linnear
Across-slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
metamorphic rock
Typical profile
Ap-Oto 3 inches: sandy loam
E-3 to 8 inches: sandy loam
Bt1 -8 to 25 inches: clay
Bt2-25 to 31 inches: clay loam
C-31 to 80 inches: sandy loam
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class:: Well drained
Runoff class: High ,
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding:p None
Available water storage
in profile: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group4 B
Hydric soil rating: No
FpF—Fairview-Poplar Forest complex, 25 to 45 percent slopes
Map Unit Setting
National map unit symbol: 2I6y8
Elevation: 200 to 1,400 feet
Mean annual precipitatio : 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: \lot prime farmland
Map Unit Composition
Fairview and similar soils: 45 percent
Poplar forest and similarlsoils: 40 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
38

Custom Soil Resource Report
Description of Fairview
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap-0 to 5 inches: sandy loam
E-5 to 8 inches: sandy loam
Bt1 -8 to 29 inches: clay
Bt2-29 to 38 inches: sandy clay loam
C-38 to 80 inches: sandy loam
Properties and qualities
Slope: 25 to 45 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Poplar Forest
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope'
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
metamorphic rock
Typical profile
Ap-0 to 3 inches: sandy loam
E-3 to 8 inches: sandy loam
Bt1 - 8 to 25 inches: clay
Bt2-25 to 31 inches: clay loam
C-31 to 80 inches: sandy loam
Properties and qualities
Slope: 25 to 45 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
39

Custom Soil Resource Report
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate(about 8.1 inches)
Interpretive groups
Land capability classification(irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: B
Hydric soil rating: No
FrD2—Fairview-Poplar Forest complex, 8 to 15 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol. 2vy6k
Elevation: 200 to 1,400 feet
Mean annual precipitation: 43 to 51 inches
Mean annual air temperature: 55 to 59 degrees F
Frost-free period: 190 to 230 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Fairview, moderately eroded, and similar soils: 50 percent
Poplar forest, moderately1eroded, and similar soils: 40 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fairview, Moderately Eroded
Setting
Landform: Ridges
Landform position(two-dimensional): Shoulder
Landform position(three-dimensional): Side slope
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite residuum weathered from granite and gneiss and/or
saprolite residuum weathered from schist
Typical profile
Apt -0 to 4 inches: sandy clay loam
Ap2-4 to 9 inches: sandy clay loam
Bt-9 to 24 inches: clay
BC-24 to 29 inches: clay loam
C-29 to 79 inches: loam
Properties and qualities
Slope: 8 to 15 percent
40

Custom Soil Resource Report
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate(about 7.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification(nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
Description of Poplar Forest, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope, shoulder
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
residuum weathered from metamorphic rock
Typical profile
Ap-0 to 6 inches: sandy clay loam
Bt- 6 to 26 inches: clay
BC-26 to 37 inches: clay loam
C-37 to 80 inches: loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.60 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification(irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Hydric soil rating: No
Minor Components
Westfield, moderately eroded
Percent of map unit: 7 percent
Landform: Ridges, interfluves
Landform position(two-dimensional): Summit, shoulder
41

Custom Soil Resource Report
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
Woolwine, moderately eroded
Percent of map unit: 3 percent
Landform: Ridges, inteifluves
Landform position(two-dimensional): Summit, shoulder
Landform position(three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
FrE2-Fairview-Poplar Forest complex, 15 to 25 percent slopes,
moderately eroded
Map Unit Setting
National map unit symboli 216yb
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Fairview, moderately eroded, and similar soils: 50 percent
Poplar forest, moderatel+roded, and similar soils: 40 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Fairview, Moderately Eroded
Setting
•
Landform: Hillslopes on ridges
Landform position(two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from schist and/or gneiss
Typical profile
Ap-0 to 9 inches: sa i dy clay loam
Bt-9 to 24 inches: clay
BCt-24 to 29 inches:I sandy clay loam
C-29 to 80 inches: loam
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: More than 80 inches
42

Custom Soil Resource Report
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate(about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Poplar Forest, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
metamorphic rock
Typical profile
Ap-0 to 6 inches: sandy clay loam
Bt-6 to 26 inches: clay
BC-26 to 37 inches: clay loam
C-37 to 80 inches: loam
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification(irrigated): None specified
Land capability classification(nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
43

Custom Soil Resource Report
JkB—Jackland fine sandy!Ioam, 2 to 8 percent slopes
Map Unit Setting
National map unit symboli 21603
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Jackland and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Jackland
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (thre-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: linear
Parent material: Residuum weathered from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
A-0 to 6 inches: fine sandy loam
Bt-6 to 24 inches: clay
BC-24 to 28 inches: clay loam
C-28 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage clas4 Somewhat poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 12 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 10.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group( C/D
Hydric soil rating: No
44

Custom Soil Resource Report
JkD—Jackland fine sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 21604
Elevation: 700 to 2,000 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland,
Map Unit Composition
Jackland and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Jackland
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from diorite and/or residuum weathered
from gabbro and/or residuum weathered from diabase and/or residuum
weathered from gneiss
Typical profile
A-0 to 6 inches: fine sandy loam
Bt- 6 to 24 inches: clay
BCt-24 to 28 inches: clay loam
C-28 to 80 inches: loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 12 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: High (about 10.6 inches)
Interpretive groups
Land capability classification(irrigated): None specified
Land capability classification(nonirrigated): 4e
Hydrologic Soil Group: C/D
Hydric soil rating: No
45

Custom Soil Resource Report
1
NaB—Nathalie sandy loamy, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2I5y8
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature : 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Nathalie and similar soils:i 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nathalie
Setting
Landform: Interfluves �I
Landform position (twoq dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap-0 to 6 inches: sandy loam
E- 6 to 9 inches: sandy loam
BE-9 to 12 inches: sandy clay loam
Bt- 12 to 48 inches: clay
BC-48 to 53 inches: 'sandy clay loam
C-53 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class; Well drained
Runoff class: Medium'
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 inn/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storag in profile: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification(nonirrigated): 2e
Hydrologic Soil Group. B
Hydric soil rating: No
46

