WQ0037555_Modification_1_20201202 (2)

Initial Review
Reviewer Thornburg, Nathaniel
Is this submittal an application? (Excluding additional information.)*
r Yes r No
Permit Number (IR)* WQ0037555
Applicant/Permittee Trillium Links & Village, LLC
Applicant/Permittee Address One Trillium Center, Cashiers, NC 28717
Is the owner in BIMS? r Yes r No Is the facility in BIMS? r Yes r No
Owner Type Organization
Facility Name Trillium Links & Village WWTP
County Jackson
Fee Category Major
Is this a complete
application?*
r Yes r No
Signature Authority
Signature Authority Title
Signature Authority Email
Document Type (if non -application)
Email Notifications
Does this need review bythe hydrogeologist?* r Yes r No
Regional Office
CO Reviewer
Admin Reviewer
Fee Amount $0
Complete App Date 12/02/2020
Below list any additional email address that need notification about a new project.
Email Address
Comments to be added to email notfication
Comments for Kendall
Comments for RO

Comments for Reviewer
Comments for Applicant

Submittal Form
Project Contact Information
Rease provide information on the person to be contacted by N B Staff
Name * Robert G. Burgin, Jr PE
Email Address*
[e-mail]
electronic submittal, confirmation of receipt, and other correspondence.
Project Information
........ ......... ..................................................................................................................................
Application/Document Type* r New (Fee Req ui red)
r Modification - Major (Fee Required)
r Renewal with Major Modification (Fee
Required)
r Annual Report
r Additional Information
r Other
Phone Number*
803-730-1175
O Modification - Minor
C Renewal
C GW-59, NDMR, NDMLR, NDAR-1,
NDAR-2
r Residual Annual Report
r Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edocs.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:*
r Wastewater Irrigation
r High -Rate Infiltration
r Other Wastewater
r Reclaimed Water
r Closed -Loop Recycle
r Residuals
r Single -Family Residence Wastewater
r Other
Irrigation
Permit Number:*
W00037555
Fbs Current Existing permit number
Applicant/Permittee *
Trillium Links & Village, LLC
Applicant/Permittee Address*
One Trillium Center, Cashiers, NC 28717
Facility Name *
Trillium Links & Village WWTP
Please provide comments/notes
on your current submittal below.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.*
(Application Form Engineering Rans, Spec'rfications, Calculations, Rc.)
Trillium WWTP upgrade Submittal FINAL 12 23 14.pdf 86.87MB
Loload only 1 RCFdocurnent (less than 250 NS). Ma@iple documents nest be corrbined into one RJFfile unless file is larger than
upload limit.
* W By checking this box, I acknowledge that I understand the application will not be
accepted for pre -review until the fee (if required) has been received by the Non -
Discharge Branch. Application fees must be submitted by check or money order
and made payable to the North Carolina Department of Environmental Quality
(NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature *
Submission Date Is filled in autorratically once submtted.

Trillium Links & Village WWTP Upgrade
Force Mains & Disposal
November, 111h, 2014
Prepared for:
Trillium Links & Village, LLC
Y Trillium Center
Cashiers, NC 28717
Prepared By
A
•RNMARA
0000
666
WP
Burgin Engineering Inc.
P.O. BOX 1804
IRMO, S.C. 29063-1894
[phone]

Trillium Links & Village WWTP Upgrade
Force Mains & Disposal
Table of Contents
1. Cover Letter & Fee
2. Engineer's Report
3. Application HRIS 08-11
4. Property Ownership Documentation- Deed
5. Soils Report
6. Engineering Drawings: Attached
7. Specifications: Attached
8. Calculations
9. Locations Maps, USGS Map, & Natural Heritage Map, FEMA Map
10. Power Reliability Plan
11. Operations & Maintenance Plan: Attached
12. Residuals Management Plan
13. Existing Permit
14. Operations Agreement

Burgin Engineering Inc.
October 7, 2014
Jon Risgaard
Unit Supervisor
Land Applications Unit
Division of Water Quality
NCDENR
1636 Mail Service Center
Raleigh, NC 27699-1636
Re: Trillium Links & Village WWTP Upgrade
BEI Project Number 98-001
Dear Mr. Risgaard:
Dear Mr. Risgaard:
Please find enclosed three (3) copies of the application for permit to construct, plans,
specifications, calculations, engineer's report and hydrogeological report for the above
referenced project. A check is attached for the filing fee.
If you have any questions concerning this matter or need addition information, please feel free to
call upon me at any time at [phone].
Sincerely,
Burgin Engineering, Inc.
qx-j a<�, 4
Robert G. Burgin, Jr., PE
Attachments
Burgin Engineering, Inc. • PO Box 1804, Irmo, SC 29063
Phone [phone] • Fax [phone]

t
Engineer's Report
Trillium WWTP & Infiltration Basin Project
Existing Operation
Currently the Trillium WWTP consists of an equalization tank with bar screen. After screening a set of
pumps in the equalization basin pump the flow, based on level floats, into a splitter box which sends the
flow to a dual train extended air treatment tank followed by clarification, filtration, chlorine contact and
post aeration before continuing by gravity to an effluent manhole for disposal to a nearby creek. The
creek drains into Lake Glenville. The current permit number is NCO059200 and is included in the
submittal package as Section 12 "Existing Permit". The plant is permitted for a monthly average flow of
.040 MGD. The permit allows a BOD5 (April 1 to October 31) of 5.0 mg/I monthly average and a daily
maximum of 7.5 mg/I. The permit allows a BOD5 (November 1 to March 31) of 10.0 mg/I monthly
average and a daily maximum of 15 mg/I. The permit allows a TSS of 20.0 mg/I monthly average and a
daily maximum of 30 mg/I. The permit allows a NH3 as N (April 1 to October 31) of 3.0 mg/I monthly
average and a daily maximum of 15 mg/I. The permit allows a NH3 as N (November 1 to March 31) of
6.0 mg/I monthly average and a daily maximum of 30 mg/I. The DO requirement of the permit is a daily
average of 6.0 mg/I. The fecal coliform monthly average is 200/100 ml with a daily maximum of
400/100 ml. The permit daily maximum for total residual chlorine is 17 µg/L. The permitted required
range of the pH is greater than or equal to 6.0 standard units and equal to or less than 9.0 standard
units.
Proposed Process Modifications
The following design considered for the Trillium MBR system:
Step-Denitrification system (Bardenpho configuration)
Process Flow Schematic
Burgin Engineering, Inc. Page 1

We believe that the most appropriate design option for Trillium is a combination of simple step-
denitrification (optional influent feed in Anoxic Tank 2) and Bardenpho configuration (internal nitrate
recycle feed) including an optional carbon source feed into Anoxic Tank 2. Based on our calculations and
given influent criteria, a carbon source is not required but is allowed for in the design.
Deciding factors for the design choice are listed below:
Step-denitrification with internal nitrate recycle feed has the most proven track record for
Ultimate Nutrient Removal (UNR). The system can consistently reach total nitrogen
concentrations of less than 3 mg/l. Consequently, the total nitrogen limit for Trilliumn (< 4 mg/1)
can be easily reached. Lower limits can be approached in the future if required.
Even though the step-denitrification design requires one additional tank section per train
compared to an an SBR system, the design MLSS average (12,000 mg//) is higher than in the SBR
option (8,000 - 10,000 mg/1), which reduces the overall footprint of the plant. Also, the step-
denitrification design can be operated at average MLSS concentrations of 15,000 mg/l, which
gives the design an increased flexibility having an operating range of 8,000 - 15,000 mg/l.
Additionally, Trillium has the option of increasing the average annual monthly flow by 20%
without the need of adding any additional equipment or changes in piping.
Step-denitrification has been applied in combination with MBRs for most of MBR systems, which
require low nitrogen limits.
x The operator is allowed several options because both the internal recycle feed and the bypass to
Anoxic Tank 2 are available. For example, based on influent values, the recycle flow can be even
temporarily stopped or reduced to save energy costs.
In summary, the proposed Step-Denitrification Design provides the best combination of proven
performance, operational flexibility and cost competitiveness. We feel that this option offers the
optimum solution for Trillium.
Detailed Process Description
The proposed MBR plant uses a steel basin with an internal height of 12.0 feet. The foot print of the
plant is shown on the drawings. The skid mounted equipment (blowers, permeate pumps, chemical feed
system, etc.) and controls will be installed inside a seagoing container that is beside the MBR Basin. Due
to the very conservative average daily and hourly peak design flux rates for the membrane modules, an
equalization tank will be required for the proposed design.
Burgin Engineering, Inc. Page 2

Process Diagram
Illustrated above is a simplified process diagram. The detailed P & I diagram is provided later in this
section. The MBR train can be operated individually and are comprised of six major treatment steps:
Screening
Equalization Tank
Anoxic I Tank
9 Aeration Tank
9 Anoxic 2 Tank
@ Membrane Tank
9 Sludge Holding Tank
The raw sewage (Q) will be collected in a pump station (provided by the customer) and pumped to 2
mm fine screens that are mounted above the top of Equalization Basin. An equalization capacity of
approximately 28% is provided in the proposed design. The equalization pumps are capable of feeding
the Anoxic Tank I via a pressurized pipe. Activated sludge flows via gravity from the Membrane Tank
(QM) to Anoxic Tank I where it is mixed with the raw sewage.
The mixed liquor (QDI) flows via gravity from Anoxic Tank I to the Oxic Tank. Fine -bubble disc diffusers
are installed at the bottom of the Oxic Tanks. Submersible sewage pumps transport mixed liquor (QR)
back to Anoxic Tank I at an internal recycle rate of 5.3 times Q.
From the Aeration Tank, mixed liquor flows via gravity to Anoxic Tank 2 (QN) and is finally pumped to
the Membrane Tank (QD2). A carbon feed system can add additional carbon to Anoxic Tank 2 if
required. The treated effluent, the permeate (QP), that is drawn through the membranes by permeate
Burgin Engineering, Inc. Page 3

pumps will flow through to discharge either to the current creek discharge, infiltration basin(s), or golf
course storage. Periodically, sludge (QWS) will be wasted directly from the membrane tank into sludge
tanks.
Sludge dewatering will be accomplished using two membrane modules to dewatered sludge from
incoming sludge holding tank concentration of 1.5% to a 5% concentration. This will allow the existing
relatively small volume sludge holding tank to provide 30 days plus of sludge holding capacity. The
permeate water from the sludge holding membranes will be metered and returned to the flow of the
plant. The permeate water from the main membrane tank will be metered and sent to discharge.
The proposed plant will be dual train. Each train will be capable of handling 52,000 GPD for a total flow
of 104,000 GPD. The plant is proposed to be constructed in two phases of 65,000 GPD and 104,000 GPD
respectfully. The Phase One of 65,000 GPD will accomplish all work at the treatment plant needed for
build out at Phase Two except for the addition of 4 membrane modules that will take place at Phase
Two construction. The principal difference between Phase One and Phase Two is in the disposal
options. In Phase One the discharge options would be to the existing creek discharge at a rate of 40,000
gallons per day and/or discharge to infiltration basin number one at a rate of 25,000 gallons per day. In
phase 2, up to two additional infiltration basins would be constructed as well as discharge facilities to
the existing golf course irrigation storage pond allowing for conjunctive use spray irrigation on golf
course.
Construction Sequence
Modifications have been proposed to the existing tankage which will require first the equalization then
one side of the aeration tank to be drawn down for refitting followed by the other side of the aeration
basin. This refitting will include the removal of the existing clarifiers, filters, and post aeration chambers.
To accomplish these modifications construction will only begin once the peak of the summer season has
passed and flows have reduced. At that time the contractor performing the refitting will first relocate
the influent piping to the far side treatment train of the dual sided aeration basin isolating the
equalization basin. Once the equalization basin has been bypassed it will be emptied by pumping the
remaining water in the tank to the aeration basin. Next the equalization basin will be cleaned out of any
remaining solids and have the splitter box and pumps removed. A new end wall will be built into the
tank to isolate the old clarifier and filter section to allow for their removal. The tank will have a shear
valve installed in the remaining wall at its base to allow for the summer/winter configuration.
Penetrations will be installed near the base of the tank and elbowed to near the bottom of the tank to
provide suction legs to the equalization pumps which will be skid mounted in a building. The tank will
then be sandblasted inside, on the outside to a depth of 2' below grade, repainted, and have the unused
end section removed. New piping will be installed to the shipping container housing the skid mounted
equipment which will also include the fine screen. The screen will be put into service and the flow
pumped through the screen and directed by gravity to the refitted equalization tank. Pumps in the
building will draw the flow from the equalization in the newly installed suction line based on float
sensors and pumped to the far side of the existing aeration basin for treatment through a temporary
line. Once the new screen and equalization are functional the near side of the existing aeration basin will
Burgin Engineering, Inc. Page 4

be pumped empty using portable equipment sending the flow through the new screen to the
equalization basin emptying the near side of the plant and clarifier. At that time the near side of the
aeration basin will be refitted with three new walls, piping, pumps, mixers, shear vales, air diffusers,
membrane modules, level sensors, etc., as shown on the drawing plans and connected to the skid
mounted equipment in the buildings. New discharge lines to the effluent manhole will be laid
conjunctively and be ready to discharge the flow as proposed. Once the refitting is complete on the near
side of the new treatment plant the process will commence operation and flow to the far side of the
aeration basin will be sent exclusively to the new plant setup which will allow for the far side of the
plant to be pumped empty by portable equipment, cleaned out as needed, and refitted in a similar
manner as the near side. This will complete the modifications to the plant and allow for the now unused
clarifiers, filters, and any remaining temporary appurtenances to be removed.
It is proposed to build the plant in two phases. Phase One would add 40,000 GPD of infiltration capacity
to the existing 40,000 GPD of capacity allowed by the current permit. Therefore during Phase One the
plant would be limited to 80,000 GPD and eight (8) membranes would be installed. Phase Two would
add an additional 24,000 GPD to the discharge capacity and four (4) additional membranes would be
added.
Proposed Operation- Summer Season
During the summertime season when flows deem it necessary the shear valves at the base of the
equalization wall will be opened to allow for extra capacity. Furthermore the valves on the equalization
pump discharge lines will be manipulated to send the flow to either one, or both sides of the main
treatment plant and the internal pumps placed in operation.
Proposed Operation- Winter Season
During the wintertime season when flows are low a configuration which will maximize denitrification
and phosphorus removal as well as promote the efficiency of the membrane modules will be used. To
accomplish this the shear valve at the base of the dividing wall in the equalization basin will be closed to
maintain a smaller equalization cell. The valves on the discharge side of the equalization pumps will be
manipulated so that the flow is diverted directly to the membrane tank for treatment. This will isolate
the remainder of the treatment modules. At the time when this change is made the shear valves at the
base of the walls in the anoxic I and anoxic 2 cells will be opened to merge with the oxic cell and the
internal recycle pump valves will be manipulated to allow pumping all of the remaining water back to
the equalization basin to be processed in the wintertime configuration. This process will be managed by
the operator as needed and the piping has been designed for the plant to be drawn down one train at a
time as flows decrease.
Infiltration Basins & Discharge Configurations
It is proposed to build the infiltration basins in two phases. Phase One would add 40,000 GPD of
infiltration capacity to the existing 40,000 GPD of capacity allowed by the current permit. Therefore
during Phase One the plant would be limited to 80,000 GPD. Phase Two would add an additional 24,000
GPD to the discharge capacity by adding two addition infiltration areas.
Burgin Engineering, Inc. Page 5

It is proposed under this permitting procedure to allow for conjunctive use at this facility. It is proposed
to use effluent from the wastewater to be discharged to the golf course irrigation pond during times of
the year when the golf course is being irrigated. The high quality of effluent from the wastewater plant
after the proposed upgrade should make conjunctive use of the effluent on the large golf course very
practical.
It is proposed that the plant would discharge in one of three ways at any one time. The first discharge
method would be simply via the membrane permeate pumps to the existing gravity discharge to Lake
Glenville. The second discharge method would be to one of the four high -rate infiltration areas. Please
see drawing sheet C-303 to see how the multiple basins are laid out in the disposal areas. The third
discharge method would be to the golf course irrigation holding basin by means of conjunctive use.
Burgin Engineering, Inc. Page 6

O�O� W A r�R� UaG
State of North Carolina
Department of Environment and Natural Resources
� Division of Water Quality
15A NCAC 02T .0700 — HIGH -RATE INFILTRATION SYSTEMS
INSTRUCTIONS FOR FORM HRIS 08-11 & SUPPORTING DOCUMENTATION
Plans, specifications and supporting documents shall be prepared in accordance with 15A NCAC 02H .0400 (if necessary), 15A
NCAC 02L .01009 15A NCAC 02T .01009 15A NCAC 02T .0700, Division Policies and good en2ineerin2 practices. Failure to
submit all required items will necessitate additional processing and review time.
For more information, visit the Aquifer Protection Section's Land Application Unit website at:
http: //portal. ncdenr. orb/webhvg/aps/lau
General — When submitting an application to the Aquifer Protection Section's Land Application Unit, please use the following
instructions as a checklist in order to ensure all required items are submitted. Adherence to these instructions and checking the
provided boxes will help produce a quicker review time and reduce the amount of requested additional information.
Unless otherwise noted. the Applicant shall submit one original and two conies of the annlication and supporting documentation.
A. Cover Letter (All Application Packages):
® List all items included in the application package, as well as a brief description of the requested permitting action.
B. Application Fee (All New and Major Modification Application Packages):
® Submit a check, money order or electronic funds transfer made payable to: North Carolina Department of Environment and
Natural Resources (NCDENR).
➢ The appropriate fee for new and major modification applications may be found at:
➢ Express Review Project Fees
➢ Standard Review Project Fees
C. High -Rate Infiltration Systems (FORM: HRIS 08-11) Application (All Application Packages):
® Submit the completed and appropriately executed High -Rate Infiltration Systems (FORM: HRIS 08-11) application. Any
unauthorized content changes to this form shall result in the application package being returned. If necessary for clarity or
due to space restrictions, attachments to the application may be made, as long as the attachments are numbered to correspond
to the section and item to which they refer.
® If the Applicant Type in Item I.2. is a corporation or company, provide documentation it is registered for business with the
North Carolina Secretary of State.
❑ If the Applicant Type in Item L2. is a partnership or d/b/a, enclose a copy of the certificate filed with the Register of Deeds in
the county of business.
® The facility name in Item 11.1. shall be consistent with the facility name on the plans, specifications, agreements, etc.
® The Professional Engineer's Certification on Page 13 of the application shall be signed, sealed and dated by a North Carolina
licensed Professional Engineer.
® The Applicant's Certification on Page 13 of the application shall be signed in accordance with 15A NCAC 02T .0106(b). Per
15A NCAC 02T .0106(c), an alternate person may be designated as the signing official if a delegation letter is provided from
a person who meets the criteria in 15A NCAC 02T .0106(b).
❑ If this project is for a renewal without modification, use the Non -Discharge System Renewal (FORM: NDSR) application.
D. Property Ownership Documentation (All Application Packages):
➢ Per 15A NCAC 02T .0704(fl, the Applicant shall demonstrate they are the owner of all property containing the wastewater
treatment and high -rate infiltration facilities:
® Legal documentation of ownership (i.e., GIS, deed or article of incorporation), or
❑ Written notarized intent to purchase agreement signed by both parties with a plat or survey map, or
❑ Written notarized lease agreement that specifically indicates the intended use of the property and has been signed by both
parties, as well as a plat or survey map. Lease agreements shall adhere to the requirements of 15A NCAC 02L .0107.
❑ Provide all agreements, easements, setback waivers, etc. that have a direct impact on the wastewater treatment, conveyance,
storage and high -rate infiltration facilities.
INSTRUCTIONS FOR APPLICATION HRIS 08-11 & SUPPORTING DOCUMENTATION Page 1 of 6