Custom Soil Resource Report
NaD—Nathalie sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2I5y9
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Nathalie and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Nathalie
Setting •
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap-0 to 6 inches: sandy loam
E- 6 to 9 inches: sandy loam
BE-9 to 12 inches: sandy clay loam
Bt- 12 to 48 inches: clay
BC-48 to 53 inches: sandy clay loam
C-53 to 80 inches: sandy clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate(about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
47

Custom Soil Resource Report
OkB2—Oak Level sandy clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol.i 216y1
Elevation: 200 to 1,400 feet
Mean annual precipitation 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: POI areas are prime farmland
Map Unit Composition
Oak level, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Oak Level, Moderately Eroded
Setting
Landform: Interfluves I
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap-0 to 7 inches: clay loam
Bt- 7 to 30 inches: clay
BC-30 to 38 inches: clay loam
C-38 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class] Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (006 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate(about 8.9 inches)
Interpretive groups
Land capability classification(irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Hydric soil rating: No
48

Custom Soil Resource Report
PnC—Pinkston fine sandy loam, 6 to 15 percent slopes
Map Unit Setting
National map unit symbol: 1 hfzt
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Pinkston and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pinkston
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mudstone and/or shale and siltstone
and/or sandstone
Typical profile
A-0 to 5 inches: fine sandy loam
Bw-5 to 16 inches: loam
C- 16 to 23 inches: loam
R-23 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 6 to 15 percent
Depth to restrictive feature: 20 to 40 inches to lithic bedrock
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately
low(0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low(about 2.7 inches)
Interpretive groups
Land capability classification(irrigated): None specified
Land capability classification(nonirrigated): 4e
Hydrologic Soil Group: B
Hydric soil rating: No
49

Custom Soil Resource Report
ii
PnF—Pinkston fine sandy loam, 15 to 45 percent slopes
Map Unit Setting
National map unit symbol: 1 hfzs
Elevation: 200 to 1,400 feet
Mean annual precipitation.; 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Pinkston and similar soilsi 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pinkston
• Setting
Landform: Hillslopes on ridges
Landform position (twoldimensional): Backsiope
Landform position (three-dimensional): Side slope ,
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mudstone and/or shale and siltstone
and/or sandstone
Typical profile
A-0 to 5 inches: fine sandy loam
Bw-5 to 16 inches: loam
C- 16 to 23 inches: loam
R-23 to 80 inches: unweathered bedrock
Properties and qualities I
Slope: 15 to 45 perce It
Depth to restrictive feature: 20 to 40 inches to lithic bedrock
Natural drainage class.l Well drained
Runoff class: Very higi
Capacity of the most li,piting layer to transmit water(Ksat): Very low to moderately
low(0.00 to 0.06 i9/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low(about 2.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classifi1 ation (nonirrigated): 7e
Hydrologic Soil Group: B
Hydric soil rating: No
50

Custom Soil Resource Report
PrC2—Poplar Forest-Udorthents complex, 2 to 15 percent slopes,
gullied
Map Unit Setting
National map unit symbol: 2179h
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Poplar forest, gullied, and similar soils: 50 percent
Udorthents, gullied, and similar soils: 40 percent
Minor components: 6 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Poplar Forest, Gullied
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
metamorphic rock
Typical profile
Ap-0 to 6 inches: sandy clay loam
Bt-6 to 26 inches: clay
BC-26 to 37 inches: clay loam
C-37 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: B
Hydric soil rating: No
51

Custom Soil Resource Report
Description of Udorthents, Gullied
Setting
Landform: Hil!slopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three- dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Residuum weathered from mica schist and/or other micaceous
metamorphic rock
Typical profile
C-0 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class.] Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 5.95 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding:, None
Available water storage in profile: Moderate(about 7.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group:, A
Hydric soil rating: No
Minor Components
Gullied land
Percent of map unit: 6 percent
Pt—Pits, clay
Map Unit Setting
National map unit symbol: 1 hfzv
Mean annual precipitatio : 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 toI200 days
Farmland classification: Not prime farmland
Map Unit Composition
Pits, clay: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
52

Custom Soil Resource Report
RnB—Rhodhiss sandy loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 216yc
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Rhodhiss and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rhodhiss
Setting
•
Landform: I nterf uves •
Landform position(two-dimensional): Summit
Landform position(three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape:. Convex
Parent material: Saprolite derived from granite and gneiss
Typical profile
A-0 to 3 inches: sandy loam
E-3 to 8 inches: sandy loam
Bt-8 to 25 inches: sandy clay loam
BC-25 to 30 inches: sandy clay loam
C-30 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate(about 6.1 inches)
Interpretive groups
Land capability classification(irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
53

1
Custom Soil Resource Report
i
RnD—Rhodhiss sandy loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symboti 2I6yd
Elevation: 200 to 2,000 feet
Mean annual precipitation';" 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Rhodhiss and similar soils: 90 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rhodhiss .' ,
Setting
Landform: Hillslopes on ridges
Landform position (two dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss
Typical profile
A-0 to 3 inches: sandy loam
E-3 to 8 inches: sandy loam
Bt-8 to 25 inches: sandy clay loam
BC-25 to 30 inches: sandy clay loam
C-30 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: ore than 80 inches
Frequency of flooding: None
Frequency of ponding:l None
Available water storage in profile: Moderate (about 6.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group; B ,
Hydric soil rating: No
54

Custom Soil Resource Report
Minor Components
Devotion
Percent of map unit: 4 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Stott knob
Percent of map unit: 3 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Bannertown
Percent of map unit: 1 percent •
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
RnE—Rhodhiss sandy loam, 15 to 30 percent slopes
Map Unit Setting
National map unit symbol: 2l6yf
Elevation: 200 to 2,000 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Rhodhiss and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Rhodhiss
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
55

Custom Soil Resource Report
Down-slopeshape: Li Near
u
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
A-0 to 3 inches: sandy loam
E-3 to 8 inches: sandy loam
Bt- 8 to 25 inches: sandy clay loam
BC-25 to 30 inches: sandy clay loam
C-30 to 80 inches: sandy loam
Properties and qualities
I
Slope: 15 to 25 percent
Depth to restrictive feature: More than 80 inches
Natural drainage classl Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: Vlore than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile.: Moderate (about 6.1 inches)
Interpretive groups %I
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group:' B
Hydric soil rating: No
Minor Components
Devotion
Percent of map unit: 6 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position(three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Stott knob
Percent of map unit: percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Bannertown
Percent of map unit: 4 percent
Landform: Hillslopes on ridges
Landform position(two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
56

Custom Soil Resource Report
SmC—Siloam sandy loam, 4 to 10 percent slopes
Map Unit Setting
National map unit symbol: 216z7
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Siloam and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Siloam • •
Setting
Landform: Hillslopes on ridges
Landform position(two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
• Across-slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
A-0 to 7 inches: sandy loam
Bt- 7 to 15 inches: sandy clay loam
Cr- 15 to 80 inches: weathered bedrock.
Properties and qualities
Slope: 4 to 10 percent
Depth to restrictive feature: 10 to 20 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately
high (0.00 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low(about 2.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: D
Hydric soil rating: No
57

Custom Soil Resource Report
SmF—Siloam sandy loam,;,10 to 45 percent slopes
Map Unit Setting
National map unit symbol:' 2I77g
Elevation: 200 to 1,400 feet
Mean annual precipitation 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Siloam and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Siloam
' Setting
Landform: Hillslopes oln ridges
Landform position (two(dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
A-0 to 7 inches: sandy loam
Bt- 7 to 15 inches: sandy clay loam
Cr- 15 to 80 inches: weathered bedrock
Properties and qualities
Slope: 10 to 45 perce I t
Depth to restrictive feature: 10 to 20 inches to paralithic bedrock
Natural drainage class Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat): Very low to moderately
high (0.00 to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding:I None
Frequency of ponding. None
Available water storage in profile: Very low(about 2.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classifcation (nonirrigated): 6e
Hydrologic Soil Group D
Hydric soil rating: No
58

Custom Soil Resource Report
SpB—Spray loam, 0 to 5 percent slopes
Map Unit Setting
National map unit symbol: 1 hg02
Elevation: 700 to 2,000 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: Not prime farmland
Map Unit Composition
Spray and similar soils: 95 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Spray
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Residuum weathered from shale and siltstone and/or mudstone
and/or sandstone
Typical profile
Ap-0 to 6 inches: loam
Bt- 6 to 17 inches: clay
C- 17 to 80 inches: very channery silt loam
Properties and qualities
Slope: 0 to 5 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Sodium adsorption ratio, maximum in profile: 2.0
Available water storage in profile: Moderate (about 7.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
59

,I
Custom Soil Resource Report
i
Ud—Udorthents, loamy
Map Unit Setting !
National map unit symbol:; 1 hgO8
Elevation: 200 to 1,400 feiet
Mean annual precipitation. 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost-free period: 145 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Udorthents, loamy, and similar soils: 85 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Udorthents, Loamy
Setting
Landform: Hillslopes on ridges
Landform position (twohdimensional): Shoulder, summit, backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Loam'and clayey human transported material derived from
igneous, metamorphic and sedimentary rock
Typical profile
C-0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 25 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class} Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: ore than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storag in profile: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group C
Hydric soil rating: No
Minor Components
Urban land
Percent of map unit: 8 percent
Landform: Hillslopes on ridges
60

Custom Soil Resource Report
Landform position(two-dimensional): Summit, shoulder, backslope
Landform position(three-dimensional): Side slope
Down-slope shape: Linear
Across-slope shape: Convex
Hydric soil rating: No
Ur—Urban land
Map Unit Setting
National map unit symbol:* 1 hgO9
Elevation: 200 to 3,670 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost-free period: 145 to 240 days
Farmland classification: Not prime farmland
•
Map Unit Composition
Urban land: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Urban Land
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope, summit, shoulder
Landform position (three-dimensional): Interfluve, side slope
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
W—Water
Map Unit Composition
Water. 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification(nonirrigated): 8w
61

Custom Soil Resource Report
Hydric soil rating: No
WhB—Wickham sandy loam, mesic, 1 to 4 percent slopes, rarely
flooded
Map Unit Setting
National map unit symbol) 2I79n
Elevation: 200 to 1,400 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 200 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Wickham and similar soils 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wickham
Setting
Landform: Stream terraces
Down-slope shape: Convex
Across-slope shape: Linear
Parent material: Old loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap-0 to 8 inches: sandy loam
Bt-8 to 42 inches: sandy clay loam
BC-42 to 50 inches: sandy clay loam
C-50 to 80 inches: sandy loam
Properties and qualities
Slope: 1 to 4 percent
Depth to restrictive feature: More than 80 inches
Natural drainage classy Well drained
Runoff class: Low
Capacity of the most 11'171ting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classid ation (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
62