E. Soil Evaluation (All Application Packages that include new high -rate infiltration sites):
® Per 15A NCAC 02T .0704(b) and the Soil Scientist Evaluation Policy, submit a detailed soil evaluation that has been signed,
sealed and dated by a North Carolina Licensed Soil Scientist and includes at a minimum:
❑ The report shall identify all the basins/fields with project name, location, and include a statement that the basins/fields
were recommended for the proposed land application activity.
❑ Field delineated detailed soils map meeting all of the requirements of the Soil Scientist Evaluation Policy.
❑ Soil profile descriptions meeting all of the requirements of the Soil Scientist Evaluation Policy.
❑ Provide all soil boring logs performed at the site.
❑ For non -basins, a standard soil fertility analysis conducted no more than one year prior to permit application for each
map unit in the soil map legend for the following parameters:
❑ Acidity ❑ Exchangeable sodium percentage (by calculation) ❑ Phosphorus
❑ Base saturation (by calculation) ❑ Magnesium ❑ Potassium
❑ Calcium ❑ Manganese ❑ Sodium
❑ Cation exchange capacity ❑ Percent humic matter ❑ Zinc
❑ Copper ❑ pH
➢ Saturated hydraulic conductivity (KSAT) data that shall include at a minimum:
❑ A minimum of three KSAT tests shall be conducted in the most restrictive horizon for each soil series in the soil map.
❑ All KSAT tests shall be conducted in areas representative of the site.
❑ All KSAT tests shall be run until steady-state equilibrium has been achieved.
❑ All collected KSAT data shall be submitted, including copies of field worksheets showing all collected readings.
❑ Submit a soil profile description for each KSAT data point that shall extend at least one foot below the tested horizon.
➢ Soil evaluation recommendations shall include at a minimum:
❑ A brief summary of each map unit and its composition and identification of minor contrasting soils.
❑ For non -basins, maximum precipitation rate (in/hr) for each soil/map unit within the proposed infiltration areas.
❑ Seasonal infiltration restrictions, if appropriate.
❑ Identification of areas not suitable for high -rate infiltration.
❑ Recommended geometric mean KSAT rate to be used in the water balance for each soil/map unit based upon in -situ
measurement of the saturated hydraulic conductivity from the most restrictive horizon.
❑ Recommended drainage coefficient to be used in the water balance based upon comprehensive site evaluation,
review of collected onsite data, minor amounts of contrasting soils and the nature of the wastewater to be applied.
❑ For non -basins, recommended annual hydraulic loading rate (in/yr) for each soil/map unit within the proposed
infiltration areas based upon in -situ KSAT measurements form the most restrictive soil horizon.
❑ For basins, recommended hydraulic loading rate (GPD/ft2) for each soil/map unit within the proposed infiltration
areas based upon in -situ KSAT measurements form the most restrictive soil horizon.
NOTE — If the soil evaluation was performed more than one year prior to the submittal of this application package, a statement
shall be included indicating that the site has not changed since the original investigation.
F. Agronomist Evaluation (All Application Packages that include new infiltration sites with cover crops or new crops for existing
infiltration sites):
® Per 15A NCAC 02T .0704(i), submit an agronomist evaluation that has been signed, sealed and dated by a qualified
professional and includes at a minimum:
❑ Proposed nutrient uptake values for each cover crop based upon each field's dominant soil series and percent slope.
❑ Plant available nitrogen calculations for each cover crop using the designed effluent concentrations in Application Item
V.I. and proposed mineralization and volatilization rates.
❑ Historical site consideration, soil binding and plant uptake of phosphorus.
❑ Seasonal infiltration restrictions, if appropriate.
❑ A clear and reproducible map showing all areas investigated and their relation to proposed fields and crops.
❑ Maintenance and management plan for all specified crops.
INSTRUCTIONS FOR APPLICATION HRIS 08-11 & SUPPORTING DOCUMENTATION Page 2 of 6

G. Hydrogeologic Report (All Application Packages treating industrial waste or having a design flow over 25,000 GPD):
® Per 15A NCAC 02T .0704(e), the Hydrogeologic Investigation and Reporting Policy, the Groundwater Modeling Policy and
the Performance and Analysis of Aquifer Slug Tests and Pumping Tests Policy, submit a detailed hydrogeologic description
that has been signed, sealed and dated by a qualified professional and includes at a minimum:
❑ A hydrogeologic description to a depth of 20 feet below land surface or bedrock, whichever is less. A greater depth of
investigation is required if the respective depth is used in predictive calculations.
❑ Representative borings within the infiltration areas and all proposed earthen impoundments.
❑ A description of the regional and local geology and hydrogeology.
❑ A description, based on field observations of the site, of the site topographic setting, streams, springs and other
groundwater discharge features, drainage features, existing and abandoned wells, rock outcrops, and other features that
may affect the movement of the contaminant plume and treated wastewater.
❑ Changes in lithology underlying the site.
❑ Depth to bedrock and occurrence of any rock outcrops.
❑ The hydraulic conductivity and transmissivity of the affected aquifer(s).
❑ Depth to the seasonal high water table (SHWT).
❑ A discussion of the relationship between the affected aquifers of the site to local and regional geologic and
hydrogeologic features.
❑ A discussion of the groundwater flow regime of the site prior to operation of the proposed facility and post operation of
the proposed facility focusing on the relationship of the system to groundwater receptors, groundwater discharge
features, and groundwater flow media.
❑ If the SHWT is within six feet of the surface, a mounding analysis to predict the level of the SHWT after wastewater
application.
H. Water Balance (All Application Packages that include new or modified infiltration sites, changes in flow or changes in storage):
® Per the Water Balance Calculation Policy, submit information clearly demonstrating that the effluent can be assimilated
regardless of precipitation events or temperature, and there are no crop or equipment maintenance issues that would
necessitate storage.
OR
❑ Per 15A NCAC 02T .0704(k) and the Water Balance Calculation Policy, submit a water balance that has been signed, sealed
and dated by a qualified professional and includes at a minimum:
❑ At least a two-year iteration of data computation that considers precipitation into and evaporation from all open
atmosphere storage impoundments, and uses a variable number of days per month.
❑ Precipitation based on the 80th percentile and a minimum of 30 years of observed data.
❑ Potential Evapotranspiration (PET) using the Thornthwaite method, or another approved methodology, using a minimum
of 30 years of observed temperature data.
❑ Soil drainage based on the geometric mean of the in -situ KSAT tests in the most restrictive horizon and a drainage
coefficient ranging from 4 to 10% (unless otherwise technically documented).
➢ Other factors that may restrict the hydraulic loading rate when determining a water balance include:
❑ Depth to the SHWT and groundwater lateral movement that may result in groundwater mounding.
❑ Nutrient limitations and seasonal application times to ensure high -rate infiltration does not exceed agronomic rates.
❑ Crop management activities resulting in cessation of infiltration for crop removal.
NOTE — High -Rate Infiltration Systems serving residential facilities shall have a minimum of 14 days of wet weather storage.
I. Engineering Plans (All Application Packages):
® Per 15A NCAC 02T .0704(c)(1), submit standard size and 11 x 17-inch plan sets that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer, and shall include at a minimum:
® Table of contents with each sheet numbered.
® A general location map with at least two geographic references and a vicinity map.
® A process and instrumentation diagram showing all flow, recycle/return, aeration, chemical, electrical and wasting paths.
® Plan and profile views of all treatment and storage units, including their piping, valves, and equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), as well as their dimensions and elevations.
® Details of all piping, valves, pumps, blowers, mixers, diffusers, recording devices, fencing, auxiliary power, etc.
® A hydraulic profile from the treatment plant headworks to the highest infiltration point.
® The high -rate infiltration area with an overlay of the suitable infiltration areas depicted in the Soil Evaluation.
❑ For non -basins, each nozzle/emitter and its wetted area influence and each infiltration zone labeled as it will be operated.
❑ For non -basins, locations within the infiltration system of air releases, drains, control valves, highest infiltration
nozzle/emitter, etc.
❑ For non -basin automated infiltration systems, provide the location and details of the precipitation/soil moisture sensor.
® Plans shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW ONLY, NOT
FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the plans may be
labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
INSTRUCTIONS FOR APPLICATION HRIS 08-11 & SUPPORTING DOCUMENTATION Page 3 of 6

Specifications (All Application Packages):
® Per 15A NCAC 02T .0704(c)(2), submit specifications that have been signed, sealed and dated by a North Carolina licensed
Professional Engineer, and shall include at a minimum:
® Table of contents with each section/page numbered.
® Detailed specifications for each treatment/storage/infiltration unit, as well as all piping, valves, equipment (i.e., pumps,
blowers, mixers, diffusers, flow meters, etc.), nozzles/emitters, precipitation/soil moisture sensor (if applicable),
audible/visual high water alarms, liner material, etc.
® Site Work (i.e., earthwork, clearing, grubbing, excavation, trenching, backfilling, compacting, fencing, seeding, etc.)
® Materials (i.e., concrete, masonry, steel, painting, method of construction, etc.)
® Electrical (i.e., control panels, transfer switches, automatically activated standby power source, etc.)
® Means for ensuring quality and integrity of the finished product, including leakage, pressure and liner testing.
® Specifications shall represent a completed design and not be labeled with preliminary phrases (e.g., FOR REVIEW
ONLY, NOT FOR CONSTRUCTION, etc.) that indicate they are anything other than final specifications. However, the
specifications may be labeled with the phrase: FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION.
K. Engineering Calculations (All Application Packages):
® Per 15A NCAC 02T .0704(c)(3), submit engineering calculations that have been signed, sealed and dated by a North
Carolina licensed Professional Engineer, and shall include at a minimum:
® Hydraulic and pollutant loading calculations for each treatment unit demonstrating how the designed effluent
concentrations in Application Item V.1. were determined.
® Sizing criteria for each treatment unit and associated equipment (i.e., blowers, mixers, flow meters, pumps, etc.).
® Total and effective storage calculations for each storage unit.
® Friction/total dynamic head calculations and system curve analysis for each pump used.
® Manufacturer's information for all treatment units, pumps, blowers, mixers, diffusers, flow meters, etc.
❑ Flotation calculations for all treatment and storage units constructed partially or entirely below grade.
❑ For non -basins, a demonstration that the designed maximum precipitation and annual loading rates do not exceed the
recommended rates.
® For basins, a demonstration that the designed loading rate (GPDIW) does not exceed the recommended rate.
® A demonstration that the specified auxiliary power source is capable of powering all essential treatment units.
L. Site Map (All Application Packages):
® Per 15A NCAC 02T .0704(d), submit standard size and 11 x 17-inch site maps that have been signed, sealed and dated by a
North Carolina licensed Professional Engineer and/or Professional Land Surveyor, and shall include at a minimum:
® A scaled map of the site with topographic contour intervals not exceeding 10 feet or 25 percent of total site relief and
showing all facility -related structures and fences within the wastewater treatment, storage and infiltration areas.
® Soil mapping units shown on all infiltration sites.
® The location of all wells (including usage and construction details if available), streams (ephemeral, intermittent, and
perennial), springs, lakes, ponds, and other surface drainage features within 500 feet of all wastewater treatment, storage
and infiltration sites.
® Delineation of the compliance and review boundaries per 15A NCAC 02L .0107 and .0108.
® Setbacks as required by 15A NCAC 02T .0706.
® Site property boundaries within 500 feet of all wastewater treatment, storage and infiltration sites.
® All habitable residences or places of public assembly within 500 feet of all treatment, storage and infiltration sites.
NOTE — For clarity, multiple site maps of the facility with cut sheet annotations may be submitted.
M. Power Reliability Plan (All Application Packages):
® Per 15A NCAC 02T .0705(k), submit documentation of power reliability that shall consist of at a minimum:
® An automatically activated standby power supply onsite that is capable of powering all essential treatment units under
design conditions, OR
➢ Approval from the Director that the facility:
❑ Serves a private water distribution system that has automatic shut-off during power failures and has no elevated
water storage tanks,
❑ Has sufficient storage capacity that no potential for overflow exists, and
❑ Can tolerate septic wastewater due to prolonged detention.
INSTRUCTIONS FOR APPLICATION HRIS 08-11 & SUPPORTING DOCUMENTATION Page 4 of 6

N. Operation and Maintenance Plan (All Application Packages):
® Per 15A NCAC 02T .0707, submit an operation and maintenance (O&M) plan encompassing all wastewater treatment,
storage and infiltration systems that shall include at a minimum a description of:
❑ Operation of the wastewater treatment, storage and infiltration systems in sufficient detail to show what operations are
necessary for the system to function and by whom the functions are to be conducted.
❑ Anticipated maintenance of the wastewater treatment, storage and infiltration systems.
❑ Safety measures, including restriction of access to the site and equipment.
❑ Spill prevention provisions such as response to upsets and bypasses, including how to control, contain and remediate.
❑ Contact information for plant personnel, emergency responders and regulatory agencies.
NOTE — A final O&M Plan shall be submitted with the partial and/or final Engineering Certification required under 15A NCAC
02T .0116, however, a preliminary O&M Plan shall be submitted with each application package.
O. Residuals Management Plan (All Application Packages with new, expanding or replacement wastewater treatment systems):
® Per 15A NCAC 02T .0704(i) and .0708, submit a Residuals Management Plan that shall include at a minimum:
® A detailed explanation of how generated residuals (including trash, sediment and grit) will be collected, handled,
processed, stored, treated, and disposed.
® An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals
production rate and ability to remove residuals.
® A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a
residuals/utilization program application.
❑ If oil/grease removal and collection are a designed unit process, submit an oil/grease disposal plan detailing how the
oil/grease will be collected, handled, processed, stored and disposed.
NOTE — Per 15A NCAC 02T .0705(n), a minimum of 30 days of residual storage shall be provided.
NOTE — Per 15A NCAC 02T .07040), a written commitment to the Applicant from a Permittee of a Department approved
residuals disposal/utilization program is not required at the time of this application, however, it shall be provided prior to
operation of any permitted facilities herein.
NOTE — If an on -site restaurant or other business with food preparation is contributing wastewater to this system, an oil/grease
disposal plan shall be submitted.
P. Additional Documentation:
➢ Certificate of Public Convenience and Necessity (All Application Packages for Privately -Owned Public Utilities):
® Per 15A NCAC 02T .0115(a)(1) and .0704(a), provide the Certificate of Public Convenience and Necessity from the
North Carolina Utilities Commission demonstrating the Applicant is authorized to hold the utility franchise for the area
to be served by the wastewater treatment and high -rate infiltration system, or
❑ Provide a letter from the North Carolina Utilities Commission's Water and Sewer Division Public Staff stating an
application for a franchise has been received and that the service area is contiguous to an existing franchised area or that
franchise approval is expected.
➢ Existing Permit (All Modification Packages):
® Submit the most recently issued existing permit.
❑ Provide a list of any items within the permit the Applicant would like the Division to address during the permit
modification (i.e., compliance schedules, permit description, monitoring, permit conditions, etc.).
➢ Final Environmental Document (All Application Packages using public monies or lands subject to the North Carolina
Environmental Policy Act under 15A NCAC 01C.0100 to .0400):
❑ Per 15A NCAC 02T .0105(c)(4), submit one copy of the environmental assessment and three copies of the final
environmental document (i.e., Finding of No Significant Impact or Record of Decision).
❑ Include information on any mitigating factors from the Environmental Assessment that impact the design and/or
construction of the wastewater treatment and high -rate infiltration system.
➢ Floodway Regulation Compliance (All Application Packages where any portion of the wastewater treatment, storage and
infiltration system is located within the 100-year floodplain):
® Per 15A NCAC 02T .0105(c)(8), provide written documentation from all local governing entities that the facility is in
compliance with all local ordinances regarding construction or operation of wastewater treatment and/or disposal
facilities within the floodplain.
INSTRUCTIONS FOR APPLICATION HRIS 08-11 & SUPPORTING DOCUMENTATION Page 5 of 6

P. Additional Documentation (continued):
➢ Operational Agreements (All Application Packages for Home/Property Owners' Associations and Developers of lots to be
sold):
➢ Home/Property Owners' Associations
® Per 15A NCAC 02T .0115(c), submit the properly executed Operational Agreement (FORM: HOA).
❑ Per 15A NCAC 02T .0115(c), submit the proposed or approved Articles of Incorporation, Declarations and By-laws.
➢ Developers of lots to be sold
❑ Per 15A NCAC 02T .0115(b), submit the properly executed Operational Agreement (FORM: DEV).
➢ Threatened or Endangered Aquatic Species Documentation (All Application Packages):
® Per 15A NCAC 02T .0105(c)(10), submit documentation from the Department's Natural Heritage Pro rg am
demonstrating the presence or absence of threatened or endangered aquatic species within the boundary of the
wastewater treatment, storage and infiltration facilities.
❑ If the facility directly impacts such species, this documentation shall provide information on the need for permit
conditions pursuant to 15A NCAC 02B .0110.
➢ Wastewater Chemical Analysis (All Application Packages treating Industrial Waste):
❑ Per 15A NCAC 02T .0704(h), provide a complete Division certified laboratory chemical analysis of the effluent to be
infiltrated for the following parameters (For new facilities, an analysis from a similar facility's effluent is acceptable):
❑ Ammonia Nitrogen (NH3-N) ❑ Nitrate Nitrogen (NO3-N) ❑ Total Organic Carbon
❑ Calcium ❑ pH ❑ Total Phosphorus
❑ Chemical Oxygen Demand (COD) ❑ Phenol ❑ Total Trihalomethanes
❑ Chloride ❑ Sodium ❑ Total Volatile Organic Compounds
❑ Fecal Coliform ❑ Sodium Adsorption Ratio (SAR) ❑ Toxicity Test Parameters
❑ 5-day Biochemical Oxygen Demand (BODO ❑ Total Dissolved Solids
❑ Magnesium ❑ Total Kjeldahl Nitrogen (TKN)
THE COMPLETED APPLICATION AND SUPPORTING DOCUMENTATION SHALL BE SUBMITTED TO:
NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
AQUIFER PROTECTION SECTION
LAND APPLICATION UNIT
By U.S. Postal Service:
1636 MAIL SERVICE CENTER
RALEIGH, NORTH CAROLINA 27699-1636
TELEPHONE NUMBER: [phone]
By Courier/Special Delivery:
512 N. SALISBURY ST.
RALEIGH, NORTH CAROLINA 27604
FAX NUMBER: [phone]
INSTRUCTIONS FOR APPLICATION HRIS 08-11 & SUPPORTING DOCUMENTATION Page 6 of 6

OZ0� W A rE, Q
State of North Carolina
,�ua Department of Environment and Natural Resources
� Division of Water Quality
's 15A NCAC 02T .0700 — HIGH -RATE INFILTRATION SYSTEMS
FORM: HRIS 08-11
L APPLICANT INFORMATION:
1. Applicant's name: Trillium Links & Village, LLC
2. Applicant type: ❑ Individual ® Corporation ❑ General Partnership ❑ Privately -Owned Public Utility
❑ Federal ❑ State ❑ Municipal ❑ County
3. Signature authority's name: Mr. Rusty Culbreth per 15A NCAC 02T .0106(b) Title: Manager
4. Applicant's mailing address: 1 Trillium Center
City: Cashiers State: NC Zip: 28717-
5. Applicant's contact information:
Phone number: [phone] Email Address: rculbreth&trilliumnc.com
IL FACILITY INFORMATION:
1. Facility name: Trillium Links & Village WWTP
2. Facility status: Existing
3. Facility type: Major (> 10,000 GPD or> 300 disposal acres)
4. Facility's physical address: 298 Fenly Forest Trail
City: Cashiers State: NC Zip: 28717- County: Jackson
5. Wastewater Treatment Facility Coordinates (Decimal Degrees): Latitude: 35.1576530 Longitude:-83.1360080
Datum: NAD83 Level of accuracy: Nearest loth of a second Method of measurement:
Map interpretation by extraction
6. USGS Map Name: Glenville
III. CONSULTANT INFORMATION:
1. Professional Engineer: Robert G Burgin, Jr
Mailing address: PO Box 1804
City: Irmo State: SC Zip: 29063-1804
License Number: 10184 Firm: Burgin Engineering, Inc
Phone number: [phone] Email Address: rOkburginengineeringinc.com
2. Soil Scientist: Edwin E Andrews III License Number: 226 Firm: Edwin Andrews and Associates, me.
Mailing address: PO Box 30653
City: Raleigh State: NC Zip: 27622-0653
Phone number: (!�19) 851-7844 Email Address: andwaterkaol.com
3. Geologist: Edwin E Andrews III License Number: 3 Firm: Edwin Andrews and Associates, inc.
Mailing address: PO Box 30653
City: Raleigh State: NC
Phone number: [phone]
4. Agronomist: Edwin E Andrews III
Mailing address: PO Box 30653
City: Raleigh State: NC
Phone number: [phone]
Zip: 27622-0653
Email Address: andwater&aol.com
Firm: Edwin E Andrews and Associates, Inc.
Zip: 27622-0653
Email Address: andwater&aol.com
FORM: HRIS 08-11 Page 1 of 13

IV. GENERAL REQUIREMENTS —15A NCAC 02T .0100:
1. Application type: ® New ® Major Modification ❑ Minor Modification
If a modification, provide the existing permit number: WQ0059200 and most recent issuance date: April 9, 2013
2. Application fee: $395 -Standard - Major Facility -Major Mod
3. Does this project utilize public monies or lands? ❑ Yes or ® No
If yes, was an Environmental Assessment required under 15A NCAC 01C? ❑ Yes or ❑ No
If yes, which final environmental document is submitted? ❑ Finding of No Significant Impact or ❑ Record of Decision
Briefly describe any mitigating factors from the Environmental Assessment that may impact this facility:
4. What is the status of the following permits/certifications applicable to the subject facility?
Permit/Certification
Date
Submitted
Date
Approved
Permit/Certification
Number
Agency Reviewer
Collection System (O > 200,000 GPD)
Dam Safety
Erosion & Sedimentation Control Plan
7/15/14
Nationwide 12 / Section 404
Pretreatment
Sewer System
Stormwater Management Plan
Wetlands 401
Other:
5. What is the wastewater type? ® Domestic or Industrial (See 15A NCAC 02T .0103(20))
Is there a Pretreatment Program in effect? ❑ Yes or ❑ No
o Has a wastewater chemical analysis been submitted`? ❑ Yes or ❑ No
6. Wastewater flow: 104,000 GPD
Limited by: ® Treatment, ❑ Storage, ❑ Field/Basin Hydraulics, ❑ Field Agronomics or ❑ Groundwater Mounding
7. Explain how the wastewater flow was determined: ❑ 15A NCAC 02T .0114 or ❑ Representative Data
Hasa flow reduction been approved under 15A NCAC 02T .0114(f) ❑ Yes or ❑ No
Establishment Type
Daily Design Flow a
No. of Units
Flow
Residential
120 gal/Bedroom
815
97,800 GPD
Club House
40 gal/seat
145
5,800 GPD
The Landings
40 gal/seat
75
3,000 GPD
Chapel
25 gal/fixture
4
100 GPD
gal/
GPD
gal/
GPD
Total
104,000 GPD
a See 15A NCAC 02T .0114(b), (d), (e)(1) and (e)(2) for caveats to wastewater design flow rates (i.e., minimum flow per
dwelling; proposed unknown non-residential development uses; public access facilities located near high public use
areas; and residential property located south or east of the Atlantic Intracoastal Waterway to be used as vacation rentals
as defined in G.S. 42A-4).
FORM: HRIS 08-11 Page 2 of 13