Custom Soil Resource Report
YaB—Yadkin loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 215yf
Elevation: 700 to 2,000 feet
Mean annual precipitation: 40 to 48 inches
Mean annual air temperature: 50 to 59 degrees F
Frost-free period: 160 to 190 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Yadkin and similar soils: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Yadkin
• Setting
Landform: Hillslopes on stream terraces
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Convex
Parent material: Old alluvium derived from granite and gneiss
Typical profile
Ap-0 to 6 inches: loam
Bt-6 to 74 inches: clay
BC- 74 to 81 inches: sandy clay
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to
high (0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Hydric soil rating: No
63

i
i„
Soil Information for All Uses
1
Suitabilities and Limitations for Use
The Suitabilities and Limitations for Use section includes various soil interpretations
displayed as thematic maps with a summary table for the soil map units in the
selected area of interest.A single value or rating for each map unit is generated by
' aggregating the interpretive ratings of individual map unit components. This
aggregation process is defined for each interpretation.
I
Waste Management
Waste Management interpretations are tools designed to guide the user in
evaluating soils for use of organic wastes and wastewater as productive resources.
Example interpretations include land application of manure,food processing waste,
and municipal sewage sludge, and disposal of wastewater by irrigation or overland
flow process.
Disposal of Wastewater by Irrigation (REC Soils
Irrigation Map)
Wastewater includes municipal and food-processing wastewater and effluent from
lagoons or storage ponds. Municipal+wastewater is the waste stream from a
municipality. It contains domestic w ste and may contain industrial waste. It may
have received primary or secondaryytreatment. It is rarely untreated sewage. Food-
processing wastewater results from the preparation of fruits,vegetables, milk,
cheese, and meats for public consu r ption. In places it is high in content of sodium
and chloride. The effluent in lagoons and storage ponds is from facilities used to
treat or store food-processing wastAnrater or domestic or animal waste. Domestic
and food-processing wastewater is very dilute, and the effluent from the facilities
that treat or store it commonly is very low in content of carbonaceous and
nitrogenous material;the content of(nitrogen commonly ranges from 10 to 30
milligrams per liter. The wastewater rrom animal waste treatment lagoons or storage
ponds, however, has much higher cncentrations of these materials, mainly
because the manure has not been luted as much as the domestic waste. The
content of nitrogen in this wastewater generally ranges from 50 to 2,000 milligrams
per liter. When wastewater is applied, checks should be made to ensure that
nitrogen, heavy metals, and salts are not added in excessive amounts.
64

Custom Soil Resource Report
Disposal of wastewater by irrigation not only disposes of municipal wastewater and
wastewater from food-processing plants, lagoons, and storage ponds but also can
improve crop production by increasing the amount of water available to crops. The
ratings are based on the soil properties that affect the design, construction,
management, and performance of the irrigation system. The properties that affect
design and management include the sodium adsorption ratio, depth to a water
table, ponding, available water capacity, saturated hydraulic conductivity(Ksat),
slope, and flooding. The properties that affect construction include stones,cobbles,
depth to bedrock or a cemented pan, depth to a water table, and ponding. The
properties that affect performance include depth to bedrock or a cemented pan, bulk
density, thesodium adsorption ratio, salinity, reaction, and the cation-exchange
capacity,which is used to estimate the capacity of a soil to adsorb heavy metals.
Permanently frozen soils are not suitable for disposal of wastewater by irrigation.
The ratings are both verbal and numerical. Rating class terms indicate the extent to
which the soils are limited by all of the soil features that affect agricultural waste
management. "Not limited" indicates that the soil has features that are very
favorable for the specified use. Good performance and very low maintenance can
be expected. "Somewhat limited"indicates that the soil has features that are
moderately favorable for the specified use.The limitations can be overcome or
• minimized by special planning, design, or installation. Fair performance and
moderate maintenance can be expected. "Very limited" indicates that the soil has
one or more features that are unfavorable for the specified use. The limitations
generally cannot be overcome without major soil reclamation, special design, or
expensive installation procedures. Poor performance and high maintenance can be
expected.
Numerical ratings indicate the severity of individual limitations. The ratings are
shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations
between the point at which a soil feature has the greatest negative impact on the
use(1.00)and the point at which the soil feature is not a limitation (0.00).
The map unit components listed for each map unit in the accompanying Summary
by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer
are determined by the aggregation method chosen.An aggregated rating class is
shown for each map unit. The components listed for each map unit are only those
that have the same rating class as listed for the map unit. The percent composition
of each component in a particular map unit is presented to help the user better
understand the percentage of each map unit that has the rating presented.
Other components with different ratings may be present in each map unit. The
ratings for all components, regardless of the map unit aggregated rating, can be
viewed by generating the equivalent report from the Soil Reports tab in Web Soil
Survey or from the Soil Data Mart site. Onsite investigation May be needed to
validate these interpretations and to confirm the identity of the soil on a given site.
65

Custom Soil Resource Report
1.1 Map—Disposal of Wastewater by Irrigation (REC Soils Irrigation Map) 2.-Q
N
593X0 5eso0o 597aoo 59som 601000 00o 605000 so7aoo wean 611000 613000 61 000 617000
36°26'32"N f:k..-•� .. �' .. .sad ,, ! ' _' {f" rfi �,a " 5;" 36 26'32"N
w
4w+ 1, s, vel j •,:. �•r •r P*9
1:3J • ,
.r. �,, Rr �,
Tliko r, w lir �" �a..4f C,
It* i° _ t ,.,f `a+ _ tar'' '.� q.Y #
h
v
,, , 1 ..,44 ft:: ,iorri,:‘4,.'''''..4-*.,,,71_,,,- 0,41%:1*:-; e , I-2'.;1:27,, .,..`: 4.:1,„...',,,: ;,11-/ *":".. , '''..( . _....,,,...,..,./74,,:4,..,4,n,41;1.,' ,,,4.:,,',,:,. : 0.:::,..,,,, ,
1
. �- C55ppt rah; it.(. ./ i.s. ,� .']'i .-w.,..� 'y M1—" .- �0 ( ~- °rR .a- 2'°,, j l °'{�.
1qy Tl '4, ,',-....;#.0., "„-, -. , ,,,
'`I' - ,<�, .7 <^ t
;t
1. ' ' REC Site ,° n.
f+. tyt ,' J 1 , c
4.
g j+.`..' .. J� �Qa ti �-{� �^ . .."7- -1'
��3 + - y. `f� '......4-'
,f •�{+'e0 of t,q 1 .. its- F , y 1f , t5
.~ g.a* `'� y. ,,, r,i( , /i (• J ,F 1. • t r° ,r' `•.+ •. a
0.4
«.+ 1 ,°�,/ ,1 1 * 1., a r ,y ,,
'�." • '} a; :4 ?'n,
+ fit.+ £Y # "n''.? j •,,„ rt y, x;�, ' -.....1--r...
..
c "r... �k . `•nn ,i, P k r „:t"," -,v,„:.(,,` y
.
4.
{. .s 1i a ,i46 "1 ' . ., ..aax. r. a e su. � i ',r q.f^ ,y ,+�. i w j;� P '�.-.
36°1748"N 36°1748"N
5g3ppp 595333 50700D 599000 631000 603000 6'X000 607000 609000 611000 613000 615000 617000
3 3
ry
N Map Scale:1:114,000 if printed on A landscape(11"x 8.5")sheet v
NMeters
0 1500 3000 6000 9000
AFeet
0 5000 10000 20000 30000
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
66

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(Aol) Background The soil surveys that comprise your AOI were mapped at
I I Area of Interest(AOI) la Aerial Photography 1:24,000.
Soils Please rely on the bar scale on each map sheet for map
Soil Rating Polygons measurements.
Very limited
Somewhat limited Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
n Not limited Coordinate System: Web Mercator(EPSG:3857)
0 Not rated or not available
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines projection,which preserves direction and shape but distorts
,.tee Very limited distance and area.A projection that preserves area,such as the
Albers equal-area conic projection,should be used if more
• Somewhat limited accurate calculations of distance or area are required.
Not limited •
This product is generated from the USDA-N RCS certified data as
,,.rtr Not rated or not available of the version date(s)listed below.
Soil Rating Points
• Very limited Soil Survey Area: Rockingham County,North Carolina
Survey Area Data: Version 17,Sep 20,2016
© Somewhat limited
O Not limited Soil map units are labeled(as space allows)for map scales
Not rated or not available 1:50,000 or larger.
Water Features Date(s)aerial images were photographed: May 10,2010—Apr
�. Streams and Canals 30,2011
Transportation The orthophoto or other base map on which the soil lines were
-H Rails compiled and digitized probably differs from the background
oftoi Interstate Highways imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
- US Routes
- Major Roads
r.- Local Roads
•
67

Custom Soil Resource Report
Tables—Disposal of Wastewater by Irrigation (REC Soils
Irrigation Map)
Disposal of Wastewater by Irrigation—Summary by Map Unit'-"Rockingham County,North Carolina(NC157)
Map unit Map unit name Rating f Component Rating reasons Acres in AOI Percent of AO1
symbol name(percent)- (numeric
"" values),
AyF Ayersville Very limited Ayersville(100%) Slow water 44.6 0.1%
gravelly loam, movement
15 to 45 (1.00)
percent slopes
Too steep for
surface
application
(1.00)
Too steep for
sprinkler
application
(1.00)
Too acid(0.92)
Droughty(0.89)
BaB Banister loam,0 Somewhat IBanister(90%) Depth to 36.4 0.1%
to 4 percent limited saturated zone
slopes,rarely (1.00)
flooded 9q Too acid(0.77)
Slow water
movement
(0.37)
CaB Casville sandy Very limited " Casville(85%) Slow water 154.0 0.5%
loam,2 to 8 1 movement
percent slopes (1.00)
h4
n
Too acid(0.92)
Too steep for
surface
application •
(0.32)
CaD Casville sandy Very limited Casville(85%) Too steep for 57.3 0.2%
loam,8 to 15 surface
percent slopes application
(1.00)
Slow water
movement
(1.00)
Too acid(0.92)
Too steep for
sprinkler
application
(0.78)
CfB Clifford sandy Somewhat Clifford(93%) Too acid(0.67) 247.9 0.7%
loam,2 to 8 limited
percent slopes Too steep for
surface
application
(0.32)
68

Custom Soil Resource Report
Disposal of Wastewater by Irrigation—Summary by Map Unit=Rockingham County,North Carolina(NC157)
Map unit Map unit name Rating Component Rating reasons Acres in AOI Percent of AOl
symbol name(percent) (numeric
values)
Westfield(2%) Too steep for
surface
application
(0.32)
Too acid(0.21)
Bentley(2%) Depth to
• saturated zone
(0.46)
Too steep for
surface
application
(0.32)
Slow water
movement
(0.22)
Too acid(0.14)
CgB2 Clifford sandy Somewhat Clifford, • Too steep for 9,691.5 28.9%
clay loam,2 to limited moderately surface
8 percent eroded(90%) application
slopes, (0.32)
moderately
eroded Too acid(0.03)
Low adsorption
(0.02)
Woolwine, Droughty(0.93)
moderately
eroded(5%) Depth to bedrock
(0.46)
Too steep for
surface
application
(0.32)
Too acid(0.21)
Westfield, Too steep for
moderately surface
eroded(5%) application
(0.32)
Too acid(0.21)
ChC Clifford-Urban Somewhat Clifford(55%) Too acid(0.77) 62.9 0.2%
land complex, limited
2 to 10 percent Low adsorption
slopes (0.69)
Too steep for
surface
application
(0.08)
Udorthents, Too steep for
loamy(10%) surface
application
(0.68)
69