IV. GENERAL REQUIREMENTS — 15A NCAC 02T .0100 (continued):
8. What is the nearest 100-year flood elevation to the facility? 3,499.3 feet mean sea level. Source: Firm
Are any treatment, storage or infiltration facilities located within the 100-year flood plain? ❑ Yes or ® No
If yes, which facilities are affected and what measures are being taken to protect them against flooding?
If yes, has the Applicant submitted written documentation of compliance with § 143 Article 21 Part 6? ❑ Yes or ❑ No
9. Has the Applicant provided documentation of the presence or absence of threatened or endangered aquatic species utilizing
information provided by the Department's Natural Heritage Program? ® Yes or ❑ No
10. Does the facility have a proposed or existing groundwater monitoring well network? ® Yes or ❑ No
If no, provide an explanation as to why a groundwater monitoring well network is not proposed:
If yes, complete the following table (NOTE — This table may be expanded for additional wells):
Well Name
Status
Latitude "
Longitude a
Gradient
Location
1
Proposed
35.148388'
-83.136653'
Up Gradient
On Review Boundary
2
Proposed
35.1480280
-83.1362710
Down Gradient
On Review Boundary
3
Proposed
35.1479360
-83.135891 °
Down Gradient
On Review Boundary
4
Proposed
35.1469280
-83.1361220
Up Gradient
On Review Boundary
5
Proposed
35.1474420
-83.1359870
Down Gradient
On Review Boundary
6
Proposed
35.1474740
-83.136180
Down Gradient
On Review Boundary
Select
0-
0Select
Select
Select
0-
0Select
Select
Select
0-
0Select
Select
Select
0-
0Select
Select
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD83 Level of accuracy: Nearest 1 Oth of a second Method of measurement:
Map interpretation by extraction
11. If the Applicant is a Privately -Owned Public Utility, has a Certificate of Public Convenience and Necessity been submitted?
❑ Yes, ❑No or ®N/A
12. If the Applicant is a Developer of lots to be sold, has a Developer's Operational Agreement (FORM: DEV) been submitted?
❑ Yes, ❑No or ®N/A
13. If the Applicant is a Home/Property Owners' Association, has an Association Operational Agreement (FORM: HOA) been
submitted? ® Yes, ❑No or ❑N/A
14. Demonstration of historical consideration for permit approval — 15A NCAC 02T .0120:
Has the Applicant or any parent, subsidiary or other affiliate exhibited the following?
a. Has been convicted of environmental crimes under Federal law or G.S. 143-215.613? ❑ Yes or ® No
b. Has previously abandoned a wastewater treatment facility without properly closing that facility? ❑ Yes or ® No
c. Has unpaid civil penalty where all appeals have been abandoned or exhausted? ❑ Yes or ® No
d. Is non -compliant with an existing non -discharge permit, settlement agreement or order? ❑ Yes or ® No
e. Has unpaid annual fees in accordance with 15A NCAC 02T .0105(e)(2)? ❑ Yes or ® No
FORM: HRIS 08-11 Page 3 of 13

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0705:
1. For the following parameters, provide the estimated influent concentrations and designed effluent concentrations as
determined in the Engineering Calculations, and utilized in the Agronomic Evaluation and Groundwater Modeling (if
applicable):
Parameter
Estimated Influent Concentration
Designed Effluent Concentration
(monthly average)
Ammonia Nitrogen (NH3-N)
40 mg/L
0.3 mg/L
Biochemical Oxygen Demand (BODO
250 mg/L
3 mg/L
Fecal Coliforms
A
0 per 100 mL
Nitrate Nitrogen (NO3-N)
15 mg/L
1.0 mg/L
Nitrite Nitrogen (NO2-N)
5 mg/L
2.3 mg/L
Total Kjeldahl Nitrogen
3.6 mg/L
Total Nitrogen
60 mg/L
3.6 mg/L
Total Phosphorus
8 mg/L
.3 mg/L
Total Suspended Solids (TSS)
270 mg/L
1 mg/L
2. Is flow equalization of at least 25% of the average daily flow provided? ® Yes or ❑ No
3. Does the treatment facility include any bypass or overflow lines? ❑ Yes or ® No
If yes, describe what treatment units are bypassed, why this is necessary, and where the bypass discharges:
4. Are multiple pumps provided wherever pumps are used? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0705 j)?
5. Check the appropriate box describing how power reliability will be provided in accordance with 15A NCAC 02T .0705(k):
® Automatically activated standby power supply onsite capable of powering all essential treatment units; or
❑ Approval from the Director that the facility:
➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water
storage tanks;
➢ Has sufficient storage capacity that no potential for overflow exists; and
➢ Can tolerate septic wastewater due to prolonged detention.
6. If the wastewater treatment system is located within the 100-year flood plain, are there water -tight seals on all treatment units
or a minimum of two feet protection from the 100-year flood plain elevation? ❑ Yes, ❑ No or ® N/A
7. In accordance with 15A NCAC 02T .0705(n), how many days of residuals storage are provided? 30.29
8. How does the Applicant propose to prohibit public access to the wastewater treatment and storage facilities? Fenced
9. If an influent pump station is part of the proposed facility (i.e., within the wastewater treatment plant boundary), does the
influent pump station meet the design criteria in 15A NCAC 02T .0305(h)? ❑ Yes, ❑ No, ® N/A — To be permitted
separately, or ❑ N/A — Gravity fed
10. If septic tanks are part of the wastewater treatment facility, do the septic tanks adhere to the standards in 15A NCAC 18A
.1900? ❑ Yes, ❑ No or ® N/A
FORM: HRIS 08-11 Page 4 of 13

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0705 (continued):
11. Provide the requested treatment unit and mechanical equipment information:
a. PRELIMINARY / PRIMARY TREATMENT (i.e., physical removal operations and flow equalization):
Treatment Unit
No. of
Manufacturer or
Dimensions (ft) /
Volume
Plan Sheet
Specification
Units
Material
Spacings (in)
(gallons)
Reference
Reference
Fine Screen
1
Contec
4.3' x 2.7' x 2.2'
N/a
C200, C402
Influent
Screen
Flow Equalization
1
Existing Steel
9.5' x 8.8' x 12'
7,516
C-200
05126 Steel
Tankage
Flow Equalization
1
Existing Steel
9.5' x 25' x 12'
21,335
C-200
05126 Steel
Tankage
Select
Select
b. SECONDARY / TERTIARY TREATMENT (i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
(gallons)
Reference
Reference
Anoxic Basin
2
Existing Steel
9.5 W D x12 W x
13,340
C-201, C406
Steel Tankage
Aeration Basin
2
Existing Steel
9.25' WD L 12' W
12,998
C-201, C406
Steel Tankage
Anoxic Basin
2
Existing Steel
8' WD 12' L x 8'
11,258
C-201, C406
Steel Tankage
Membrane Bioreactor (MBR)
1
Existing Steel
10.5' WD X 11.5'
10,588
C-201, C406
Steel Tankage
Lx12'W
Select
Select
Select
Select
c. DISINFECTION
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
(gallons)
Reference
Reference
Select
Select
➢ If chlorination is the proposed method of disinfection, specify detention time provided: minutes (NOTE — 30
minutes minimum required), and indicate what treatment unit chlorine contact occurs:
➢ If ultraviolet (UV) light is the proposed method of disinfection, specify the number of banks: , number of lamps
per bank: and maximum disinfection capacity: GPM.
d. RESIDUAL TREATMENT
Treatment Unit
No. of
Manufacturer or
Dimensions (ft)
Volume
Plan Sheet
Specification
Units
Material
(gallons)
Reference
Reference
Aerobic Digester
1
Existing Steel
10.5' WD x 11.5' L x
10,588
C-201, C406
Sludge
12' W
Holding
Select
FORM: HRIS 08-11 Page 5 of 13

V. WASTEWATER TREATMENT FACILITY DESIGN CRITERIA —15A NCAC 02T .0705 (continued):
e. PUMPS
Location
No. of
Purpose
Manufacturer /
Capacity
Plan Sheet
Specification
GPM
I TDH
Pumps
Type
Reference
Reference
EQ
2
EQ
AMT
83
22.5
C-501
EQ Pump
Oxic &
Recycle
2
Internal Recycle
Faggiolati
460
9.5
C-501
Anoxic
Internal
Rec 1.
Oxic &
Sludge Return
2
Sludge Return
Faggiolati
515
7.5
C-501
Anoxic
Internal
Rec 1.
Permeate
2
Permeate/Discharge
Varisco
71
Varies
C-501
Permeate
Pump
Sludge Permeate
2
Sludge Dewatering
Procon
1
10
C-501
Sludge
Dewaterin
f. BLOWERS
Location
No. of
No.
Units Served
Manufacturer /
Capacity
Plan Sheet
Specification
Type
CF
Reference
Reference
Aeration
3
Membrane/Aeration
Emme
205
C-501
Membrane &
Oxic Blower
EQ & Sludge
EQ & Sludge
EQ & Sludge
Holding
I
Holding
Emme
135
C-501
Holding
Blower
g. MIXERS
Location
No. of
Units Served
Manufacturer /
Power
Plan Sheet
Specification
Mixers
Type
(h
Reference
Reference
Submersible
Anoxic 1
2
Anoxic 1
Faggiolati
1.75
C-501
Mixers
Submersible
Anoxic 2
2
Anoxic 2
Faggiolati
1.75
C-501
Mixers
h. RECORDING DEVICES & RELIABILITY
No. of
Maximum
Plan Sheet
Specification
Device
Location
Manufacturer
Units
Capacity
Reference
Reference
SCADA
Turbidimeter
1
Post Membrane
Go Blue Box
100 NTU
C-501
system
Post Membrane
SCADA
Effluent Sampling Station
1
Go Blue Box
NA
C-501
Ammonia
System
Post Membrane
SCADA
Effluent Sampling Station
1
GO Blue Box
NA
C-501
Nitrogen
S stem
Select
i. EFFLUENT PUMP / DOSING TANK (IF APPLICABLE):
FORM: HRIS 08-11 Page 6 of 13

Plan Sheet
Reference
Specification
Reference
Internal dimensions (L x W x H or (p x H)
ft
ft
ft
Total volume
fe
gallons
Dosing volume
fe
gallons
Audible & visual alarms
Equipment to prevent infiltration during rain
events (if applicable)
AM
FORM: HRIS 08-11 Page 7 of 13

VI. EARTHEN STORAGE IMPOUNDMENT DESIGN CRITERIA —15A NCAC 02T .0705:
IF MORE THAN ONE IMPOUNDMENT, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
1. What is the earthen impoundment type? Select
2. Storage Impoundment Coordinates (Decimal Degrees): Latitude: Longitude: - °
Datum: Select Level of accuracy: Select Method of measurement: Select
3. Do any impoundments include a discharge point (pipe, spillway, etc)? ❑ Yes or ❑ No
4. Are subsurface drains present beneath or around the impoundment to control groundwater elevation? ❑ Yes or ❑ No
5. Is the impoundment designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? It, and was this runoff incorporated into the water balance? ❑ Yes or ❑ No
6. If a liner is present, how will it be protected from wind driven wave action?:
7. Will the earthen impoundment water be placed directly into or in contact with GA classified groundwater? ❑ Yes or ❑ No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not result in a
contravention of GA groundwater standards? ❑ Yes or ❑ No
8. What is the depth to bedrock from the earthen impoundment bottom elevation? ft
If the depth to bedrock is less than four feet, has the Applicant provided a liner with a hydraulic conductivity no greater than
1 x 10-7 cm/s? ❑ Yes, �o or ❑ N/A
Has the Applicant provided predictive calculations or modeling demonstrating that surface
water or groundwater standards will not be contravened? ❑ Yes or ❑ No
If the earthen impoundment is excavated into bedrock, has the Applicant provided predictive calculations or modeling
demonstrating that surface water or groundwater standards will not be contravened? ❑ Yes, ❑ No or ❑ N/A
9. If the earthen impoundment is lined and the mean seasonal high water table is higher than the impoundment bottom
elevation, how will the liner be protected (e.g., bubbling, groundwater infiltration, etc.)?
10. If applicable, provide the specification page references for the liner installation and testing requirements:
11. If the earthen impoundment is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top of
embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ❑ No
12. Provide the requested earthen impoundment design elements and dimensions:
Earthen Impoundment Design Elements
Earthen Impoundment Dimensions
Liner type:
ElClay
I ❑ Synthetic
Top of embankment elevation:
ft
❑ Other
I ❑ Unlined
Liner hydraulic conductivity:
x cm/s
Freeboard elevation:
ft
Hazard class:
Select
Toe of slope elevation:
ft
Designed freeboard:
ft
Impoundment bottom elevation:
ft
Total volume:
ft
gallons
Mean seasonal high water table depth:
ft
Effective volume:
ft3
gallons
Embankment slope:
Effective storage time:
days
Top of dam water surface area:
ft2
Plan Sheet Reference:
Freeboard elevation water surface area:
ft2
Specification Section:
Bottom of impoundment surface area:
ft2
NOTE — The effective volume shall be the volume between the two foot freeboard elevation and the: (1) pump intake pipe
elevation; (2) impoundment bottom elevation or (3) mean seasonal high water table, whichever is closest to the two foot
freeboard elevation.
FORM: HRIS 08-11 Page 8 of 13

VIL INFILTRATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0705:
1. Provide the minimum depth to the seasonal high water table within the infiltration area: 1894
NOTE — The vertical separation between the seasonal high water table and the ground surface shall be at least one foot.
2. Are there any artificial drainage or water movement structures (e.g., surface water or groundwater) within 200 feet of the
infiltration area? ❑ Yes or ® No
If yes, were these structures addressed in the Soil Evaluation and/or Hydrogeologic Report, and are these structures to be
maintained or modified?
3. Soil Evaluation recommended loading rates (NOTE — This table may be expanded for additional soil series):
Soil Series
Basins/Fields
within Soil
Series
Recommended
Loading Rate
(in/hr)
Recommended
Loading Rate
(in/ r)
Recommended
Loading Rate
(GPD/ftz)
Annual /
Seasonal
Loading
If Seasonal, list
appropriate
months
Ede
B
0.09
745
1.3
Annual
Ede
C
0.09
745
1.3
Annual
Select
Select
Select
Select
4. Are the designed loading rates less than or equal to Soil Evaluation recommended loading rates? ® Yes or ❑ No
If no, how does the Applicant intend on complying with 15A NCAC 02T .0705(m)?
5. How does the Applicant propose to prohibit public access to the infiltration facilities? Development is fenced
6. Has the infiltration system been equipped with a flow meter to accurately determine the volume of effluent applied to each
basin/field as listed in VIL8.? ❑ Yes or ® No
If no, how does the Applicant intend on determining the amount of effluent applied to each basin/field? Estimated on pump
run type
7. For non -basins, provide the required cover crop information and demonstrate the effluent will be applied at or below
agronomic rates:
Cover Crop
Soil Series
% Slope
Nitrogen Uptake Rate
lbs/ac r
Phosphorus Uptake
Rate lbs/ac r
a. Specify where the nitrogen and phosphorus uptake rates for each cover crop were obtained:
b. Proposed nitrogen mineralization rate:
c. Proposed nitrogen volatilization rate:
d. Minimum infiltration area from the Agronomist Evaluation's nitrogen balance: ft2
e. Minimum infiltration area from the Agronomist Evaluation's phosphorus balance: ft2
f. Minimum infiltration area from the water balance: ft,
FORM: HRIS 08-11 Page 9 of 13

VIL INFILTRATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0705 (continued):
8. Basin/Field Information (NOTE — This table may be expanded for additional fields):
Basin/
Field
Area
(acres)
Dominant
Soil Series
Designed
Loading
Rate
(in/hr)
Designed
Loading
Rate
(in/ r)
Designed
Loading
Rate
(GPD/ft2)
Latitude a
a
Longitude
rbody
Stream
St
Index No. n
Classification
B
0.28
Ede
0.09
745
1.3
35.140
-83.140
2-79-23-(1)
WS-
III,B;HQW
C
0.46
Ede
0.09
745
1.3
35.140
-83.140
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
AWL
j
a Provide the following latitude and longitude coordinate determination information:
Datum: NAD27 Level of accuracy: Nearest 10 minutes Method of measurement:
Geodetic quality GPS survey
b For assistance determining the waterbody stream index number and its associated classification, instructions may be
downloaded at: http://portal.ncdenr.org/web/wq/aps/lau/applications#Agreements
9. High -Rate Infiltration System design criteria:
a. Infiltration Fields:
Spray Infiltration Design Elements
Drip Infiltration Design Elements
Nozzle wetted diameter:
ft
Emitter wetted area:
fe
Nozzle wetted area:
ft2
Distance between laterals:
ft
Nozzle capacity:
GPM
Distance between emitters:
ft
Nozzle manufacturer/model:
/
Emitter capacity:
GPH
Elevation of highest nozzle:
ft
Emitter manufacturer/model:
/
Specification Section:
Elevation of highest emitter:
ft
Specification Section:
FORM: HRIS 08-11 Page 10 of 13

VIL INFILTRATION SYSTEM DESIGN CRITERIA —15A NCAC 02T .0705 (continued):
b. Infiltration Basins:
IF MORE THAN TWO BASINS, PROVIDE ADDITIONAL COPIES OF THIS PAGE AS NECESSARY.
Infiltration Basin
Design Elements
Infiltration Basin Dimensions
Basin Name:
C
Top of embankment elevation:
3770 ft
Hazard class:
Not Applicable
Freeboard elevation:
2 ft
Designed freeboard:
2 ft
Toe of slope elevation:
varies ft
Total volume:
40,290 ft'
Impoundment bottom elevation:
3,768 ft
Infiltrative surface area:
20,145 ft'
Mean seasonal high water table depth:
NA ft
Daily infiltrative capacity:
26,189 GPD
Embankment slope:
1 : 1
Plan Sheet Reference:
C-303
Top of dam water surface area:
20,346 W
Specification Section:
03202 Infiltration Earthwork
Freeboard elevation water surface area:
20,346 W
Bottom of impoundment surface area:
20,145 fe
i. Does this basin include a discharge point (pipe, spillway, etc)? ❑ Yes or ® No
ii. Are subsurface drains present around the impoundment to control groundwater elevation? ❑ Yes or ® No
iii. Is the basin designed to receive surface runoff? ❑ Yes or ® No
If yes, what is the drainage area? ft, and was this runoff incorporated into the loading rate? ❑ Yes or ❑ No
iv. Will the effluent be placed directly into or in contact with GA classified groundwater? ❑ Yes or ® No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not
result in a contravention of GA groundwater standards? ❑ Yes or ❑ No
v. If the infiltration basin is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top
of embankment elevation to 100-year flood plain elevation) been provided? ® Yes or ❑ No
Infiltration Basin Design Elements
Infiltration Basin Dimensions
Basin Name:
B
Top of embankment elevation:
3,750 ft
Hazard class:
Not Applicable
Freeboard elevation:
2 ft
Designed freeboard:
2 ft
Toe of slope elevation:
3,748 ft
Total volume:
23,390 ft3
Impoundment bottom elevation:
3,748 ft
Infiltrative surface area:
12,195 ft2
Mean seasonal high water table depth:
NA ft
Daily infiltrative capacity:
15,854 GPD
Embankment slope:
1 : 1
Plan Sheet Reference:
C-303
Top of dam water surface area:
NA ft2
Specification Section:
03202 Infiltration Earthwork
Freeboard elevation water surface area:
NA W
Bottom of impoundment surface area:
12,195 If
i. Does this basin include a discharge point (pipe, spillway, etc)? ❑ Yes or ® No
ii. Are subsurface drains present around the impoundment to control groundwater elevation? ❑ Yes or ® No
iii. Is the basin designed to receive surface runoff? ❑ Yes or ❑ No
If yes, what is the drainage area? ft, and was this runoff incorporated into the loading rate? ❑ Yes or ® No
iv. Will the effluent be placed directly into or in contact with GA classified groundwater? ❑ Yes or ® No
If yes, has the Applicant provided predictive calculations or modeling demonstrating that such placement will not
result in a contravention of GA groundwater standards? ❑ Yes or ❑ No
v. If the infiltration basin is located within the 100-year flood plain, has a minimum of two feet of protection (i.e., top
of embankment elevation to 100-year flood plain elevation) been provided? ❑ Yes or ® No
FORM: HRIS 08-11 Page 11 of 13

VIIL SETBACKS —15A NCAC 02T .0706:
1. Does the project comply with all setbacks found in the river basin rules (15A NCAC 02B .0200)? ® Yes or ❑ No
If no, list non -compliant setbacks:
2. Have any setback waivers been obtained in order to comply with 15A NCAC 02T .706(a) and .0706(d)? ❑Yes or ®No
If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of
Deeds? ❑ Yes or ❑ No
3. Provide the minimum field observed distances (ft) for each setback parameter to the infiltration system and treatment/storage
units (NOTE — Distances greater than 500 feet may be marked N/A):
Setback Parameter
Infiltration
System
Treatment /
�Storagc Units
Any habitable residence or place of assembly under separate ownership or not to be
maintained as part of the project site
200
170
Any habitable residence or place of assembly owned by the Permittee to be maintained as
art of the project site
N/A
Any private or public water supply source
N/A
N/A
Surface waters (streams — intermittent and perennial, perennial waterbodies, and wetlands)
262
225
Groundwater lowering ditches (where the bottom of the ditch intersects the SHWT)
N/A
Subsurface groundwater lowering drainage systems
N/A
Surface water diversions (ephemeral streams, waterways, ditches)
N/A
Any well with exception of monitoring wells
N/A
N/A
Any property line
52
60
Top of slope of embankments or cuts of two feet or more in vertical height
262
Any water line from a disposal system
125
Any swimming pool
N/A
Public right of way
50
Nitrification field
N/A
Any building foundation or basement
200
Impounded public water supplies
N/A
Public shallow groundwater supply (less than 50 feet deep)
N/A
4. Does the Applicant intend on complying with either 15A NCAC 02T .0706(b) or (c)? ® Yes or ❑ No
If yes, what are the designed Total Nitrogen and Total Phosphorus effluent concentrations? TN: 4 mg/L TP: 2 mg/L
5. Does the Applicant intend on complying with the High -Rate Policy issued October 27, 2006? ® Yes or ❑ No
If yes, verify the following information:
✓ Are the most stringent effluent standards in both 15A NCAC 02T .0705(b) and 15A NCAC 02U .0301(b) met?
®Yes or❑No
✓ Is duality provided for all treatment units per 15A NCAC 02U .0402(c)? ® Yes or ❑ No
✓ Continuous online monitoring and recording of effluent for turbidity? ® Yes or ❑ No
✓ A lined 5-day upset pond is provided? ® Yes or ❑ No
✓ The 5-day upset pond has restricted access? ® Yes or ❑ No
✓ A certified operator of a grade equal or greater than the facility classification is on call 24 hrs/day? ® Yes or ❑ No
FORM: HRIS 08-11 Page 12 of 13

IX. COASTAL WASTE TREATMENT DISPOSAL REQUIREMENTS —15A NCAC 02H .0400:
1. Is this facility located in a Coastal Area as defined per 15A NCAC 02H .0403? ❑ Yes or ® No
For assistance determining if the facility is located within the Coastal Area, a reference map may be downloaded at:
http://portal.ncdenr. org/web/wq/aps/lau/applications#Agreements.
2. Is this an Interim Treatment and Disposal Facility per 15A NCAC 02H .0404(g)? ❑ Yes or ® No
NOTE — Interim facilities do not include County and Municipal area -wide collection and treatment systems.
IF ANSWERED YES TO ITEMS IX.1. AND IX.2., THEN COMPLETE ITEMS IX.3. THROUGH IX.16.
3. Is equalization of at least 25% of the average daily flow provided? ❑ Yes or ❑ No
4. How will noise and odor be controlled?
5. Is an automatically activated standby power source provided? ❑ Yes or ❑ No
6. Are all essential treatment units provided in duplicate? ❑ Yes or ❑ No
NOTE — Per 15A NCAC 02T .010306), essential treatment units are defined as any unit associated with the wastewater
treatment process whose loss would likely render the facility incapable of meeting the required performance criteria,
including aeration units or other main treatment units, clarification equipment, filters, disinfection equipment, pumps and
blowers.
7. Are the disposal units (i.e., infiltration basins/fields) provided in duplicate? ❑ Yes or ❑ No
8. Is there an impounded public surface water supply within 500 feet of the infiltration area? ❑ Yes or ❑ No
9. Is there a public shallow groundwater supply (less than 50 feet deep) within 500 feet of the infiltration area? ❑ Yes or ❑ No
10. Is there a private groundwater supply within 100 feet of the infiltration area? ❑ Yes or ❑ No
11. Are there any SA classified waters within 100 feet of the infiltration area? ❑ Yes or ❑ No
12. Are there any non -SA classified waters within 50 feet of the infiltration area? ❑ Yes or ❑ No
13. Are there any surface water diversions (i.e., drainage ditches) within 25 feet of the infiltration area? ❑ Yes or ❑ No
14. Per the requirements in 15A NCAC 02H .0404(g)(7), how much green area is provided? ft2
15. Is the green area clearly delineated on the plans? ❑ Yes or ❑ No
16. Is the spray infiltration wetted area within 200 feet of any adjoining properties? ❑ Yes, ❑ No or ❑ N/A
X. GROUNDWATER LOWERING SYSTEM DESIGN:
1. Does this project utilize a groundwater lowering system? ❑ Yes or ® No (If yes, complete Items X.2. through X.4.)
2. Is the groundwater lowering system: ❑ mechanically lowered (i.e., pumped) or ❑ gravity fed?
3. Where does the groundwater lowering drainage system discharge?
If the system mechanically lowers groundwater and discharges directly or indirectly (i.e., pond overflow) to surface waters,
wetlands and/or stormwater structures, provide the date the Applicant obtained written confirmation from the Regional Office
Surface Water Protection Section that operation of the groundwater lowering drainage system will not adversely affect
surface waters of the State. Submitted: & Received:
4. Groundwater lowering system design criteria:
Groundwater Lowering System Design
Pipe diameter:
in
Discharge rate:
GPD
Pipe material:
Method to measure discharge rate:
Pipe depth:
ft
Number of pumps:
Pipe length:
ft
Pump capacity:
GPM
TDH
Pipe slope (gravity -fed):
%
Plan Sheet Reference:
Trench backfrll material:
Specification Section:
FORM: HRIS 08-11 Page 13 of 13

Professional Engineer's Certification:
R06a.4— ULW. 01 attest that this application for
(Professional Engineer's name from Application Item 111. 1
Trillium Links & Village, LLC
(Facility name from Application Item II. I
has been reviewed by me and is accurate, complete and consistent with the information supplied in the plans, specifications,
engineering calculations, and all other supporting documentation to the best of my knowledge. I further attest that to the best of my
1
knowledge the proposed design has been prepared in accordance with this application package and its instructions, as well as all
applicable regulations and statutes. Although other professionals may have developed certain portions of this submittal package,
inclusion of these materials under niv signature and sea] signifies that I have reviewed this material and have judged it to be consistent
with the proposed design.
NOTE - In accordance with General Statutes 143-215.6A and 143__)I5.6B. any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor- which may include a fine not to
exceed $10,000, as well as civil penalties up to $21 5,000 per violation.
North Carolina Professional Engineer's seal, signature, and date:
BMW ff_9MM1jYj9ff[1is
lay-sm, I MMtM'�'
(Signature Authority's name !-- title ?rorn Application Item f.3.)
Trillium Links & Village, LLC
'Tacility name from Application Item 11. 1,
that this application for
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non -discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties, injunctive relief, and/or criminal prosecution. I will make no claim against the Division of Water Quality should a condition
of this permit be violated. I also understand that if all required parts of this application package are not completed and that if all
required supporting- information and attachments are not included, this application package will be returned to me as incomplete. I
further certify that the Applicant or any affiliate has not been convicted of an environmental crime, has not abandoned a wastewater
facility without proper closure, does not have an outstanding civil penalty where all appeals have been exhausted or abandoned, are
compliant with any active compliance schedule, and do not have any overdue -annual fees per I -�A NCACo2T .01_0,5(e)).
NOTE - In accordance with General Statutes 143-21S.6A and 143-215.613, any person who knowingly makes any false statement,
representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to
exceed $10,000 as well as civil penalties up to $25,000 per violation.
Signature Date- (z
FORNT-1: HRIS 08-11 Page 13 of 13

1K ' 014 0c `I 7 3
1-1
1
This instrument prepared by Kimberly R Coward, Attorney at !hiers.,Ne,28717.
Revenue $0.00; whole transfer; unimproved
t00Q FEB { b A 10; 5b
STATE OF NORTH CAROLINA
COUNTY OF JACKSON
WARRANTY DEED
V F.£GISTER GE GCE
xkmls,0h11 CO_
THIS WARRANTY DEED is made this day of F�hruar 2000, by and
between CAROLINA INVESTMENT GROUP, an Indiana general partnership, hereinafter
referred to as "Grantor," and TRILLIUM LINKS & VILLAGE, LLC, a North Carolina limited
liability company, of P.O. Box 2644, Cashiers, NC 28717, hereinafter referred to as "Grantee."
The terms grantor and grantee shall be used as neuter singular designation of the parties hereto,
their personal representatives, heirs, successors and assigns.
WITNF_.SSETH:
That the Grantor, for a valuable consideration paid by the Grantee, the receipt of which is
hereby acknowledged, has and by these presents does grant, bargain, sell and convey unto the
Grantee in fee simple all that certain lot or parcel of land situated in Hamburg Township, Jackson
County, North Carolina, more particularly described as follows:
BEING all of Tract 3, containing 135.98 acres, as shown on a plat thereof recorded in Plat
Cabinet 5, Slide 271, Jackson County Registry, to which reference is specifically made.
LESS AND EXCEPT all of those certain parcels of land previously conveyed by Grantor
to Grantee or others, of public record.
SUBJECT TO the rights -of -ways of NCSR 1144 and 1145 as shown on the above -
referenced plat.
SUBJECT TO the rights of others to use the existing access roads shown on said plat.
SUBJECT TO the applicable Nantahala Power and Light setback restriction from the
3110 line of Thorpe Reservoir (Lake Glenville).
The purpose of this deed is to convey Grantee all the remaining land within Tract 3
described hereinabove not previously conveyed to Grantee pursuant to that certain
agreement between Grantor and Grantee, a Memorandum of which is recorded in Book
956, Page 659, Jackson County Registry, to which reference is specifically made.
TO HAVE AND TO HOLD the aforesaid lot or parcel of land and all privileges and
appurtenances thereto belonging to the Grantee in fee simple, subject to the reservations,
exceptions and limitations contained herein.
And the Grantor covenants with the Grantee, that Grantor is seized of the premises in fee
simple, has the right to convey the same in fee simple, that title is marketable, and free and clear
of all encumbrances, and that Grantor will warrant and defend the title against the lawful claims
of all persons whomsoever, except for the exceptions hereinafter stated.
TITLE TO LAND DESCRIBED
WRITTEN OPINION (FIED RENDERED NLESS
TAX ASSESSOR'S OFFICE
FEB 1 6 2000
By.
r

sa 174
Title to the property hereinabove described is conveyed subject to the following
exceptions:
Exceptions and reservations contained in this deed and/or in instruments referenced
herein.
Easements and rights -of -way for public and private roads and utilities, of public record.
Lien of ad valorem taxes not yet due and payable.
IN WITNESS WHEREOF, Grantor, an Indiana General Partnership, has caused these
presents to be executed by its General Partners, said General Partners being Indiana Limited
Partnerships, which have caused these presents to be executed by the president of each corporate
general partner, the corporate seals to be hereto affixed, and to be attested by each corporate
secretary, all by order of their respective Board of Directors duly given, this day and year first
above -written.
CAROLINA INVESTMENT GROUP,
an Indiana general partnership
AL 11 BY: THE CAROLINA COMPANY, L.P.,
�SS�' �, fi� `• an Indiana Limited Partnership, General
�C®It�'VI S,E SEAL) % Partner of CAROLINA VESTMENT GROUP
INVESTMENT
By: COLONIAL INVESTMENT
CORPORATION, an Indiana Corporation,
rq
General Partner
ATTEST:
Sec ail
BY: iw v v
RICHARD D. W ERFIELD, President
By: NC INVESTMENT GROUP, L.P., an Indiana
Limited Partnership, General Partner of Carolina
Investment Group
By: N C DEVELOPMENT CORP., an Indiana
Corporation, General Partner
S (00_ 01AL)
a� BY:
ent
ATTEST:
Secre ary
FA

STATE OF Indiana
COUNTY OF Allen
I, a Notary Public of the County and State aforesaid, do hereby certify that
Leann K. Yagodinski personally appeared before me this
day and acknowledged that she is Secretary of COLONIAL
INVESTMENT CORPORATION, an Indiana Corporation, which is the General
' Partner of THE CAROLINA COMPANY, L.P., an Indiana Limited Partnership,
which is a General Partner of CAROLINA INVESTMENT GROUP, an Indiana
General Partnership, and that by authority duly given and as the act of the
corporation, the foregoing instrument was signed in its name by its
President, sealed with its corporate seal and attested by her as its
Secretary.
WITNESS my hand and official stamp or seal, this the 16thday of
February ,1999.
(SEAL)
Notary Publi
M Commission Expires: Y P" PATRICIA A. FURRY, Notary Public
Y =SEAL : l� " !ndiana
* * My commission expires February 2, 2008
'""" A resident of Allen County
' STATE OF 1 ndiana
COUNTY OF Allen
I, a Notary Public of the County and State aforesaid, do hereby certify that
Cathy A. Zehr personally appeared before me this
day and acknowledged that s he is Secretary of N C
DEVELOPMENT CORP., an Indiana Corporation, which is the General Partner
of NC INVESTMENT GROUP, L.P., an Indiana Limited Partnership, which is a
General Partner of CAROLINA INVESTMENT GROUP, an Indiana General
Partnership, and that by authority duly given and as the act of the corporation, the
foregoing instrument was signed in its name by its President, sealed
with its corporate seal and attested by her as its Secretary.
WITNESS my hand and official stamp or seal, this the 16th day of
_February 1999.
,(SEAL)
Jo Willman NotaryPublic
"
My Commission Expires: July 6, 2001
3

eat '4 Q 7F6:eci ,17 g
STATE OF NORTH CAROLINA
COUNTY OF JACKSON
The foregoing certificate(s) of ala co- (� , o� WL)- _QJa.. and
��M L►o �0 MOC4-No is/are cWrtified to be correct.
This instrument was presented for registration and recorded at
1I 0: o'clock A .M., in Deed Book per, Page
This 1l¢ day of a , 2000.
Imo- Pc 15 roz or-� S
1
1

STATE OF NORTH CAROLINA
COUNTY OF Permit No.
OPERATIONAL AGREEMENT
This AGREEMENT made pursuant to G.S. 143-215.1 (dl) and entered into this day of
, by and between the North Carolina Environmental Management
Commission, an agency of the State of North Carolina, hereinafter known as the COMMISSION; and
, a non-profit corporation organized
and existing under and by virtue of the laws of the State of North Carolina, hereinafter known as the
ASSOCIATION.
WITNESSETH:
1. The ASSOCIATION was formed for the purpose, among others, of handling the property, affairs and
business of the development known as Trillium Links & Village
(hereinafter the Development); of operating, maintaining, re -constructing and repairing the common
elements of the lands and improvements subject to unit ownership, including the wastewater collection
system with pumps, wastewater treatment works, and/or disposal facilities (hereinafter Disposal System);
and of collecting dues and assessment to provide funds for such operation, maintenance, re -construction
and repair.
2. The ASSOCIATION desires, to construct and/or operate a Disposal System to provide sanitary sewage
disposal to serve the Development on said lands.
3. The ASSOCIATION has applied to the COMMISSION for the issuance of a permit pursuant to G.S. 143-
215.1 to construct, maintain, and/or operate the Disposal System.
4. The Development was created subject to unit ownership in the dwellings units, other improvements and
lands through filing of a Declaration of Unit Ownership (hereinafter Declaration), pursuant to Chapter
47C of the North Carolina General Statutes.
5. The COMMISSION desires to assure that the Disposal System of the Development is properly
constructed, maintained and operated in accordance with law and permit provisions in order to protect the
quality of the waters of the State and the public interest therein.
NOW, THEREFORE, in consideration of the promises and the benefits to be derived by each of the parties
hereto, the COMMISSION and ASSOCIATION do hereby mutually agree as follows:
1. The ASSOCIATION shall construct the Disposal System and/or make any additions or modifications to
the Disposal System in accordance with the permit and plans and specifications hereafter issued and
approved by the COMMISSION, and shall thereafter properly operate and maintain such systems and
facilities in accordance with applicable permit provisions and law.
2. The ASSOCIATION shall provide in the Declaration and Association Bylaws that the Disposal System
and appurtenances thereto are part of the common elements and shall thereafter be properly maintained
and operated in conformity with law and the provisions of the permit for construction, operation, repair,
and maintenance of the system and facilities. The Declaration and Bylaws shall identify the entire
wastewater treatment, collection and disposal system as a common element, which will receive the highest
priority for expenditures by the Association except for Federal, State, and local taxes and insurance.
FORM: HOA 08-13 Page 1 of 2

3. The ASSOCIATION shall provide in the Declaration and Association Bylaws that the Disposal System
will be maintained out of the common expenses. In order to assure that there shall be funds readily
available to repair, maintain, or construct the Disposal System beyond the routine operation and
maintenance expenses, the Declaration and Association Bylaws shall provide that a fund be created out of
the common expenses. Such fund shall be separate from the routine maintenance fund allocated for the
facility and shall be part of the yearly budget.
4. In the event the common expense allocation and separate fund(s) are not adequate for the construction,
repair, and maintenance of the Disposal System, the Declaration and Association Bylaws shall provide for
special assessments to cover such necessary costs. There shall be no limit on the amount of such
assessments, and the Declaration and Bylaws shall be provided such that special assessments can be made
as necessary at any time.
5. If a wastewater collection system and wastewater treatment and/or disposal facility provided by any city,
town, village, county, water and sewer authorities, or other unit of government shall hereinafter become
available to serve the Development, the ASSOCIATION shall take such action as is necessary to cause the
existing and future wastewater of the Development to be accepted and discharged into said governmental
system, and shall convey or transfer as much of the Disposal System and such necessary easements as the
governmental unit may require as condition of accepting the Development's wastewater.
6. Recognizing that it would be contrary to the public interest and to the public health, safety and welfare for
the ASSOCIATION to enter into voluntary dissolution without having made adequate provision for the
continued proper maintenance, repair and operation of its Disposal System, the ASSOCIATION shall
provide in the ASSOCIATION Bylaws that the ASSOCIATION shall not enter into voluntary dissolution
without first having transferred its said system and facilities to some person, corporation or other entity
acceptable to and approved by the COMMISSION by the issuance of a permit.
7. The ASSOCIATION shall not transfer, convey, assign or otherwise relinquish or release its responsibility
for the operation and maintenance of its Disposal System until a permit has been reissued to the
ASSOCIATION's successor.
8. The agreements set forth in numbered paragraphs 1, 2, 3, 4, 5, 6, and 7 above shall be conditions of any
permit issued by the COMMISSION to the ASSOCIATION for the construction, maintenance, repair and
operation of the Disposal System.
9. A copy of this agreement shall be filed at the Register of Deeds in the County(ies) where the Declaration
is filed and in the offices of the Secretary of State of North Carolina with the Articles of Incorporation of
the Association.
IN WITNESS WHEREOF, this agreement was executed in duplicate originals by the duly authorized
representative of the parties hereto on the day and year written as indicated by each of the parties named below:
FOR THE ENVIRONMENTAL
MANAGEMENT COMMISSION
Thomas A. Reeder, Director
Division of Water Resources
(Date)
Name of ASSOCIATION
By:
(Signature)
Print Name and Title
(Date)
FORM: HOA 08-13 Page 2 of 2

Page 1 of 2
North Carolina
} Mars F. Marshallall DEPARTMENT OF THE
Elaine
j T SECRETARY OF TATE
Secretary
'� ° ° �•y:..,�• PO Box 29622 Raleigh, NC 27626-0622 f919107-2000
Account Login Register
Date: 6/24/2014
Click here to:
View Document Filings I File an Annual Report
'J Print a Pre -populated Annual Report Fillable PDF Form I Amend A Previous Annual Report
Corporation Names
Name Name Type
NC TRILLIUM LINKS & VILLAGE, LLC LEGAL
NC MOUNTAIN LINKS, LLC PREV LEGAL
Limited Liability Company Information
SOSID:
Status:
Effective Date:
Citizenship:
State of Inc.:
Duration:
Annual Report Status:
Registered Agent
Agent Name:
Office Address:
Mailing Address:
Principal Office
Office Address:
Mailing Address:
Officers/Company Officials
Title:
Name:
Business Address:
Title:
Name:
Business Address:
0384666
Current -Active
12/20/1995
DOMESTIC
NC
12/31 /2015
CURRENT
COWARD, KIMBERLY R.
211 CASHIERS SCH RD
CASHIERS NC 28717
PO BOX 1918
CASHIERS NC 28717-1918
48 LINKS DRIVE
CASHIERS NC 28717
ONE TRILLIUM CENTER
CASHIERS NC 28717-6021
MANAGER
S C CULBRETH
1 TRILLIUM CENTER
CASHIERS NC 28717
MANAGER
GREGORY A WARD
PO BOX 585
CASHIERS NC 28717
6/24/2014

This website is provided to the public as a part of the Secretary of State Knowledge Base (SOSKB) system. Version:
3474
Page 2 of 2
6/24/2014

Jackson County, NC Detailed Tax Parcels Report
Tuesday, June 24, 2014
Owner 1:
TRILLIUM LINKS & VILLAGE LLC
Owner 2:
Physical Address:
298 FENLEY FOREST TRL
Property Description:
TRILLIUM VILLAGE
Account Number:
76877
PIN:
7563-43-6965
Mailing Addressl:
1 TRILLIUM CTR
Mailing Address2:
City State:
CASHIERS NC
Zip Code:
28717
Deed Reference:
1076/173
Deed Date:
2000-02-16 00:00:00
Sales Price:
$0.00
Assessed Acreage:
76.15
Map Sheet:
7563.03
Plat Reference:
Fire District:
CASHIERS 5 MILE
Appraisal Neighborhood:
TRILLIUM
Neighborhood Code:
15026
Township:
HAMBURG
Township Code:
15
Total Building Value:
$125,000.00
Land Value:
$721,350.00
Total Value:
$846,350.00