Custom Soil Resource Report
Disposal of Wastewater by Irrigation—Summary by Map Unit—Rockingham County,North Carolina(NC157).
Map unit Map unit name Rating Component` Rating reasons Acres in AOI Percent of AO1
symbol name(percent) (numeric
values)
Slow water
movement
(0.22)
Too acid(0.08)
CmB Clover sandy Somewhat Clover(100%) Too acid(0.92) 597.0 1.8%
loam,2 to 8 limited
percent slopes Too steep for
surface
application
(0.32)
Sodium content
(0.02)
CmD Clover sandy Very limited Clover(90%) Too steep for 328.4 1.0%
loam,8 to 15 surface
percent slopes application
(1.00)
Too acid(0.92)
•
Too steep for
sprinkler
application
(0.78)
Sodium content
(0.02)
CmE Clover sandy Very limited Clover(85%) Too steep for 32.2 0.1%
loam,15 to 25 surface
percent slopes application
(1.00)
Too steep for
sprinkler
application
(1.00)
Too acid(0.92)
Sodium content
(0.02)
CnB2 Clover sandy Somewhat Clover, Too acid(0.92) 127.5 0.4%
clay loam,2 to limited moderately.
8 percent eroded(90%) Too steep for
slopes, surface
moderately application
eroded (0.32)
Sodium content
(0.02)
CnD2 Clover sandy Very limi ed Clover, Too steep for 125.9 0.4%
clay loam,8 to moderately surface
15 percent eroded(85%) application
slopes, (1.00)
moderately
eroded Too acid(0.92)
Too steep for
sprinkler
application
(0.78)
70

Custom Soil Resource Report
Disposal of Wastewater by Irrigation—Summary by Map Unit—.Rockingham County,North Carolina(NC157)
Map unit Map unit name Rating Component Rating reasons Acres in AOI Percent of AOI
symbol name(percent) (numeric
values)
Sodium content
(0.02)
CsA Codorus loam,0 Very limited Codorus(85%) Depth to 1,268.2 3.8%
to 2 percent saturated zone
slopes, (1.00)
frequently
flooded Flooding(1.00)
Too acid(0.01)
Hatboro, Depth to
undrained(5%) saturated zone
(1.00)
Flooding(1.00)
Too acid(0.77)
Dan River(2%) Flooding(1.00)
Too acid(0.85)
•
Depth to •
•
saturated zone
(0.24)
Pfafftown(2%) Too acid(1.00)
Too steep for
surface
application
(0.08)
Ronda(2%) Filtering capacity
(1.00)
Droughty(0.63)
Flooding(0.60)
Too acid(0.08)
DaA Dan River loam, Very limited Dan River(85%) Flooding(1.00) 574.4 1.7%
0 to 2 percent
slopes, Too acid(0.77)
frequently Depth to
flooded saturated zone
(0.24)
Hatboro, Depth to
undrained(5%) saturated zone
(1.00)
Flooding(1.00)
Too acid(0.77)
DcB Davie sandy Very limited Davie(85%) Depth to 10.5 0.0%
loam,2 to 8 saturated zone
percent slopes (1.00)
Slow water
movement
(1.00)
Too acid(0.77)
71

Custom Soil Resource Report
Disposal of Wastewater by Irrigation—Summary,by Map Unit Rockingham County,North Carolina(NC157)
Map unit Map unit name .. Rating `Component Rating reasons Acres in AOI., Percent of AO1
symbol name(percent) (numeric
.values)
Too steep for
surface
application
(0.32)
Elbert,undrained Depth to
(3%) saturated zone
ti
(1.00)
I Flooding(1.00)
l
Slow water
movement
(1.00)
DeD Devotion fine Very limited Devotion(100%) Droughty(1.00) 55.5 0.2%
sandy loam,6
to 15 percent Too steep for
slopes surface
application
(1.00)
•
{ Too acid(0.92) •
Depth to bedrock
(0.84)
Too steep for
sprinkler
application
(0.61)
DeF Devotion fine Very limited Devotion(90%) Too steep for 106.4 0.3%
sandy loam,15 surface
to 45 percent application
slopes (1.00)
Too steep for
sprinkler
application
(1.00)
Droughty(1.00)
Too acid(0.92)
Depth to bedrock
(0.84)
FpD Fairview-Poplar Very limited Fairview(45%) Too steep for 1,433.5 4.3%
Forest surface
complex,8 to application
15 percent (1.00)
slopes
Too steep for
sprinkler
application
(0.78)
Too acid(0.77)
Low adsorption
(0.31)
Poplar Forest Too steep for
(40%) surface
application
(1.00)
72

Custom Soil Resource Report
Disposal of Wastewater by Irrigation—Summary by Map Unit-`Rockingham County,North Carolina(NC157)
Map unit Map unit name Rating - Component Rating reasons Acres in AO1 Percent of AOI
symbol name(percent) (numeric -
values)
Too steep for
sprinkler
application
(0.78)
Too acid(077)
Low adsorption
(0.31)
FpE Fairview-Poplar Very limited Fairview(45%) Too steep for 2,554.8 7.6%
Forest surface
complex,15 to application
25 percent (1.00)
slopes
Too steep for
sprinkler
application
(1.00)
Too acid(0.77)
Low adsorption
(0.54)
Poplar Forest Too steep for
(40%) surface
application
(1.00)
Too steep for
sprinkler
application
(1.00)
Too acid(0.92)
Low adsorption
(0.12)
FpF Fairview-Poplar Very limited Fairview(45%) Too steep for 1,018.8 3.0%
Forest surface
complex,25 to application
45 percent (1.00)
slopes
Too steep for
sprinkler
application
(1.00)
Too acid(0.77)
Low adsorption
(0.31)
Poplar Forest Too steep for
(40%) surface
application
(1.00)
Too steep for
sprinkler
application
(1.00)
Too acid(0.92)
73