SOILS, H1'DROGEOLGIC AND AGRONOMIC INVESTIGATION
RECLAIMED WATER - DRIP IRRIGATION SITE
TRILLIUM DEVELOPMENT, JACKSON COUNTY, N.C.
Prepared in Conjunction with Mountain Soils, Incorporated
to Support Design by:
Burgin Engineering, Inc.
MO.
Edwin E. Andrews III, P.G., N.C.L.S.S.
Edwin Andrews & Associates, P.C.
August 25, 2014

MMOGFOLOGY
GEOLOGY
EDWIN ANDRE'WS & ASSOCIATES, P.C,
CONSULTING HYDROGEOLOGY AND SOIL SCIENCE
P.O. BOX 30653
RALFIGH, N.C. 27622 - 0653
PHONE: (919) 851 - 7844
FAX' (919) 851 - 6058
August 26, 2014
CIO: Mr. Rusty Culbreth
Trillium Links & Village, LLC
1 Trillium Center
Cashiers, NC 28717
Re: Report Submission - Hydrogeologic and Soils Analysis; Trillium Expansion
Cashiers, Jackson County, NC, EAA WI5 0114
Dear Mr. Culbreth:
ENVIRONMENTAL SCIENCES
SOILS
The enclosed report, initiated with testing at three distinct sites (Boat Storage Area, Off of Honey
Bee Bend and near the Guard Gate). From this initial work, the site near the entrance gate to the
Trillium Development was selected for final design of a treated wastewater irrigation site. The soils
near the Guard Gate had been mapped by Mountain Soils Incorporated for a different application.
This wastewater disposal site is divided into four area to accommodate 64,000 gallons per day of
treated waste water with nutrient reduction. The areas are determined in this report to be suitable
for irrigation at a loading rate of 1.3 gallons per day per square foot.
This report will be configured to support design documents to be prepared by Robert G. Burgin Jr.
RE, Burgin Engineering, Inc, that will be needed for the permit application.
�ee16�a�oeaea0p
If you have any questions please contact me at 919 --.4Q69. % , CAD
Very truly yours,
Edwin Andrews & Associates, P.C.
Edwin E. Andrews III, P.O., N.C.L.S.S.
Consulting Hydrogeologist and Soil Scien
encl.
t a
SEAL
3-
a itii 010
s
C424 a° '
>g
st
1

Table of Contents
1.0 Introduction: 1-1
11 Statement of Purpose 1-1
1.2 Regulatory Requirements 1-1
1.3 Project Location 1-2
1.4 Scope of Work/Field Methodology 1-2
1.5 Report Preparation 1-3
2.0 Geology and Soils:
2.2 Regional Geology
2.3 Site Geology
2.1 Soil Description (Appendix A)
2-1
2-1
2-2
2-3
3.0
Hydrogeology and Aquifer Hydrogeology:
3-1
3.1
General Hydrology
3-1
3.2
Ksat Analyses
3-1
3.3
Water Table Contour
3-1
3.4
Unsaturated Thickness Mapping
3-2
3.5
Aquifer Testing
3-2
3.6
Site Conceptual Model
3-3
3.7
Loading Model Results
3-4
3.8
Agronomic Analysis - Nitrate Model
3-4
5.0
Conclusions and Recommendations
5-1
5.1
Conclusions
5-1
5.2
Recommendations
5-2
5.3
Limitations
5-3
FIGURES AND TABLES
APPENDIX

LIST OF FIGURES AND TABLES
TABLES
TAB, 1 -
Model Input
Appendix
TAB, 2 -
Lithologic Descriptions
Appendix
TAB, 3
Ksat Summary (extracted from Mountain Soils, Incorporated Report)
Appendix
TAB, 4 -
Water Level Data
Appendix
TAB. 5A -B
Aquifer Test Analyses
Appendix
TAB, 6
Water Balance
Appendix
TAB. 7
Sensitivity Analysis
Appendix
TAB. 8
Calibration Results
Appendix
TAB. 9
Recharge, Loading and Rainfall Input for Model
Appendix
ALL FIGURES - APPENDIX
FIG. I
Site Map
Appendix
FIG. lA
Geologic Map (NC 1995)
Appendix
FIG. I
Geologic Map (Joseph Michael McKniff, Dissertation)
Appendix
FIG. 2
Hydraulic Conductivity Map Soils
Appendix
FIG. 3
HydrauIic Conductivity Map Soils
Appendix
FIG. 4
Water Table Contour Map
Appendix
FIG. 5A-G
Calibration Analysis
Appendix
FIG. 5H-N
Sensitivity Analysis Graphs
Appendix
FIG. 6A-F
Water Level Model Results
Appendix
FIG. 7A-D
Model Mounding Results
Appendix
FIG.8
Omitted
FIG. 9A-F
Nitrate Model Results
Appendix

Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
1.0 Introduction
Trillium Development
EAA Project No. WIS 01 -14
1.0 - INTRODUCTION:
1.1 Statement of Purpose:
This report is a thorough hydrogeologic , soil and agronomic analysis for the proposed
64,000 gallon per day irrigation area loaded at 1.3 gallons per day for Trillium Development,
Cashiers, Jackson County, North Carolina. This evaluation began by constructing test
borings at three separate sites; the first test were made at a boat storage area between the
existing waste water treatment plant to the west and a water supply well to the east (P1 and
P2 on the Figure 1, Site Map); the second site was located between two private residences
immediately south of the waste water treatment plant site (P3 and P4 on the Figure 1, Site
Map); and the third site was an area approximately 1800 feet to the south; and the third site
was near the Guard Gate on the entrance road into Trillium (P6 and P7 on Figure 1, Site
Map). The third site was selected primarily due to the residences and the water supply well
near the other two sites.
This evaluation uses information from the investigation of all of the sites. The analysis
determines that the areas on the side slope north of the Entrance Gate at Trillium
Development can accommodate the 64,000 gallons per day of treated waste water, with
nutrient reduction, at a loading rate of 1.3 gallons per day. Associated with this analysis, the
waste water treatment plant will produce an effluent that will meet reclaimed water status
with the addition treatment of nutrient reductions so that predictive calculations can
demonstrate that groundwater standards can be achieved without reliance on agronomic
harvesting.
The field work supporting this evaluation includes soil and hydrogeologic analyses by
Edwin Andrews & Associates, P.C.; and Mountain Soils (Mr. Steve Melon, NCLDD)
(Attachment A). This evaluation differs from that of an individual on -site disposal system,
because the effluent is mechanically treated to remove nitrogen, and phosphorous.
Therefore, loading analysis will be based primarily on hydrologic constraints. Instead of an
agronomic analysis, a computer simulation provides "predictive calculations... that document
State groundwater standards will be protected"(15A NCAC 2T .0505(c).
1.2 Regulatory Requirements:
The proposed system will operate under a Non -Discharge Permit issued by the State of North
Carolina Department of Environment, and Natural Resources, Division of Water Resources.
1-1

Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
1.0 Introduction
Trillium Development
EAA Project No. WIS 01 - 14
Applicable regulations governing this type of facility are included in 15 A NCAC 2T .0500
- Waste Not Discharged to Surface Waters, effective June 1, 2006, 15 A NCAC 2L - Ground
Water Classifications and Standards, and subsequent policies.
The following policies were developed by NCD WQ Aquifer Protection Section, since 2006:
May 31, 2007, "Hydrogeologic Investigation and Reporting Policy"
May 31, 2007, "Performance and Analysis of Aquifer Slug Tests and Pumping Tests
Policy"
May 31, 2007, "Groundwater Modeling Policy"
September 12, 2008, "Soil Scientist Evaluation Policy"
September 12, 2008, " Water Balance Calculation Policy"
October 27, 2006, " Alternate Setbact to Property and Habitable Residence"
Requirements relating to soil and hydrogeologic characteristics of the site include a
Hydrogeologic and lithologic description of the site to depth of 20 feet or refusal [(.0505)(c)],
and a determination of transmissivity and specific yield of the unconfined aquifer.
15A A NCAC 2L addresses Compliance Boundaries and the maximum allowable
concentrations of substances discharged to ground -water from this type of facility.
1.3 Project Location:
The site is located south of North Norton Road, near the intersection with Fenley Forest
Train, High Meadow Road and Norton Road, Jackson County, North Carolina (Site Location
Map). The location of the test site is approximately 35.143700 degrees north and-83.13692
degrees west (State Plane NAD 83 763,500 feet east and 532,700 feet north). The site is
typical of the Blue Ridge Province of North Carolina, The site consists of four areas on the
north facing side slope between North Norton Road and the Entrance Gatehouse.
Generally, the slopes range from 20 to 50 percent on this slope. The drainage flows to the
north through un-named swales to Lake Glenville (+/- 3500 feet above mean sea level).
West of this area is drained by Grassy Camp Creek and East of this area is drained by Laurel
Branch.
1.4 Scope of Work/Field Methodology:
The scope of this project includes the collection of all surficial and subsurface data necessary
to characterize the site based on site specific hydrologic and soil functions relative to an
1-2

Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
1.0 Introduction
Trillium Development
EAA Project No. WIS 01 - 14
irrigation disposal system for 64,000 gallons per day using four irrigation areas (1.3 gpd per
square foot). Irrigation Area A is 3,217 square feet; Area B is 11,294 square feet; Area C is
20,081 square feet; and Area D 14,595 square feet.
Near the proposed irrigation Area A, one test well was drilled (P6) to a depth of 50 feet,
where competent rock was encountered. Additional borings were made to the north of the
selected irrigation site as alternative sites (Figure 1, Site Map). The proposed site was
selected because the soils and hydrogeology are more suitable. The other sites are located
in the area where a water supply well and residences may impact the each sites suitability.
Nine piezometers were installed to monitor groundwater flow combining all of the sites.
Site specific aquifer testing was made by using the well at P6 and a pumping and observation
well in the vicinity of P1 (Boat Storage Area feet to the north of the selected area).
The aquifer testing of the saprolite was applied to a conceptual model of the proposed
disposal of treated wastewater using Visual MODFLOWT'. Information used to develop
aquifer coefficients and values for the underlying saprolite (water table) aquifer was
integrated with K,a, analyses from the soils, and saprolite. This information was generally
confirmed by the water table contour (Calibration). In this calibration and associated
sensitivity analysis the information was compared and calibrated with overall site
characteristics, from the water level synoptic (February 22, 2014) for the test wells.
1.5 Report Preparation:
This evaluation considers the irrigation without the addition of groundwater lowering
systems. The depth to groundwater in the vicinity of the irrigation area was more than 40
feet. This evaluation is based on the concept of using tertiary treatment, nutrient reduction,
and waste water disposal on the at 1.3 gallons per day per square foot site. The waste water
will not need to be "reclaimed" because the loading rate is in excess of , because of the
alternate setback policy, with a distance to the property line of more than 50 feet. Rather, the
waste water will need to be treated in order to protect groundwater. Computer simulations
of Nitrogen transport confirm that Nitrates will need to be less than 10 mg/1 in order to
protect groundwater.
This report is divided into segments which evaluates soils, hydrogeology, and loading
analysis. Figures and tables are included in the appendices.
1-3

HydrogeoIogic and Soil Investigation
Treated Wastewater Irrigation Site
2.0 Geology and Soils
Trillium Development
EAA Project No. WIS 01 - 14
2.0 - GEOLOGY AND SOILS:
2.1 REGIONAL GEOLOGY:
The site is located adjacent to Hurricane Lake near the Eastern United States Continental
Divide. Drainage to the north flows through Hurricane Lake with adjoining drainage to
Laurel Branch and Grassy Camp. The site is mapped as "Biotite Gneiss, with distinct even
bands of layers of quartz and feldspar which alternate with layers rich in biotite. These bands
are mostly thin, from 1/8 to i inch wide, although occasional bands may have a width of
several inches. This banding is characteristically contorted into tight folds from an inch to
several feet .... At some places the gneissic banding becomes inconspicuous so the rock has
a massive appearance.." (Marsh, Owen T. and Laney, Robert L., "Reconnaissance of the
Ground -Water Resources in the Waynesville Area, North Carolina, Bulletin 8, 1965).
Additionally, there is evidence that the biotite gneiss has been intruded by granitic material
(Figure No. 4, Geologic Maps). "The origin is likely that of much of the biotite gneiss was
formed by extreme regional metamorphism of sedimentary rocks... evidence... widespread
occurrence of relict bedding." (Marsh and Owen, 1965).
The relationship of the biotite gneiss to that of regional stresses, differential weathering and
lithologic variations results in the development of stress relief fractures, and major faults that
form at least two sets of model domains. The veins and fractures have not been fully
mapped, however, the trend of the higher yielding wells confirms that a system of major
fractures are suitable for modeling.
Limited mapping of macro and micro folding, was discussed in a PhD Dissertation ,by
Joseph M. McKniff, Rice University 1967, "Geology of the Highlands -Cashiers Area, North
Carolina, South Carolina and Georgia."
Figures Number 1 A, show an interpretative geologic maps of the region around the Trillium
Site, Map 1A is a scan (georeferenced) of the "Geologic Map of North Carolina," 1985.
This map identifies two basic lithologics; "Zatb - Biotite Gneiss" and "Dqd - Devonian
Quartz Diorite to Granodiorite"
Figure No 1 B is a detailed geologic map of the area "Geology of the Highlands -Cashiers
Area, North Carolina, South Carolina and Georgia" by Joseph M. McKniff, 1967, Rice
University PhD Dissertation. This map identifies three rock units in the region, with the
"Cashiers gneiss" and the "micaceous gneiss and shist" at the Mountain Top Development
site. Regional macroscopic folding generally exhibits east northeast foliation strike and
variable southeast dip. The northwest third is a biotite gneiss (Cashiers Gneiss).
A third interpretation was a geologic map from "Reconnaissance of the Ground -Water
Resources in the Waynesville Area, North Carolina" Marsh, Owen T. and Laney, Robert L.,
Bulletin 8,1965 shows that the site is underlain by a Granite Gneiss (B - Whiteside Granite)
(not included).
2-1

Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
2.0 Geology and Soils
Trillium Development
EAA Project No. WIS 01 - 14
There were insufficient exposures to determine fracture trends. However, fracture mapping
by Michael Owens, PG was prepared for other development projects in the region
Most Abundant 300 degree strike, southeast dip
Least Abundant 60-80 degree strike, both north and south dip
Strike and dip attitudes were reported to be variable, strike measurements range +1- 10
degrees from the averages. Dips are steep, usually 60 - 80 degrees.
2.2 SITE GEOLOGY:
A conceptual two layer
groundwater flow model
framework was based on
the soils and saprolite as
the aquifer matrix
forming Layer 1 and
underlying Gneiss and
weathered rock as an
aquifer matrix forming
Layer 2.
This analysis is extremely
complex due to the
heterogeneous matrix of
the surficial aquifer.
Essentially none of the
Theis assumptions are
met, therefore, an
equivalent porous media
analysis was made for the
alluvium. Beginning
with a recharge aquifer
mill, 1.:.....1
test that was completed "Reconnaissance of the Ground -Water Resources in the Waynesville Area,
on February 22, 201 d and North Carolina" Marsh, Owen T. and Laney, Robert L., Bulletin 8, 1965
refined using a computer
calibration to nine
surveyed piezorneters, the coefficients used in the conceptual model were established. The
model calibration and a sensitivity analysis support that the understanding of the site
geology is reasonable.
2-2

Table 1, Lithology Log
P1
Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
2.0 Geology and Soils
Trillium Development
EAA Project No. WIS 01 - 14
Depth Lithology
0 - 4 feet Grayish brown loamy sand with many cobbles and fill material
4 - 25 feet Gray silty sand with mica loose
25- 35.5 feet Gray fine sand with mica loose
P3
Depth Lithology
0 - 8 feet Reddish brown loamy sand with many fine roots
8 - 30 feet Gray silty sand with mica loose
30- 49.5.5 feet Gray fine sand with mica loose
P6
Depth Lithology
0 - 5 feet Reddish brown loamy sand with few cobbles
5 - 30 feet Gray silty sand with mica loose
30- 49.5 feet Gray fine sand with mica loose
2.3 SOILS DESCRIPTION:
Soil descriptions were made by Steve Melin, NCLSS Mountain Soils, Incorporated
(Appendix). Mountain Soils, Incorporated generally described the soils as: "Edneyville sandy
loam... The soils can be characterized as approximately 36 inches of weak medium
subangular blocky structured sandy loam soil over loamy sand (to sand textured ) saprolite."
The soils report identifies four areas that are mapped as suitable for land application. Within
the four areas four smaller areas were mapped for loading by Edwin Andrews & Associates,
P.C. as areas A, B, C and D. Area A was withing the area mapped by Mountain Soils,
Incorporated as 3,334 square feet on the western flank of the site. The area selected for
loading as Area A is 3,217 square feet. Area B was within the area mapped by Mountain
Soils, Incorporated as 27,276 square feet and is located to the east of Area A. The selected
area to model as Area B is 11,294 square feet.. Area C was within the area mapped by
Mountain Soils, Incorporated as measured to be 52,284 square feet. Area C is located to the
east of Area B. The modeled area for disposal at Area C is 20,081 square feet. Area D was
within the area mapped by Mountain Soils, Incorporated as 60,647 square feet to the east of
Area B. The modeled Area D is 14,595 square feet.
2-3

Trillium
Figure 9B, Nitrogen Year 3
dates [rng,+L] 71
0.000 1.000 2.000 3.000 4,000 5.000 6.000 7.000
CL
0 ��s - ; .fir'„ �x rJ+ f�' � } � _;� � 1 � J.i�„ � r C rF � � 4 11 • _
Ar
Ar
17
v -t
it
1187 1500 1900 2100
Iw
2832

Trillium
Figure 9C9 Nitrogen Year 5
Nitrates [mgLj
0.000 1.000 2.000 3.000 COUG 5.000 6.000 7.000
I Ann
A
�I
f T
. AW
Lr
IN,
dr* lit
A-•
W .I-
I 4nn

Trillium
Figure 9D, Nitrogen Year 10
Nitrates [mgll_]
0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000
eh
iC4
L L V
�5aa �aoa
40
41g W,
AC
2t40 2
2704 U8 2'

Trillium
Figure 9E, Nitrogen Year 15
Nitrates [m9+t-] n ;
0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000
m
iJ.• {`, J-.-�= /J tk. ��' j +l 7 f ,{: it �'�5
A sL:
N
M
Itcit iFM rAfn '
?r nn
9Afl r

Trillium
Figure 9F, Nitrogen Year 20
4drates [mgrLI
0.000 1.000 2.000 3.000 4.000 6.000 6,000 7.oaa
i
3 f'�s5
Nf r f! r
Jr�1ir
. v
I`+
t' e
AL
1Ym °SAIL
l
t t t 1 t
i i fl7 i CMt flnrt 7t M 1+nn �7rtrt 9A97

MOUNTAIN SOILS INCORPORATED
71 LEDFORD DRIVE FRANKLIN, NC 28734
FNIAIL: [e-mail] WEBSITE: %-IN'1v.\IOUNTAINSOILS.CO\,i
OFFICE/FAX: [phone] CELL: [phone]
OVERVIEW SOILS DATA - LOWER GUARD GATE AREA
TRILLIUM DEVELOPEMENT
JrACKSON COUNTY, NORTH CAROLINA
Prepared for:
Prepared by:
MOUNTAIN SOILS, INC.
71 Ledford Drive
Franklin, NC 28734
Steven J. Melin, LSS
August 17, 2014
1

MOUNTAIN SOILS, INCORPORATED
71 LEDFORD DRIVE FRANKLIN, NC 28734
EMAIL: 1,[e-mail] WEBSITE: �-�F�IFN, �\IOUNTAINSOILS.0011
OFFICE/FAX: [phone]G2 CELL: [phone]
Field investigations were conducted to describe the potential of the site to received
irrigation water. These investigations required numerous auger borings to characterize
the physical properties of the soils. An approximate 5-acre area was grid staked on 50-
foot centers to provide locations to conduct detailed soil evaluations. (Appendix A -
Maps).
Auger holes were advanced at each grid stake to detail the soil / saprolite material. Auger
borings were then further advanced in representative locations to detail the depth of soil /
saprolite material to provide numbers to be utilized in lateral flow analysis. A total of
I I I borings were advanced. Of these, thirty-one (31) borings were able to be advanced to
10 feet (120") or greater without encountering restriction (e.g. auger refusal). Twenty-
seven (27) soil pits were also excavated (reopened) to detail the material as related to
saturated hydraulic conductivity and to address rock fragments versus bedrock questions.
Please note that of these 27 soil pits, only 2 had restrictive depths less than 4 feet (48"),
It is estimated that any potential restriction logged in pits or auger borings is due to a
larger sized fragment than the size of the auger boring or pit. Please note that depths up
to 19.9 feet were able to be augured.
A total of eighty-two (82) hydraulic conductivity (Ks) measurements were made at
twenty-nine (29) locations. Of these, thirty-seven (37) measurements were performed in
"soil" horizons ((e.g. Ap, Bw, BC horizons) typically 0-30") and forty-five (45)
measurements were performed in "saprolite" horizons ((e.g. CB/C horizons) typically 30
- 120"+). The average Ksat measured is 57.1 GPD/FTZ in the "soil" horizons and 58.2
GPD/FT2 in the "saprolite" horizons. Additionally, please note that utilizing the
restrictive measurement at each of the 29 locations, the Ksat measured is 41.1 GPD/FT2
Saturated hydraulic conductivity is a quantitative measure of a saturated soil's ability to
transmit water. It can be thought of as the ease with which pores of a saturated soil
permit water movement. A common method to measure saturated hydraulic conductivity
(KsAT) of the unsaturated zone is by a constant -head well perineameter method
(Amoozegar and Macon, 1999). These KsAT tests take into account soil morphologic
factors other than only texture, because soil structure and clay mineralogy have been
found to have a significant impact on rate of water movement through soils (Bouma et
al., 1983; Schoenberger et al, 1995, Vepraskas et al, 1996). The Compact Constant
Head Permeameter (Amoozemeter) is an example of a constant head permcameter which
allows measurements of Ks of in the vadose zone and is widely used in North Carolina
and other parts of the country (Amoozegar, 2004).
Values of vertical saturated hydraulic conductivity from soil testing are used to develop
the soil drainage rate. NC regulations specifically state that the use of published soil
permeability rates should not be used (NCDEHNR, 2005), because these values do not
incorporate significant site -specific factors that can render these values inappropriate for
use. Other site factors to consider include seasonal limitations due to shallow water
tables, shallow soils, shallow bedrock, etc.
2

MOUNTAIN SOIL&ILNcouronxrED
71 LEDFORD DRIVE FRANKUN, NC 28734
E,IIAIL: [e-mail],I �VEBSITE: 11'1-�'\17.iIOUNTAINSOILS.COiI
OFFiCDFAX: [phone] CELL: [phone]
To determine the soil drainage rate from saturated hydraulic conductivity tests, the most
limiting layer within the A, B, and C horizons, of each soil at the site was identified. Any
subsurface condition which limits the vertical or lateral drainage of the soil profile was
also be identified. For accuracy, each horizon was tested, and it was determined that the
permeability is relatively uniform throughout the site.
Soils Investigation:
Onsite data and site history is critical for proper design, function, and maintenance of a
wastewater system. Soils suitable for wastewater application ideally should consist of a
deep (> 10 in.) loam to sandy loam surface horizon over sandy loam to sandy clay loam
subsurface horizons. Sites with soil limitations such as shallow surface horizons and
restrictive layers near the surface are less suitable to receive wastewater.
A total of 111 auger borings were advanced throughout the site (and 27 pits were
evaluated) to depths ranging from 60 inches to 239" (Soil Boring and Ksat Location Map;
Soil Profile Descriptive Sheets) in order to characterize the following soil properties:
• horizon depth and designations,
• horizon color,
• soil texture,
• the depth of each of the horizons,
• the color of the soil material at each of the various depths,
• the texture and structure of the soil material within each of the horizons,
• the consistence of the soil material within each horizon, and
• the depth to the least permeable layer or depth to groundwater.
The soil evaluation process revealed that soils are relatively uniform and homogenous
throughout the site. The following is a brief description of this soil series.
Overall, the soils on the site are similar to the Edneyville sandy loam series. These soils
are deep, well drained, and very permeable. The areas have not been modified by
disturbance and appear well suited to host a large system. Slopes were measured with a
hand held clinometer, and ranged from — 20 - 45% over the proposed site. The soils can
be characterized as approximately 36 inches of weak medium subangular blocky
structured sandy loam soil over loamy sand (to sand textured ) saprolite.
In addition, the Natural Resources Conservation Service Soil Survey for Jackson County
(1997) has this area mapped as the Edneyville soil series. Edneyville (Coarse -loamy,

MWUN' AiN SOILS. INCORPORATED
71 LEDFORD DRIVE FRANKLIN, NC 28734
EiMAIL: ii,LOU\[e-mail],'%-I IVEBSITF: 1�r11r\,N'.\IOUNTAINSOILS.001I
OFFICE/FAX: [phone] CELL: [phone]
mixed, active, mesic Typic Dystrudepts) are soils formed in saprolite that weathered from
high grade metamorphic rocks.
4

IWOUNTAIN SOILS, tNCORPORATED
71 LEDFORD DRINT FRANKLIN, NC 28734
ENIAIL: \[e-mail],11 WEBSITE: 11IL1'117.\IOUNTAINSOILS.001'I
OFFICETAX: [phone] CELL: [phone]
References
Anunozegar, A. 2004. Soil permeability and dispersion analysis. p. 625-677. In R. D.
Down and J. H Lehr (ed.), Environmental Instrumentation and Analysis Handbook. John
Wiley and Sons, Inc. Hoboken, New Jersey
Bouma, J., C. Belmans, L.W. Dekker and W.M.J. Jeurissen. 1983. Assessing the
Suitability of Soils with Macropores for Subsurface Liquid Waste Disposal. J. Environ.
Quality 12(3): 305-311.
Schoenberger, P.J., A. Amoozegar and S.W. Boul. 1995. Physical Property Variation of
a Soil and Saprolitc Continuum at Three Geomorphic Positions. Soil Science Society of
America Journal. 59: 1389-1398.
Section 0.2T — Waste Not Discharged to Surface Waters, G.S. 143-215.1; 143-
215.3(a)(1); Eff. October 1, 1987; Amended Eff. June 1, 1996.
United States Department of Agriculture, Soil Conservation Service. 1997. Soil Survey
of Jackson County, North Carolina. 1997.
Vepraskas, M.J., W.R. Guertal, H.J. Kleiss and A. Amoozegar. 1996. Porosity Factors
that Control the Hydraulic Conductivity of Soil-Saprolite Transition Zones, Soil
Science Society of America Journal. 60: 192-199
M

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip 42 - Pit #3
Date: 1212012013
1cm
inches
Location: 13.0"
SET UP
Target Water Level; 15,2
6,0
cm inches
Beginning Water Level: 17,8
7.0
Hole Depth (cm):
33,0 13.0
Ending Water Levels 16.5
6.5
Reference (cm):
+ 10.2 4.0
Head (cm):
17.8 7.0
CHT Tubes) setting:
= 25.4
Hole diameter (cm): 5.7
Hale radius 1 2.85
Valve Setting:
x
coefficient A: 0.00094297
1.ON
2-ON
NOTE; Readings based on Ending Water Level
Coversion Factor (C.F.):
105,0
averaged 60-75
minute mark
presaturated
10:55.1220;filled 3x
Water
change in
Chamber
clock
Elapsed Time
Q
K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm3lhr)
(cmlhr)
(rilhr)
gallft2lday
50
0.0
105.0
0,0
47.5
2.5
105.0
2.0
2.00
0.033
7875.0
7-4259
2.9236
43.741
38.9
8.6
105.0
24.0
22.00
0.367
2462.7
23223
0.9143
13.679
33.5
5.4
105.0
36.0
12.00
0.200
2835.0
2,6733
1.0525
15.747
31.4
2.1
105.0
40.0
4.00
0.067
3307.5
3.1189
1.2279
18.371
27.5
3.9
105.0
45.0
5.00
0.083
4914,0
4,6337
1.8243
27 295
23.6
3.9
105.0
50,0
5.00
0.083
4914.0
4,6337
1,8243
27,295
19.5
4.1
105,0
55.0
5.00
0.083
5166.0
4.8714
1.9179
28,694
15.5
4,0
105,0
60.0
5.00
0.083
5040.0
4.7526
1.8711
2T994
11.6
3.9
105.0
65.0
5.00
0.083
4914.0
4.6337
1.8243
27.295
7.6
4,0
105.0
70.0
5.00
0.083
5040.0
4.7526
1.8711
27.994
3.7
3.9
105.0
75.0
5.00
0.083
4914.0
4.6337
1.8243
27.295
Final Ksat
4.693
1.848
27.645
HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip
#2 - Pit #3
Date: l2120/2013
1cM
inches
Location: 26.0"
SET UP
Target Water Level: 48.3
19.0
cm
inches
Beginning Water Level: 50,8
20.0
Hole Depth (cm):
66.0
26,0
Ending Water Level: 50.8
20.0
Reference (cm):
+ 10,2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) setting:
= 58.4
Hole diameter (cm): 5.7
Hole radius (r): 2.65
Valve Setting:
x
coefficient A: 0.00106081
1-ON
2-ON
NOTE:
Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 45.68
minute mark
presaturated 10:55-12:20; filled 2 112 x
Water
change in
Chamber
clack
Elapsed
Time
Q
K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm3lhr)
(cmmr)
(inmr)
gallft2lday
50.4
0.0
105.0
0.0
45
5.4
105.0
2.0
2.00
0.033
17010.0
18.0443
7.1041
106,286
24.6
20A
105.0
24.0
22.00
0.367
5841.8
6.1970
2.4398
36.503
1
23.6
105.0
36.0
12.00
0.200
12390,0
13.1434
5.1746
77.420
51
37.0
46.9
4.1
105.0
40.0
3.00
0.050
8610.0
9.1335
3.5959
53.800
37.9
9.0
105.0
45.0
5.00
0.083
11340.0
12.0298
4.7360
70.859
30.8
7.1
105.0
50.0
5.00
0.083
8946.0
9.4900
3.7362
65.900
22.2
8.6
105.0
55.0
5.00
0.083
10836.0
11.4949
4.5256
67,710
13.5
8.7
105.0
60.0
5,C0
0.083
10962.0
11.6286
4.5762
66.497
5.1
8A
105.0
65.0
5.00
0.083
10584.0
11.2276
4.4203
66.135
0.1
5.0
105.0
68,0
3,00
0.050
10500.0
11.1385
4.3852
65.610
Final Ksat
11.168
4.397
66.786

HYDRAULIC CONDUCTIVITY STUDY
Trillium Dr #2 - Pit 411
Date: 12120/2013
irm Inches
Location: 13.0"
SET UP
Target Water Level: 15.2 6.0
cm Inches
Beginning Water Level: 20.3 6.0
Hole Depth (cm);
33.0 13.0
Ending Water Level: 17.8 7.0
Reference (cm):
+ 10.2 4.0
Head (cm):
17.8 7A
CHT Tubes) setting:
= 25.4
Hale diameter (cm): 5.7
Hole radius (r): 2.85
Valve Selling:
x
coefficient A: 0.00106081
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 45-70
minute mark
presaturaled
10:17-11:17; filled ix
Water
change in
Chamber
clack
Elapsed Time
O
K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm3lhr)
(cmlhr)
(Whr)
gallft2lday
29.1
0,0
105.0
0.0
25
4.1
105.0
5.0
5.00
0.083
5166.0
5.4801
2.1575
32.280
11.5
13.5
105.0
10,0
5.00
0.083
17010.0
18.0443
7.1041
106.288
4.8
6.7
105.0
20.0
10.00
0.167
4221.0
4.4777
1.7629
26.375
5.8
-1.0
105.0
30.0
10.00
0.167
-630.0
-0.6683
-0.2831
-3.937
50.9
32.0
46.8
4.1
105.9
35.0
3.00
0.050
8610.0
9.1335
3.5959
53.800
41.2
5.6
105.0
40.0
5.00
0.083
7056.0
7.4851
2.9469
44.090
34.8
6.4
105.0
45.0
5.00
0,083
8064.0
8.5543
3.3679
50.388
28.4
6.4
105,0
60.0
5.00
0.083
8064.0
8.5543
3.3679
50.388
22.1
6.3
105.0
55.0
5.00
0.083
7938.0
8.4207
3.3152
49.601
16.9
6.2
105.0
60.0
5,00
0.083
7812,0
8.2870
3.2626
48.814
9.4
6.5
105.0
65.0
5.00
0.083
8190.0
8.6880
3.4205
51.176
3
6.4
105.0
70.0
6.00
0.083
6064.0
8.5543
3.3679
50.388
Final Ksat
8.510
3.350
50.126
HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2 - Pit #11
Date: 12/2012013
I= inches
Location: 24.5"
SET UP
Target Water Level: 44.5 17.5
crn inches
Beginning Water Level: 54.6 21.5 adjusted
Hole Depth (cm):
62,2 24.5
Ending Water Level: 47.0 18.5
Reference (cm):
+ 10.2 4.0
Head (cm):
17.8 7.0
CHT Tube(s) selling;
= 54.6
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
coefficient A: 0.00106081
1.ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 60-80 minute mark
presaturated 10:17-11:17; filled 2x
Water
change In
Chamber
clock
Elapsed Time
O
K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm3lhr)
(cm/hr)
(inlhr)
galtft2lday
49.6
0.0
105.0
0.0
47.4
2.1
105.0
5.0
5.00
0.083
2646.0
2.8069
1.1051
16.534
44.5
2.9
105.0
10.0
5.00
0.083
3654.0
3.8762
1.5261
22.632
42.6
1.9
105.0
20.0
10.00
0.167
1197.0
1.2698
0.4999
7.480
39.6
3,0
105.0
30.0
10.00
D.167
1890.0
2.0049
0.7893
11.810
37.9
17
105.0
35.0
5.00
0.063
2142.0
2.2722
0.8946
13.384
36.1
1.8
105.0
40.0
5.00
0.083
2263.0
2.4059
0.9472
14.172
34.4
1.7
105.0
45.0
6.00
0.083
2142.0
2.2722
0.8946
13.384
32.5
1.9
105.0
50,0
6.00
0.083
2394.0
2.5396
0.9998
14.959
30.7
1.8
105.0
55.0
5.00
0.083
2268.0
2.4059
0.9472
14.172
28.9
1.8
105.0
60,0
5.00
0.083
2268.0
2.4059
0.9472
14.172
27
1.9
105,0
65.0
5.00
0.083
2394.0
2.5396
0,9998
14.959
25.1
1.9
105.0
70.0
5.00
0.083
2394.0
2.5396
0.9998
14.959
23.3
1.6
105.0
75.0
5,00
0.083
2268,0
2.4059
0.9472
14.172
21.5
1-8
105.0
80.0
5.00
0.083
2288.0
2.4059
0.9472
14.172
Final Ksat
2.459
0.968
14.487

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2 - Pit #12
Date; 12/19/2013
irni
Inches
Location: 14.0"
SET UP
Target Water Level: 17,8
7.0
cm inches
Beginning Water Level: 19.1
7.5
Hole Depth (cm):
35.6 14.0
Ending Water Level: 20.3
8.0
Reference (cm):
+ 10.2 4.0
Head (cm):
17.8 7.0
CHT Tube(s) setting:
= 27.9
Hole diameter (cm), 5.7
Hale radius (r): 2.85
Valve Setting:
x
coefficient A: 0,00106081
1-ON
2-ON
NOTE; Readings based on Ending Water Level
Coversion Factor (C. F.):
105,0
averaged 43-63
minute mark
preselurated 1:07-2:07; filled 3x
Water
change In
Chamber
clock
Elapsed Time
Q
K
K
K
Reading
seater level
C,F,
time (min)
(min)
(hr)
(cm3thr)
(cm/hr)
(inlhr)
gallfl2lday
29,1
0.0
105.0
0.0
25
4.1
105.0
2.0
2.00
0.033
12915.0
13.7003
5.3938
80,700
11.5
13.5
105.0
13.0
11.00
0.183
7731.8
8.2020
3.2291
48.313
4.8
6.7
105.0
18.0
5.00
0.C83
8442.0
8.9553
3.5257
52,750
51.2
20.0
41.6
9.6
105,0
28.0
8.00
0.133
7560.0
8.0197
3.1574
47.239
31.2
10.4
105.0
38.0
10.00
0.167
6552.0
6.9504
2,7364
40.941
26.4
48
105.0
43.0
5.00
0.083
6048.0
6.4158
2.5259
37.791
21,5
4.9
105,0
48.0
5.00
0.083
6174.0
6.5494
2.5785
38.579
16.6
4.9
105.0
53.0
5.00
0.083
6174.0
6.5494
2.5785
38.579
11.7
4.9
105.0
58.0
5.00
0.083
8174.0
6.5494
2.5785
38.579
6.7
5.0
105.0
83.0
5.00
0,083
6300.0
6.6831
2.8311
39.366
Final Ksat
6.683
2.692
38.776
HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2- Pit #12
Date: 12119/2013
Cf71
inches
Location: 32.0'
SET UP
Target Water Level: 635
25.0
cm incises
Beginning Water Level: 66.0
26,0
Hole Depth (cm):
81.3 32.0
Ending Water Level: 66.0
26.0
Reference (cm):
+ 10.2 4.0
Head (cm):
17.8 7.0
CHT Tube(s) setting:
= 73.7
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
coefficient A: 0,00106081
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 50-63
minute mark
presaturaled 1:07-2:07; filled 3x
Water
change In
Chamber
clock
Elapsed
Time
Q
K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm3lhr)
(cmthr)
(Inlhr)
gallft2lday
32.8
0.0
105.0
0.0
27.4
5.4
105.0
2.0
2,00
0.033
170100
18,0443
7.1041
103.288
10.6
16.8
105.0
13,0
11.00
0.183
9621.8
10.2069
4.0185
60.123
2.7
7.9
105.0
18.0
5.00
0.083
9954.0
10.5593
4.1572
62.198
50.5
20,0
31.9
18.6
105.0
28.0
8.00
0,133
14647.5
15.5382
6.1174
91.526
11.1
20.8
105.0
38.0
10.00
0.167
13104.0
13.9008
6,4728
81.881
50
40.0
39.3
10.7
105,0
45.0
6.00
0.063
13482.0
14.3018
5,6306
84.243
28.4
10.9
105.0
50.0
5,00
0,083
13734.0
14.5691
5.7359
85.818
18
10A
105.0
55.0
5.00
0,083
13104.0
13.9008
5.4728
81.881
7.2
10.8
105.0
60.0
5.00
0.083
13608.0
14,4355
6,6533
85.031
0.7
6.5
105.0
63.0
3.00
0,050
13650.0
14.4800
5.7009
85.293
Final Mat
14.346
6.648
84.606

HYDRAULIC CONDUCTIVITY STUDY
Trillium
Drip #2 - Pit #14
Date: 12/1712013
cm
inches
Location: 13.0"
SET UP
Target Water Level: 15.2
6.0
cm
inches
Beginning Water Level, 17.8
7.0
Hole Depth (cm):
33.0
13.0
Ending Water Level 17.8
7.0
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) setting:
= 25.4
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
coefficient A: 0.00106081
1-ON
2,ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 60-80 minute mark
presaturated 8:07-9:07; Filled 2x
Water change in
Chamber
clock
Elapsed Time Q K
K
K
Reading water level
C.F.
time (min)
(min)
(hr) (cm31hr) (cmlhr)
(in/hr)
gallft2lday
49.6 0.0
105.0
0.0
43.9 5.6
105.0
5.0
5.00
0.083 7056.0 7.4851
2,9469
44.090
16.9 27.0
105,0
30.0
25.00
0.417 6504.0 7.2177
2.8416
42,515
48.5
33.0
44.6 3.9
105.0
35.0
2.00
0.033 12285.0 13.0320
5.1307
76.764
40.8 3.8
105.0
40.0
5.00
0.083 4788,0 5.0791
1.9997
29.918
32.7 8.1
105.0
50.0
10.00
0.167 5103.0 5.4133
2.1312
31.886
23.7 9.0
105.0
60,0
10.00
0.107 5670.0 6.0146
2.3680
35.429
19.1 4.0
105.0
65-0
5.00
0.083 5796.0 6.1484
2.4206
36.217
14.4 4.7
105.0
70.0
5.00
0.083 5922.0 6.2821
2,4733
37.004
5.3 9.1
105.0
80.0
10.00
0,167 5733.0 6.0816
2.3943
35.823
Final Ksat 6.132
2.414
36.118
HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2 - Pit #14
Date: 12/17/2013
1cm
inches
Location: 26.0"
SET UP
Target Water Level: 48.3
19.0
cm inches
Beginning Water Level: 52.1
20.5
Hole Depth (cm):
66.0 26.0
Ending Water Level: 50.8
20.0
Reference (cm):
+ 10.2 4.0
Head (cm):
17.8 7.0
CHT Tube(s) setting:
= 58.4
Hale diameter (cm): 5.7
Hole radius (r): 2.85
Valve setting:
x
coefficient A: 0.00106081
1-ON
2-ON
NOTE: Readings based en Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 50-70 minute mark
presaturated 8:07.9;07; filled 2 112 x
Water
change in
Chamber
clock
Elapsed
Time
Q K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm3lhr) (cmlhr)
(inlhr)
gallft2lday
49.5
0.0
105.0
0.0
41
8.5
105.0
5.0
5.00
0.083
10710.0 11.3612
4.4729
66.922
6.2
34.8
105.0
30.0
25.00
0.417
8769.6 9.3029
3.8625
54.797
50.8
33.0
49.6
1.2
105.0
35.0
2.00
0.033
3780.0 4.0099
1.5787
23.620
42.6
7.0
105.0
40.0
5.00
0.083
8820,0 9.3563
3.6836
55.112
29.2
13.4
105,0
50.0
10.00
0.167
6442,0 8.9553
3.5257
52.750
15.6
13.6
105.0
60.0
10.00
0.167
8568,0 9.0890
3.5783
53.535
8.9
6.7
105.0
65.0
5.00
0.083
8442.0 8.9553
3.5257
52.750
21
6.6
105.0
70.0
5.00
0.083
8568.0 9.0890
3.5783
53.538
Final Ksat 9.022
3.552
53.144