Custom Soil Resource Report
1
Disposal of Wastewater by Irrigation-Summary by Map Unit—Rockingham County,North Carolina(NC157) ' "'
Map
Map unit name .LL Rating Component Rating reasons ' Acres in AOI Percent of AOI
symbol , ° " name,(percent) ,(numeric
,.° ,t values) ,
i
,
Low adsorption
(0.12)
FrD2 Fairview-Poplar Very limited Fairview, Too steep for 5,606.4 16.7%
Forest I moderately surface
complex,8 to I eroded(50%) application
15 percent (1.00)
slopes,
moderately Too steep for
eroded sprinkler
1 application
(0.78)
Too acid(0.55)
1 Poplar Forest, Too steep for
moderately surface
eroded(40%) application
1 (1.00)
Slow water
movement
1 (1.00)
Too steep for
sprinkler
application
(0.78)
1
Too acid(0.77)
Westfield, Too steep for
I I moderately surface
eroded(7%) application
(1.00)
Too steep for
1 sprinkler
application
1 (0.78)
Too acid(0.21)
Woolwine, Too steep for
moderately surface
eroded(3%) application
(1.00)
Droughty(0.93)
Too steep for
sprinkler
application
(0.78)
Depth to bedrock
(0.46)
Too acid(0.21)
FrE2 Fairview-Poplar Very limited Fairview, Too steep for 2,997.9 8.9%
Forest moderately surface
complex,15 to eroded(50%) application
25 percent (1.00)
slopes,
moderately
eroded
74

Custom Soil Resource Report
Disposal of Wastewater by Irrigation-Summary by Map Unit—Rockingham County,North Carolina(NC157)
Map unit Map unit name Rating Component Rating reasons Acres in AOI Percent of AOI
symbol name(percent) (numeric
values)
Too steep for
sprinkler
application
(1.00)
Low adsorption
(0.45)
Too acid(0.21)
Poplar Forest, Too steep for
moderately surface
eroded(40%) application
(1.00)
Too steep for
sprinkler
application
(1.00)
Too acid(0.77)
Low adsorption
(0.42)
JkB Jackland fine Very limited Jackland(85%) Depth to 19.3 0.1%
sandy loam,2 saturated zone
to 8 percent (1.00)
slopes Slow water
movement
(1.00)
Too steep for
surface
application
(0.32)
Too acid(0.08)
JkD Jackland fine Very limited Jackland(100%) Depth to 13.5 0.0%
sandy loam,8 saturated zone
to 15 percent (1.00)
slopes
Too steep for
surface
application
(1.00)
Slow water
movement
(1.00)
Too steep for
sprinkler
application
(0.78)
Too acid(0.08)
NaB Nathalie sandy Very limited Nathalie(85%) Too acid(1.00) 500.8 1.5%
loam,2 to 8
percent slopes Low adsorption
(0.48)
75

Custom Soil Resource Report
Disposal of Wastewater by Irrigation-Summary'by Map Unit—Rockingham County,North Carolina(NC157)
Map unit Map unit name Rating Component Rating reasons Acres in AOI Percent of'AOI
symbol name(percent) (numeric o
.._
values) •
Too steep for
surface
application
j (0.32)
NaD Nathalie sandy Very limited Nathalie(85%) Too steep for 133.9 0.4%
loam,8 to 15 I surface
percent slopes application
(1.00)
Too acid(1.00)
Too steep for
sprinkler
application
(0.78)
Low adsorption
(0.48)
OkB2 Oak Level sandy Very limited i Oak Level, Slow water 17.0 0.1%
clay loam,2 to d moderately movement
•
8 percent eroded(85%) (1.00)
slopes,
moderately Too steep for
eroded surface
application
(0.32)
PnC Pinkston fine Very limited � Pinkston(100%) Slow water 5.7 0.0%
sandy loam,6 I movement
to 15 percent (1.00)
slopes Droughty(1.00)
1 Too acid(1.00)
Too steep for
surface
application
(1.00)
Depth to bedrock
(0.95)
PnF Pinkston fine Very limited Pinkston(100%) Slow water 34.6 0.1%
sandy loam,15 movement
to 45 percent (1.00)
slopes
Too steep for
surface
application
(1.00)
Too steep for
sprinkler
application
(1.00)
Droughty(1.00)
Too acid(1.00)
PrC2 Poplar Forest- Very limited Poplar Forest, Too steep for 34.9 0.1%
Udorthents gullied(50%) surface
complex,2 to application
15 percent (1.00)
slopes,gullied
76

Custom Soil Resource Report
Disposal of Wastewater by irrigation—Summary by Map Unit—Rockingham County,North Carolina(NC157)
Map unit Map unit name Rating Component Rating reasons Acres in AOI Percent of AOI
symbol ,name(percent) (numeric
values)
Too acid(0.77)
Low adsorption
(0.42)
Too steep for
sprinkler
application
(0.40)
Udorthents, Too steep for
gullied(40%) surface
application
(1.00)
Too acid(0.92)
Too steep for
sprinkler
application
(0.40)
• Low adsorption
(0.29)
Pt Pits,clay Not rated Pits,clay(100%) 2.2 0.0%
RnB Rhodhiss sandy Somewhat Rhodhiss(90%) Too acid(0.77) 377.8 1.1%
loam,2 to 8 limited
percent slopes Too steep for
surface
application
(0.32)
RnD Rhodhiss sandy Very limited Rhodhiss(90%) Too steep for 818.0 2.4%
loam,8 to 15 surface
percent slopes application
(1.00)
Too steep for
sprinkler
application
(0.78)
Too acid(0.77)
Devotion(4%) Too steep for
surface
application
(1.00)
Droughty(1.00)
Too acid(0.92)
Depth to bedrock
(0.84)
Too steep for
sprinkler
application
(0.78)
Stott Knob(3%) Slow water
movement
(1.00)
77