HYDRAULIC CONDUCTfVfTY STUDY
Trillium Orip #2 -Pit #14
Date: 12/17/2013
cm
lnches
Location: 83 0"
SET UP
Target Water Level: 193.0
76.0
cm
inches
Beginning Water Level: 194.3
76.5
Hole Depth (cm):
210.8
83.0
Ending Water Level: 194.3
76.5
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) setting:
= 203.2
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
ccefficienlA: 0.00094297
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 70-100 minute mark
presaturated 1:28-2128; Filled 1.5 x
Water change in
Chamber
clock
Elapsed Time Q K
K
K
Reading water level
C.F.
time (min)
(min)
(hr) (cm3lhr) (cmlhr)
(1n1hr)
galfft2lday
51 0.0
105.0
1.0
46.5 4.5
105.0
6.0
5,00
0.083 5670.0 5.3466
2.1050
31.494
34.8 11.7
105.0
21.0
15.00
0.250 4914.0 4.6337
1.8243
27.295
27.8 7.0
105.0
31.0
10.00
0.167 44 i 0.0 4.1585
1.6372
24.495
24 3,8
105,0
$6.0
5.00
0,083 4788.0 4.5149
1.7775
28.595
51.5
41.0
44.5 7,0
105,0
48,0
7.00
0,117 6300.0 5.9407
2.3389
34.993
33.4 11.1
105.0
62,0
14.00
0.233 4995.0 4.7101
1.8544
27.745
26.9 65
105.0
70.0
8.00
0.133 5118.8 4.8268
1.9003
28.432
22.9 4.0
105.0
75.0
5,00
0.083 5040.0 4.7526
1.8711
27.994
14.8 8.1
105.0
86.0
11,00
0.183 4639.1 4.3745
1.7223
25.768
6.6 8.2
105.0
95.0
9.00
0.150 5740.0 5.4126
2.1310
31.883
2.7 3,9
105.0
100.0
5.00
0.083 4914.0 4.6337
1.8243
27.295
Final Ksat 4.800
1.890
28.274

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip 42 - Pit 916
Date: 12/17/2013
1cm
Inches
Location: 12.0'
SET U[ Target
Water Level: 12.7
5.0
cm
inches=
Beginning Water Level: 19.1
7.5
Hole Depth (cm):
30.5
12.0
Ending
Water Level: 15.2
6.0
Reference (cm):
+ 10.2
4.0
Head (cm):
- 17.8
7,0
CHT Tubes) setting:
= 22.9
Hole diameter (cm); 6.7
Hote radius (r): 2.85
Valve Setting:
x
coefficlont A: 0.0010608
1-ON
2-ON
NOTE:
Readings based on Ending Water Level
Coverslon Factor (C.F.):
105.0
averaged 70-95 minute mark
presalu rated 1 DAGA 1:40;
filled 2x
Water change in
Chamber
clock
Elapsed Time
Q K
K
K
Reading water level
C.F.
time (min)
(min)
(hr)
(cm3lhr) (cm1hr)
(in41r)
gaTlftVday
51 0.0
105.0
0.0
49.6 1.4
105.0
5.0
5.00
0.083
1764.0 1.8713
0,7367
11.022
45.9 3.7
105.0
10.11
5.00
0.083
4662.0 4.9455
1.9470
29.131
42.5 3.4
105.0
20.0
10.00
0.167
2142.0 2.2722
0.8940
13.384
39 3.5
105.0
30.0
10.00
0.167
2205.0 2.3391
0.9209
13.778
35 4.0
105.0
40.0
10.00
0.167
2520.0 2.6732
1.0525
15.746
50.4
43.0
44.4 6.0
105.0
45.0
2.00
O,033
16900.0 20.0493
7.8934
118.098
33.5 10.9
105.0
55.0
10.00
0.167
6867.0 7.2846
2.8879
42.909
29 4.5
105.0
60.0
5.00
0.083
5670.0 6.0148
2,3680
35.429
21 8.0
105.0
70.0
10.00
0,167
5040.0 5.3465
2.1049
31.493
113 7.7
105,0
80.0
10.00
0.167
4851.0 5.1460
2,0260
30.312
9.5 3.8
105.0
85.0
5,00
0.083
4788.0 5.0791
1,9997
29,916
5.7 3.8
105.0
90.0
5.00
0.083
4788.0 5.0791
1.9997
29.918
1.8 3.9
105.0
95.0
5.00
0.083
4914.0 5.2128
2.p523
311 05
Final Mat 5.173
2.036
30.469
HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2- Pit #16
Date: 1211712013
cm
Inches
Location- 24.0'
SET UP
'Forget Water Level: 43.2
17.0
cm inches=
Beginning Water Level: 47.0
18.5
Hole Depth (cm);
61.0 24.0
Ending Water Level: 45.7
18.0
Reference (cm):
+ 10.2 4.0
Head (cm):
17.8 7.0
CHT Tube(s) selling:
= 53.3
Hole diameter (cm): 6.7
Hole radius (r): 2.85
Valve Settl'ng:
x
coefficient A: 0.0010608
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coverslon Factor (C.F.):
105.0
averaged 70-90 minute mark
presalurated 10:40-11:40; filled 1x
Water
change In
Chamber
clock
Elapsed Time
Q
K
K
K
Reading
water level
C.F.
Cine (mIn)
(min)
(110
(cm3lhr)
(cmlhr)
(Inlhr)
gaVft2lday
53
0.0
105.0
0.0
46
7.0
105.0
5.0
5.00
0.083
8820.0
9.3563
3.6836
55.112
42.5
3.5
105.0
10.0
5.00
0.083
4410.0
4.6782
1.8418
27.556
35.2
7.3
105.0
20,0
10.00
0.167
4599.0
4.8787
1.9207
28,737
28
7.2
105.0
30.0
10.00
0,167
4536.0
4.8118
1.8944
28.344
20.8
7.2
105,0
40.0
10.00
0.167
4536.0
4,6118
1.8944
28.344
50
43.0
46.9
3.1
105,0
45.0
2.00
0.033
9765.0
10,358a
4,0783
61.017
37.6
9.3
105.0
55.0
10,0D
0.167
5859D
6.2153
2.4470
36.810
32.4
5,2
105.0
60.0
5.00
0.083
6552,0
6.9504
2,7364
40.941
22.6
9.8
105.0
70.0
10.00
0.167
6174.0
6.5494
2,5785
38.579
12.9
9.7
105.0
60.0
10,00
0.167
6111.0
6.4828
2.5522
38.185
8.1
4A
105.0
85.0
5.60
0,083
6048.0
6AI58
2.5259
37.791
3.2
4.9
105.0
90,0
5.00
0.083
6174.0
6.U94
2.5785
38.579
Final Ksat
6.499
2,659
38.283

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip 02 - Pit 416
Date: 12117/2013
1cm
inches
Locatlon: 77.0"
SET UP
Target Water Level: 177.8
70.0
cm Inches
Beginning Water Level: 179.1
70.5
Hole Depth (cm):
195.6 77.0
Ending Water Level; 179.1
70.5
Reference (cm)
+ 10.2 4.0
Head (cm):
17.8 7.0
CHT Tube(s) setting:
= 188.0
Hole diameter (cm): 5,7
Hole radius (r): 2.65
Valve Setting:
x
coefrcientA: 0.000943
1-ON
2-ON
NOTE: Readings based on Ending Water Levet
Coversion Factor
(C.F.):
105.0
averaged 71-77
minute mark
presaturated 1:28-2:28; filled 2 5 x
Water
change in
Chamber
clock
Flapsed
Time
0
K
K
K
Reading
water level
C.F.
time (min)
(mi n)
(hr)
(cm3lhr)
(cmlhr)
(infix)
gali1`121dsy
49.5
0,0
105.0
0.0
45.6
3.9
105.0
5.0
5.00
0.053
4914.0
4.6337
1.8243
27.295
3.2
42.4
105.0
21.0
16.00
0.287
16695.0
16.7429
6.1900
02.732
48.3
22.0
0
40.3
105.0
38.0
16.00
0,267
15968.1
14.9631
5.8910
68.139
53
40.0
36.8
16.2
105.0
45.0
5.00
0.083
20412.0
19.2479
7.5779
113.378
20.5
16.3
105.0
50,0
5,00
0,083
20538,0
19.3687
7,6247
114.077
18
2.5
105.0
51.0
1.00
0 017
15750.0
14.8518
5.8471
87.483
15.2
2.8
105.0
52.0
1.00
0,017
17640.0
16.6340
6.5488
97.981
12.6
2,6
105.0
53.0
1.00
0,017
18380.0
15,4458
6,0810
90.982
9.9
2.7
105.0
54.0
1.00
0 017
17010.0
16.0399
8.3149
94.481
6.9
3.0
105.0
55.0
1.00
0.017
18900.0
17.8221
7.0166
104.979
4.3
2,6
105.0
56.0
1.00
0,017
16380,0
15,4458
8.0910
90.982
1.5
2.8
105.0
57.0
1.00
0.017
17640.0
16.6340
6.5488
97 981
47.6
60.0
34.3
13,3
105.0
65.0
5.00
0.083
16758.0
15.6023
6,2214
93082
26.5
7.8
105.0
68.0
3.00
0.050
16380.0
15.4458
8.0810
90,982
18.4
8.1
1050
71.0
3,D0
O.C50
17010.0
10,0399
6.3149
94,481
10.4
8.0
105,0
74.0
3.00
0.650
16800.0
15.8419
6.2370
93,315
2.5
7.9
1050
77.0
3.00
0.050
16590.0
15.6438
6.1590
92,148
Final Ksat
15.842
6.237
93.315

HYDRAULIC CONDUCTIVITY STUDY
Tri'!lium Drip 92 - Pit R19
Date: 11f2212013
1cm
inches
Location: 12.6"
SET UP
Target Water Level: 14.0
66
a-m
inches
Beg'nn'ng
Water Level: 15.2
6.0
Hole Depth (cm):
31.8
12.5
Ending
Water Level. 14.0
5.5
Reference (cm):
+ 10.2
4.0
Head (cm):
- 17.8
7.0
CHT Tubes) settlng',
= 24A
Ho!e diameter (am): 6,7
Hole radius (r): 285
Valve Setting:
x
coaffUent A: 000084468
1-ON
2-ON
NOTE;
Read'ngs based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 50-70 minute mark
presaturated 10:55-12:20,
Med 3x
Water change in
Chamber
clock
Elapsed
Time
O K
K
K
Read'ng water level
C.F.
fine (min)
(min)
(hr)
(cm3lhr) (cmfhr)
(1nlhr)
gallR2lday
50.5 0.0
105.0
0.0
49.6 0.9
105.0
2.0
2,00
0.033
2835.0 2.3947
0.9426
14.106
432 6.4
105.0
5.0
3,00
C.050
13440.0 11.3526
4.4695
68.871
33 10.2
105.0
13.0
8,00
0.133
W32.5 6.7849
2.6712
39.966
25.1 7.9
105.0
20,0
7.00
0.117
7110.0 6.0057
2.W45
35.376
16.6 8.3
105.0
28.0
B4O0
0,133
6538,3 6,5211
2.1737
32.621
50.2
30.0
47.9 2.3
105.0
32.0
200
0.033
7245.0 6.1197
2.4093
36.048
42.5 5.4
105.0
35.0
3.00
0.050
11340.0 9.6787
3.7712
56.422
35.7 6.8
165.0
40.0
5.00
0.083
8568.0 7.2373
2.8493
42.630
29.2 6.5
105.0
45.0
5,00
0,083
8190'a 6,918D
2.7236
40.750
23.8 5.4
105.0
60.0
5.00
0.083
6604,0 6.7472
22627
33.853
18 5.8
105,0
55.0
5.00
0.083
7308A 6.1730
2.4303
36.361
12.1 5.9
1050
60.0
5.D0
0.083
7434,0 6.2794
2.4722
36.988
e_1 60
105,0
65.0
5.00
0.083
75600 6.3858
2.5141
37.615
0,2 69
105,0
70.0
5.00
0.083
7434,0 6.2794
2.4722
36.988
HYDRAULIC CONDUCTIVITY STUDY
TAIF.= 06p 92 - Pit 919
Date: 11I2212013
I=
inches
Location: 25.0"
SET UP
Target Water Leve!: 45.7
18.0
cm
Inches
Eeg,nning
Water Level: 45.7
18.0
Hole Depth (cm):
63.5
25.0
Ending
Water Level 47.0
18.5
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) setfng:
= 55.8
Ho!o diameter (am): 5.7
HVe radius (r). 2.85
Valve Setting.
x
coefficient A: 0,ON94297
1-ON
2-ON
NOTE:
Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 60-70 minute mark
presaturated 10.55-12:20, Qed 2 112 x
Water change in
Chamber
dark
Elapsed
Time
O K
K
K
Read rig waterlaval
C.F.
time(m1n)
(min)
(hr)
(cm3lhr) (cm1hr)
(in/hr)
gatlfl2fday
49.9 0.0
105.0
0.0
46.9 3.0
105.0
2,0
2.00
0.033
9450.0 8.9111
3.5083
52.490
41 5.9
105.0
5.0
3.00
0,050
12390,0 11,6834
4.5928
68.620
27.8 13,4
105.0
13.0
8.00
0.133
10652,5 9.9507
3,9176
58.613
17-5 101
105.0
20.0
7.00
0-117
9090.0 8.5716
3,3746
50.490
5 12,5
105.0
28.0
8.00
0,133
9043.8 92823
36545
54.677
50
30,0
47.3 2.7
105.0
32.0
2.00
0.033
8505,0 8,0199
3.1675
47,241
43 4.3
105.0
35.0
3.00
0.050
9030.0 8.5150
3,3524
50.157
37.9 5.1
105.0
40.0
5.00
0.083
6426.0 6.0595
2,3856
35.693
32.8 5.1
105.0
45.0
5.00
0.083
6426.0 6.0595
2,3856
35.693
27,6 5.2
105.0
50.0
5.00
D.083
6552.0 6.1763
24324
36.393
22.5 5.1
105.0
55.0
6.00
0.D83
6426.0 6.0595
2,3856
35.693
16.9 5.6
105.0
60.0
6.00
0 M3
7056.0 6.8536
2,6195
39.192
11.4 5.5
105.0
651)
6.00
0.083
6930.0 6.5348
2,5727
38-492
5.9 5.5
105.0
7D.0
6.00
0A83
6930.0 6.5348
2,5727
38.492
Final Ksat 6.392
2.617
37.653

HYDRAULIC CONDUCTNITY STUDY
Tritium Drip #2 - Pit #19
Date: 1211OJ2013
1cm
Inches
Location 104.0"
SET UP
Target Water LeveL 246.4
97.0
cm inches
Beg'nn'ng Water Lever 248.9
98.0
Ho;a Depth (cm):
264.2 104,0
Ending Water Level, 248.9
98.0
Reference (cm):
+ 10.2 4.0
Head (cm),
17.8 7.0
CHT Tube(s) setting,
= 256.5
Ho'e d-amater (cm): 5.7
Ho'e rad.us (r): 2.85
Valve Setting:
x
coefficient A: 0.00106081
1-ON
2-ON
NOTE:
Readngs based
on Ending Water Level
Coversfon Factor (C.F.)'
105.0
averaged 64-89 minute mark
presaturated T56-8:M fled 3x
Water
change in
Chamber
dock
Elapsed Time
Q
K
K
K
Reading
water level
C.F.
time min
(m;n)
(hr)
(cm37hr)
(cmlhr)
(Whr)
gaUf0day
49.9
0,0
105.0
0,0
46.9
3,0
105.0
2.0
2.00
0,033
9450.0
10.0248
3,9457
59.049
41
5.9
105.0
7.0
5,00
0.083
7434.0
7.8860
3.1047
46.452
27.6
13.4
105,0
22.0
15,00
0,250
5628.0
5.9702
2.3505
35.167
29.6
23.0
30.8
-1.0
105.0
28,0
5.00
0.083
-1260.0
-1.3366
-0.5262
.7.873
31.6
-1.0
105.0
38.0
10.00
0.167
-630.0
-0.6683
-0.2631
-3,937
24.4
7.2
105.0
43.0
600
0.083
9072.0
9.6235
3.7886
56.667
52
44.0
47
5.0
105.0
49.0
5,00
0,083
6300.0
6.6831
26311
39.366
38.5
8.5
10&0
59.0
10.00
0.167
5355.0
5,6806
2.2365
33.46t
34.2
4.3
105.0
64,0
6.00
0.053
5418,0
5.7475
2.2628
33,655
29.8
4.4
105.0
69.0
&00
0.083
5544.0
&8811
2,3154
34.642
25.2
4.6
105.0
74.0
6,00
0.083
5796.0
6,1484
2,4206
36.217
20.5
4.7
105.0
79.0
5.00
0.083
5922.0
6,2821
2.4733
37.004
18.1
4.4
105.0
84.0
5.00
0683
6544.0
5.8811
2,3154
34.642
11.6
4,5
105.0
89.0
5.00
0.083
5670.0
6.0148
2.3660
35.429
Final Ksat
8.992
2.369
36.298

HYDRAULIC CONDUCTIVITY STUDY
Tn1!jum
Dd Y2 - Pit Ar21
Date: 1112212013
1cm
Inches
Location: 12.0'
SET UP
Target
Water Level: 12.7
5.0
crn
Inches
Beg'nning Water Level: 14.0
5.5
Hole Depth (cm):
30.6
12.0
End ng Water Level: 14.0
55
Reference (cm):
+ 10.2
4,0
Head (cm):
- 17.8
7.0
CHT Tube(s) setting-.
= 22,9
Ho'a
d;ameler (cm): 6.7
Ho!e radius (r): 2.85
Valve Selling,
x
cceffident A: 0.0001343
1-ON
2-ON
NOTE:
Readings based on Ending Water Level
Coversion Factor (C_F.):
105,0
average 60- 95 minute mark
presalurated 1:36-2:36; Filled
1x
Water change In
Chamber dock
Elapsed Time
0 K
K
K
Reading water level
C.F.
time(m;n)
(min)
(hr)
(Cm31hr) (omlhr)
C.nlhr)
gallioday
42.4 0.0
105.0
0.0
40.5 1.9
105A
2,0
2.00
0,033
5985.0 5.6437
2 2219
33.243
36.e 1.9
105.0
5.0
3.00
0,050
3990.0 3.7624
1.4813
22.162
38 2.5
10&0
10.0
5.00
0,083
3276.0 3,0892
1.2162
18.196
33.E 2.5
10&0
15.0
5.00
0,083
3t500 2,9704
1.1694
17.497
27.5 6.0
105,0
25.E
10.00
0.157
3780,0 3,5644
1A033
20.996
20.8 6.7
M0
35.0
10.00
0.167
4221,0 3.9803
L5670
23.445
17.6 3.2
105.0
400
5.00
0083
4032,0 3.8020
1.4969
22.396
14.6 3.0
105.0
45.0
5.00
0.083
3780.0 3.5644
1AM
20.998
50
46.0
48.5 1.5
105:1)
48.0
2,00
0.033
4725.0 4.4555
1.7541
26.245
4B 0.5
105.0
50.0
2,00
0.033
1575.0 1.4652
0.5847
8.748
41.4 6.6
105.0
60.0
10.00
D.157
4158.0 3.9209
1.5436
23.095
35.5 5,9
105.0
70.0
10.00
0.167
3717.0 3.5050
1.3799
20.646
302 5,3
105.0
80.0
10.00
0.167
3339.0 3.1486
1.2396
18,54E
25.1 61
105.0
90.0
10.00
0.167
3213.0 3.0208
1. 1928
17,84E
22.7 2.4
105.0
95.0
5.00
0.083
3024.0 2.6515
1.1227
16.797
Final Ksal 3.297
1.298 1
19.360
HYDRAULIC CONDUCTMtY STUDY
Tri"fum
Dnp 02 - Pit 421
Dale: 1112212013
Irm
lnches
Location: 25.0'
SET LIP
Target
Water Level: 467
18.0
cm
inches
Beginning Water Levey 47.0
16.5
Hole Depth (cm):
63.5
25.0
Ending Water Level: 48,3
19,0
Reference (cm):
+ 10,2
4.0
Head (Cm):
17,8
7.0
CHT Tube(&) settng:
= 65.9
Hole
dtameler (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
coeific;ert A: 0.0010608
1-ON
2-ON
NOTE:
Readings based on Ending Water Level
COverS'.on Factor (C.F)'.
105.0
average 70- 95 minute mark
presalurated 1:36-2:36; 5:led 1x
Water change In
Chamber clock
Elapsed Time
0 K
K
K
Reading water level
G.F.
Gme(min)
(min)
(hr)
(cm3lhr) (uNhr)
(Inrhr)
gabft21day
48.3 0.0
105,0
0.0
46 2-3
105,0
2.0
2-00
0.033
7245.0 7.6655
3.0258
45.271
43.5 2-5
105.0
5.0
3.00
0.050
5250.0 5.5692
2.1926
32.805
41 2.5
105.0
10.0
5,00
O.C63
3150.0 3.3415
1.3156
19.683
39A 1.9
105.0
15.0
5,00
0.083
2394.0 2.5596
0.9998
14,959
35.3 3.8
105.0
25.0
10.00
C.167
2394.0 2-5396
0.9998
14,959
30.5 4,6
105.0
350
10.00
0.161
3024.0 32079
t.2629
18.89E
27.7 2,8
105.0
40,0
5.00
0.083
3528.0 3,7425
1.4734
22.045
25 2.7
105.0
45.0
5.00
0,083
3402.0 3,6089
1.4208
21.258
50.6
46.0
48.8 1.8
1050
4B.0
2.00
0.033
5670.0 5.3466
2.1050
31.494
48 0.8
105,0
50.0
2.00
0.033
2520,0 2.3763
0.9355
13.997
43.4 4.6
105,0
60.0
10.00
0.167
2998,0 2.7327
1.0759
16.097
39.5 3.9
10&0
70.0
10.00
0.167
2457.0 2.3169
0.9$22
13.647
36.2 3.3
105.0
80.0
10,00
0.167
2079.E 1,9604
0.7718
11.546
32A 34
105.0
90.0
10,00
0.167
2142.0 2.0199
0.7952
11.698
31 1.8
105.0
95.0
5,00
0.083
2268.0 2.1387
0.8420
12,598
Final Ksat 2.234
0.879 1
13.157