Custom Soil Resource Report
Disposal of Wastewater by Irrigation—Summary by Map'Unit'—Rockingham County,North Carolina(NC157)
Map unit Map unit name Rating ; Component Rating reasons Acres in AOI' Percent of A01
symbol name(percent) (numeric
values)
Too steep for
surface
application
(1.00)
Too acid(1.00)
Too steep for
sprinkler
application
(0.78)
Droughty(0.25)
Bannertown(1%) Slow water
movement
(1.00)
Too steep for
surface
application
(1.00)
Too acid(1.00)
Droughty(0.84)
Too steep for •
'sprinkler
application
(0.78)
RnE Rhodhiss sandy Very limited Rhodhiss(85%) Too steep for 2,363.0 7.0%
loam,15 to 30 surface
percent slopes application
(1.00)
Too steep for
sprinkler
application
(1.00)
Too acid(0.77)
Devotion(6%) Too steep for
surface
application
(1.00)
Too steep for
sprinkler
application
(1.00)
Droughty(1.00)
Too acid(0.92)
Depth to bedrock
(0.84)
Stott Knob(5%) Slow water
movement
(1.00)
78

Custom Soil Resource Report
Disposal of Wastewater by Irrigation—Summary by Map Unit=Rockingham County,North Carolina(NC157)
Map unit Map unit name Rating Component Rating reasons Acres in AOI Percent of AOI
symbol name(percent) (numeric
values)
Too steep for
surface
application
(1.00)
Too steep for
sprinkler
application
(1.00)
Too acid(1.00)
Droughty(0.25)
Bannertown(4%) Slow water
movement
(1.00)
Too steep for
surface
application
(1.00)
Too steep for
sprinkler
application
(1.00)
Too acid(1.00)
Droughty(0.84)
SmC Siloam sandy Very limited Siloam(85%) Droughty(1.00) 599.9 1.8%
loam,4 to 10
percent slopes Depth to bedrock
(1.00)
Too steep for
surface
application
(1.00)
Too acid(0.77)
Slow water
movement
(0.22)
SmF Siloam sandy Very limited Siloam(90%) Droughty(1.00) 956.7 2.9%
loam,10 to 45
percent slopes Too steep for
surface
application
(1.00)
Depth to bedrock
(1.00)
Too steep for
sprinkler
application
(1.00)
Too acid(0.77)
SpB Spray loam,0 to Very limited Spray(95%) Too acid(1.00) 7.5 0.0%
5 percent
slopes
79

Custom Soil Resource Report
I
Disposal of Wastewater by Irrigation—Summary by Map Unit—Rockingham County,North Carolina(NC157)
Map unit'° Map unit name , Rating • itr Component .Rating reasons Acres in AOI Percent of AOI
symbol .name(percent) (numeric
.. �; values) -
Ud Udorthents, Very limited Udorthents, Too steep for 85.8 0.3%
loamy j loamy(85%) surface
1 application
(1.00)
1 Slow water
movement
(0.22)
Too steep for
sprinkler
i application
d (0.10)
j Too acid(0.08)
Ur Urban land Not rated ' Urban land 11.6 0.0%
,I (100%)
W Water Not rated I Water(100%) 247.1 0.7%
WhB Wickham sandy Somewhat Wickham(85%) Too acid(0.42) 152.9 0.5%
• loam,mesic, 1 limited
to 4 percent
slopes,rarely
flooded a
YaB Yadkin loam,2 to Somewhat „' Yadkin(100%) Low adsorption 5.5 0.0%
8 percent limited I (0.82)
slopes
Too steep for
i surface
i application
1 (0.32)
Too acid(0.14)
Totals for Area of Interest 9 33,519.8 100.0%
Disposal of Wastewater by Irrigation—Summary by Rating Value
Rating j Acres in AOI Percent of AOI
Very limited 1 21,959.5 65.5%
Somewhat limited 1 11,299.4 33.7%
Null or Not Rated 1 260.9 0.8%
Totals for Area of Interest I 33,519.8 100.0%
Rating Options—Disposal of Wastewater by Irrigation (REC Soils
Irrigation Map)
Aggregation Method: Dominant Condition
Aggregation is the process by which a set of component attribute values is reduced
to a single value that represents the map unit as a whole.
A mapunit is typically Com osed of one or more"components".A component is
Yp Y, p p
either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute
being aggregated, the first step of the aggregation process is to derive one attribute
80

Custom Soil Resource Report
value for each of a map unit's components. From this set of component attributes,
the next step of the aggregation process derives a single value that represents the
map unit as a whole. Once a single value for each map unit is derived, a thematic
map for soil map units can be rendered.Aggregation must be done because, on
any soil map, map units are delineated but components are not.
For each of a map unit's components, a corresponding percent composition is
recorded.A percent composition of 60 indicates that the corresponding component
typically makes up approximately 60% of the map unit. Percent composition is a
critical factor in some, but not all, aggregation methods.
The aggregation method"Dominant Condition"first groups like attribute values for
the components in a map unit. For each group, percent composition is set to the
sum of the percent composition of all components participating in that group. These
groups now represent"conditions" rather than components. The attribute value
associated with the group with thehighest cumulative percent composition is
returned. If more than one group shares the highest cumulative percent
composition,the corresponding"tie-break" rule determines which value should be
returned. The"tie-break" rule indicates whether the lower or higher group value
should be returned in the case of a percent composition tie.The result returned by
this aggregation method represents the dominant condition throughout the map unit
only when no tie has occurred.
Component Percent Cutoff.None Specified
Components whose percent composition is below the cutoff value will not be
considered. If no cutoff value is specified, all components in the database will be
considered. The data for some contrasting soils of minor extent may not be in the
database, and therefore are not considered.
Tie-break Rule: Higher
The tie-break rule indicates which value should be selected from a set of multiple
candidate values, or which value should be selected in the event of a percent
composition tie.
81

9
V
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for/transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes.ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
• Federal Register. July 13, 1994. Changes in hydric soils of the United States.
•
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M.Vasilas, editors.Version 6.0, 2006. Field indicators of hydric
soils in the United States. I
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres142p2_054262
Soil Survey Staff. 1999. Soilltaxonomy:A basic system of soil classification for
making and interpreting soili surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.n res.usda.gov/wps/portal/n res/deta i l/national/soils/?cid=nres 142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2:053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse%rangepasture/?cid=stelprdb1043084
82

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook,title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
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