HYDRAULIC CONDUCTIVITY STUDY
Trillium Dr-P 42 - P11221
Oats: 12119f2013
cm
Inches
Location: 90.5'
SET UP
Target Water Level: 212.1
83.5
cm
inches j
Beg'nr`ngWater Level: 215.9
65,0
Hole Depth (cm):
22Mi
90.6
End'ng Water Level: 214.6
84.5
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) setting:
= 2223
Hole dameler (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
coefSdSent A: 0,0010608
1-ON
2-OH
NOTE: Read-ngs based an End'ng
Water Level
Coversion Factor (C, F.):
105.0
averaged 7C-90 minute mark
presaturated 1 C.23-i 1:23; filled 2 112 x
Water change in
Chamber clock
Elapsed Time 0 K
K
K
Read:ng water level
C.F.
VMS(nln)
(m!n)
(hr) (cmnr) (cmThr)
(rvhr)
galft2fday
51.2 0.0
105.0
0.0
2 49,2
105.0
1910
19.00
0.317 16313.7 17.3057
6.8133
101.937
49.6
20.0
33.5 16.1
105.0
27.0
7.00
0.117 14490,0 M3711
6.0516
90.642
0 33.5
105.0
460
19.00
0317 11107.9 11.7833
4.6391
69.408
51.5
48,0
38 13.5
105.0
60.0
12.00
0.290 7087.5 7.5165
2,9600
44.287
32.1 5.9
105.0
65.0
6.00
0.083 7434.0 7.8660
3.1047
46.452
26.4 5.7
105.0
70.0
5.00
0.083 7182.0 7.8187
2 8995
44.877
20.5 5.9
105.0
75,0
600
0.C83 7434.0 7.8860
3.1047
48.452
14.5 6.0
1050
$0.0
5,00
0.083 7660.0 8.0197
3.1574
47.239
8.7 5,8
1050
85,0
5.00
0.083 7308.0 7.7524
3.0521
45.665
2.8 69
105.0
90,0
5.00
0.083 7434.0 7.8W0
3.1047
46.452
FFnal Ksat 7.833
3.084
1 48.137

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip 92 - Pit #23
Date: 11l2212013
cm
Inches
Location: 12.0"
SET UP
Target Water Level: 12.7
5.0
cm inches
Beginning Water Level: 15.2
6.0
Hole Depth (cm):
30.5 12.0
Ending Water Level: 15.2
6.0
Reference (cm):
+ 10.2 4.0
Head (cm):
17.8 7.0
CHT Tube(s) setting:
= 22.9
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Selling:
x
coefficfent A: 0.0010608
1-ON
2-ON
NOTE: Readings based
on Ending Water Levef
Coverslon Factor (C.F.):
105.0
average 45 - 60 minute mark
presaturaled 8:10-9:47; filled 3x
Water
change In
Chamber
clock
Elapsed Time
Q
K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm31hr)
(cm/hr)
(In/hr)
gaV1127day
43.6
0.0
105.0
0.0
3%9
3.7
105.0
2.0
2.00
0.033
11655.0
12.3837
4.8678
72.827
31.9
8.0
105.0
8.0
6,00
0.100
8400.0
8,9108
3.5082
52,488
30.1
1.8
105.0
10.0
2.00
0.033
5670.0
6.0148
2.3680
35.429
19.B
10.3
105.0
26.0
10.00
0.167
6489.0
6.8830
2.7101
40.547
49.4
21.0
48.4
1.0
105.0
22.0
1.00
0.017
6300.0
6.6531
2.6311
39.366
44.5
3.9
105.0
26.0
4,00
0.057
6142.5
6.5160
2.5654
3B.382
41.9
2.6
105.0
30.0
4.00
0.067
4095.0
4.3440
1.7102
25.588
36.7
5.2
105.0
35.0
5.00
0,063
6552.0
6.9504
2.7364
40.941
31.6
5.1
105.0
40.0
6.00
0.083
6426.0
6.8167
2.6838
40.153
27
4.6
105.0
45.0
5.00
0.083
5796.0
6.1484
2.4203
36.217
22,4
4,6
105.0
50.0
5.00
0,083
5796.0
6,1464
2.4206
36.217
17.6
4,8
105.0
55.0
5,00
0.083
6048.0
6.4158
2.5259
37.791
12.9
4.7
105.0
60.0
5.00
0.083
5922.0
6,2821
2,4733
37.004
Final Ks at
6.249
2,460
36.807
HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2 - Pit #23
Date:11122/2013
Irm
Inches
Location: 28.0'
SET UP
Target Water Level: 53.3
21,0
cm Inches
Beginning Water Level: 59.7
23.5
Hole Depth (cm):
71.1 28.0
Ending Water Level: 59.7
23.5
Reference (cm):
+ 10.2 4.0
Head (cm):
17.6 7.0
CHT Tube(s) selling:
= 63.5
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Settlng:
x
coefficient A: 0.00113032
1-ON
2-ON
NOTE:
Readings based on Ending Water Level
Coverslon Factor (C.F.):
105.0
average 25 - 42 minute mark
presaturaled 8:10-9:47; filled 3x
Water
change In
Chamber
clock
Elapsed Time
O
K
K
K
Reading
water level
C.F.
6me (min)
(min)
(hr)
(cm3lhr)
(emlhr)
(n(hr)
gallft2lday
45,6
0.0
105.0
0.0
39.7
5.9
105.0
2.0
2.00
0.033
18585.0
29.7949
11.7303
175.504
27
12.7
105.0
5.0
3.00
0.050
26670.0
42.7566
16.6333
251.853
22,9
4.1
105.0
13.0
8.00
0.133
3228.8
5,1762
2.0379
30,490
2.1
20.8
105.0
20.0
7A0
0.117
18720.0
30.0114
11.8155
176.779
41.5
21.0
38.6
2.9
105D
22.0
1.00
0,017
16270.0
29.2899
11.5315
172.529
31.1
7.5
105.0
26.0
4.00
0,067
11812.5
18.9375
7,4557
111.549
23.6
7.5
105.0
30.0
4.00
0.087
11812.5
18,9375
7.4557
111,549
14.7
8.9
105.0
35.0
5.00
0.0B3
11214,0
17.9780
7.0779
105.897
9.1
5.6
105.0
36.0
3.00
0.050
11760.0
18.8533
7,4226
1 i 1.053
5.3
3.8
105.0
40.0
2.00
0.033
11970.0
19.1900
7.5551
113.036
115
3.8
105.0
42.0
2.00
0.033
11970.0
19,1900
7.5551
113.038
Final Ks at
18.803
7.403
110.768

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2- Pit #23
Date:12/1912013
1cm
inches
Localion:89.0"
SETUP
Target
Water Level 208.3
82.0
cm
inches
Beginning
Water Level: 208.3
82.0
Hole Depth (cm):
228.1
89.0
Ending Water Level: 209.6
82.5
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) setting:
= 218.4
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
coefficient A: 0.000943
1-ON
2-ON
NOTE: Readings based on Ending
Water Level
Coverslon Factor (C.F.):
105.0
averaged 61-76 minute mark
presaturated 7:58-8:58; filled 1.5x
Water change In
Chamber clock
Elapsed Time
O K
K
K
Reading water level
C.F.
time (min)
(min)
(hr)
(cm3lhr) (cmlhr)
(inlhr)
gellftVday
49.5 0.0
105.0
0.0
42.9 6.6
105.0
5.0
5.00
0.083
83t6.0 7.8417
3,0873
46.191
24.6 18.3
105.0
20.0
15.00
0.250
7683.0 7.2477
2.8534
42.692
17.8 6.8
105.0
25.0
5.00
0.083
0568.0 8.0794
3.1808
47.591
50.5
26.0
46.9 3.6
105.0
31.0
5.00
0.083
4536.0 4.2773
1.6840
25.195
41.6 5.4
105.0
36.0
5.00
0.083
6804.0 6.4160
2.5260
37.793
37 4.5
105.0
41.0
5.00
0.083
5670.0 8.3466
2.1050
3IA94
27.7 9.3
105.0
51.0
10.00
0.167
5859.0 5.5249
2.1751
32.544
22.4 5.3
105.0
55.0
4.00
0.087
8347.5 7.8714
3.0990
46.366
17 5.4
105.0
61.0
6.00
0.100
5670.0 5.3466
2.1050
31.494
11.7 5.3
105.0
68.0
5.00
0.083
6678.0 8.2971
2.4792
37.093
6.3 5.4
105.0
71.0
5.00
0.083
6804.0 6.4160
2.5260
37.793
0,9 5.4
105.0
70.0
5.00
0.083
6804.0 6.41160
2.5260
37.793
Final Kest 6.119
2.409
36.043

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2 - Pit #26
Dale: 12/2012013
1cm
Inches
Locatlon: 11.0'
SET UP
Target Water Level: 10.2
4.0
em
inches
Beginning
Water Level: 12.7
5.0
Hole Depth (cm):
27.9
11.0
Ending Water Level: 11.4
4.5
Reference (cm):
+ 10.2
4,0
Head (cm):
17.8
7.0
CHT Tube(s) selling:
= 20.3
Hole diamater (cm): 5.7
Hole radius (r): 235
Valve Setting:
x
coefficient A: 0.00094297
1-ON
2-ON
NOM
Readings based on Ending
Water Level
Coversion Factor (C.F.):
105.0
averaged 60-105 minute mark
presalurated 12:44-1:44; filled 314x
Water change In
Chamber clock
Elapsed Time
o K
K
K
Reading water level
C.F.
time (min)
(min)
(hr)
(cm31hr) (cmlhr)
(In/hr)
gaVfi21day
48.1 0.0
105.0
0.0
45 3.1
105.0
2.0
2,00
0.033
9765.0 9.2081
3.6252
54.239
42.1 2,9
105.0
8.0
6,00
0,100
3045.0 2.8713
1,1304
16,913
41-4 0.7
105.0
10.0
2.00
0.033
2205.0 2.0792
0.8186
12.248
34.3 7.1
105.0
30.0
20.00
0.333
2238.5 2.1089
0.8303
12.423
49.8
32.0
48 1.8
105,0
35.0
3.00
0.050
3780.0 3.5644
1.4033
20.996
44.5 3.5
105,0
45.0
10.00
0.167
2205.0 2.0792
0,8186
12.248
34.7 9.8
105.0
60.0
15.00
0,250
4116.0 3.8813
1,5281
22.862
24.6 10.1
105,0
75.0
15.00
0,250
4242.0 4.0001
1.5748
23.562
17.7 6.9
105,0
85.0
10.00
0.167
4347.0 4,0991
1.6138
24A45
10.6 7.1
105.0
95.0
10,00
0.167
4473.0 4.2179
1.6606
24.845
7.3 3.3
105.0
100.0
5.00
0.083
4158.0 3.9209
1.5436
23.095
4.1 3.2
105.0
105.0
5.00
DAM
4032.0 3.6020
1.4989
22.396
Final Ksat 3.987
1.570
23.484
HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2 - Pit #26
Dale: 1212012013
lorn
Inches
Locallon: 24.5"
SET UP
Target Water Level: 44.6
17.5
cm
Inches
Beginning
Water Level: 47.0
18.5
Hole Depth (cm):
62.2
24.5
Ending
Water Level: 45.7
18.0
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) setting:
= 64.6
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
coefficient A: 0.00094297
1-CN
2-ON
NOTE:
Readings based on Ending Water Level
Coverslon Factor (C.F.):
105.0
averaged 60-105 minute mark
presaluraled 12:44-1:44; filled 314x
Water change In
Chamber
clock
Elapsed Time
Q K
K
K
Reading walerlevel
C.F.
time (min)
(min)
(hr)
(Cm31hr) (cmfhr)
(frdhr)
gallft2lday
47 0.0
105.0
0.0
45.1 1.0
105.0
2,0
2.00
0.033
5985.0 5.6437
2.2219
33.243
42.6 2.5
105.0
8.0
6.00
0.100
2625.0 2.4753
0.9745
t4.580
40.8 1.8
105.0
10.0
2.00
0,033
5670.0 5.3466
2.1050
31.494
31.9 8,9
105.0
30.0
20.00
0.333
2803.5 2.6436
1.0408
15.672
50.5
32.0
49.1 1.4
105.0
35.0
3.00
0.050
2940.0 2.7723
1.0915
16.330
45.1 4.0
105.0
46.0
10,00
0.167
2620.0 2,3763
0.9355
13.997
38.3 6.8
105.0
60.0
15.00
0.250
2856.0 2.6931
1.0603
15.864
30.4 7.0
105.0
75.0
15.00
0.250
3318.0 3.1288
1.2318
18,430
26.8 4.6
105,0
85.0
10.00
0.167
2898.0 2.7327
1.0759
16.097
21.3 4.6
105.0
95,0
10.00
0.167
2835.0 2.6733
1.0526
15.747
19 2.3
t05.0
100.0
5.00
0.083
2898.0 2.7327
1.0759
16.097
16.8 2.2
105.0
105.0
5.00
0.083
2772.0 2.6139
1.0291
16.397
Final Mat 2.762
1.088
16.272

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2 - E-21
Date:81712014
IGM
inches
Location: 14.0"
SET UP
Target Water Level: 17.8
7.0
cm inches I
Beginning Water Level: 21.6
8.5
Hole Depth (cm):
35.6 14.0
Ending Water Level: 20.3
8.0
Reference (cm):
+ 10.2 4.0
Head (cm):
17.8 7.0
CHT Tube(s) setting:
= 27.9
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
coefficient A: 0.00106081
1-ON
2-ON
NOTE:
Readings based
on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 34-43 minute mark
test hole presaturated
Water
change in
Chamber
clock
Elapsed Time
Q
K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm3lhr)
(cmlhr)
(inlhr)
gal/ft2lday
38.5
0.0
105.0
0.0
24.4
14.1
105,0
5.0
5.00
0.083
17766.0
18,8463
7.4198
111.012
7,5
16.9
105.0
10.0
5A0
0.083
21294.0
22.5888
8.8932
133.057
4.7
2.8
105.0
11,0
1.00
0.017
17640,0
18,7126
7.3672
110.225
51.2
12,0
37.5
13.7
105.0
15.0
3.00
0.050
28770.0
30.5194
12,0155
179.771
20.3
17.2
105.0
20.0
5.00
0,083
21672.0
22.9898
9.0511
135.419
4.6
15.7
105.0
25.0
5,00
0,083
19782.0
20.9849
8,2618
123.609
50.8
26.0
39.7
11.1
105.0
30.0
4.00
0,067
17482.5
18,5456
7.3014
109,241
27.8
1i,9
105.0
34.0
4.00
0.067
18742.5
19.8822
7.8276
117.114
16.2
11.6
105.0
38.0
4.00
0.067
18270.0
19.3809
7.6303
114.161
5.3
10.9
105.0
42.0
4.00
0.067
17167.5
18.2114
7.1698
107.272
2.3
3.0
105.0
43.0
1.00
0.017
18900.0
20.0493
7.8934
118.098
Final Ksat
19.381
7.630
1 114.161

HYDRAULIC CONDUCTIVITY STUDY
Trillium
Drip #2 -
F-21
Date: 8/6/2014
1cm
inches
Location: 16.0"
SET UP
Target Water Level: 22.9
9.0
FM
inches
Beginning Water Level: 25.4
10.0
Hole Depth (cm):
40.6
16.0
Ending Water Level: 24.1
9.5
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) selling:
= 33.0
Hove diameter (cm): 6.1
Hole radius (r): 2,55
Valve Setting:
x
coefficient A: 0.0009982
1-ON
2-ON
NOTE: Readings based on Ending
Water Level
Cove rsion Factor (C.F.):
105.0
average 45 - 60 minute mark
test hole presalurated
Water change in
Chamber clack
Elapsed Time Q K
K
K
Reading water level
C,F.
time (min)
(min)
(hr) (cm31hr) (cm(hr)
(in/hr)
gal1ft21day
47.1 0.0
105.0
0.0
39,8 7.3
105.0
10.0
10,00
0.167 4599.0 4.5906
1.8073
27.040
37.6 2.2
105.0
15.0
5.00
0.083 2772.4 2.7669
1,0893
16,298
35.2 2.4
105.0
20.0
5.00
0.083 3024.0 3.0184
1A884
17.780
31 4.2
105.0
30.0
10.00
0.167 2646.0 2.6411
1,0398
15.557
27.5 3.5
105.0
35.0
5.00
0.083 4410.0 4.4019
1.7330
25.929
24.8 2.7
105.0
40.0
5.00
0.083 3402.0 3.3958
1.3369
20.002
22,3 2.5
105.0
45.0
5.00
0.083 3150.0 3.1442
1.2379
18.521
19.4 2.9
105.0
50.0
5.00
0.083 3654.0 3.6473
1,4359
21.484
16.8 2.6
105.0
55.0
5.00
0.083 3276.0 3.2700
1.2874
19.261
14.1 2.7
105.0
60.0
5.00
0.083 3402.0 3.3958
1,3369
20.002
11.6 2.5
105.0
65.0
5.00
0.083 3150.0 3.1442
1,2379
1 18.521
FIna1 Ksat 3,320
1.307
1 19.558
HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2 -
F-21
Date:616/2014
IGM
inches
Location: 26.5"
SET UP
Target Water Level: 49.5
19.5
cm
inches
Beginning Water Level: 53.3
24.0
Hole Depth (cm)�
67.3
26.5
Ending Water Level: 50.8
20.0
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) setting:
= 59.7
Hole diameter (cm): 5.1
Hoie radius (r): 2.55
Valve Setting:
x
coefficient A: 0.0009982
1-ON
2-ON
NOTE: Readings based on Ending
Water Level
Coversion Factor (C.F.):
105.0
average 50 - 65 minute mark
test hole presaturated
Water change in
Chamber
clock
Elapsed Time Q K
K
K
Reading crater level
C.F.
time (min)
(min)
(hr) (cm3lhr) (cmlhr)
(inlhr)
gallft2lday
46.8 0.0
105.0
0.0
36.7 10.1
105.0
10.0
10.00
0,167 6363.0 6.3513
2.5005
37.412
25.7 11.0
105.0
15.0
5,00
0 083 13860.0 13.8345
5.4467
81.491
17.5 8.2
105.0
20.0
5.00
0,083 10332.0 10,3130
4.0602
60.748
3.1 14.4
105.0
30.0
10.00
0.167 9072.0 9.0553
3.5651
53.340
48.9
31.0
42 6.9
105r0
35.0
4,00
0,067 10867.5 10,8475
4.2707
63.696
35.2 6.8
105.0
40.0
500
0.083 8568.0 8.5523
3.3670
50.376
28.3 6.9
105.0
45.0
6,00
0,083 8094.0 8,6780
3.4165
51.117
22.1 6.2
106.0
50.0
5,00
0 083 7812.0 7.7977
3.0699
45.931
15.6 6.5
105r0
55.0
6,00
0,083 8190.0 8.1750
3.2185
48.154
9.3 6.3
106.0
60.0
500
0 083 7938.0 7.9234
3.1195
46.672
3.1 6.2
105.0
65.0
5,00
0.083 7812.0 7.7977
3.0699
1 45.931
Final Ksat 7,923
3.119
1 46.872

HYDRAULIC CONDUCTIVITY STUDY
Trillium
Drip #2 - F-21
Oats: 8f7t2014
1cm
inches
Local€orr 41.0"
SET UP
Target Water Level: 86.4
34.0
cm inches
Beginning
Water Level: 91.4
36.0
Hole Depth (cm):
104.1 41.0
Ending
Water Level: 88.9
35.0
Reference (cm):
+ 102 4.0
Head (cm):
17,8 7.0
CHIT Tube(s) selling:
= 96.5
Hole d [a meter (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
coefficient A! 0.0010608
1-ON
2-ON
NOTE:
Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 50.65 minute mark
test hole presaturated
Water change in
Chamber dock
Elapsed Time
Q K
K
K
Reading water level
C.F.
time (min)
(min)
(hr)
(cm3lhr) (cntlhr)
(inlhr)
gallfl2lday
51.4 0.0
105.0
0.0
45.8 5.6
105.0
5.0
5.00
0.083
7056.0 7.4851
2.9469
44.090
39.8 6.0
105.0
10.0
5.00
0.083
7550.0 8.0197
3.1574
47.239
34.4 5.4
105.0
15.0
5.00
0.083
6804.0 7.2177
2.8416
42,515
27.9 6.5
105.0
20.0
5.00
0.083
8190.0 8.6880
3.4205
51.176
20.6 7.3
105.0
25.0
5.00
0.083
9198.0 9,7573
3.8415
57.474
12.6 &0
105.0
30.0
5.00
0.083
10080,0 10.6929
4.2098
62.986
4.7 7.9
105.0
35.0
5.00
0.063
9954.0 10.5593
4.1572
62.198
47.6
36.0
40.3 7.3
105.0
40.0
4.00
0.067
11497.5 12.1966
4.8018
71.843
32.5 7.8
105.0
45.0
5.00
0.083
9828.0 10,4266
4.1046
61.411
25.1 7.4
105.0
50.0
6.00
0.083
9324.0 9.8910
3.8941
58.262
17.6 7.5
105.0
55.0
5.00
0,083
9450.0 10,0240
3.9467
59.049
10.6 7.0
105.0
60.0
5.00
0.083
8820.0 9.3563
3,6836
55A 12
3.5 7.1
105.0
65.0
5.00
0.083
8946.0 9.4900
3,7362
1 55.900
Final Ksat 9.690
3,815
1 67.081

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip 42 - F-25
Date: 8/6/2014
1cm
inches
Location: 12.0"
5ET UP
Target Water Level: 12.7
5.0
cm inches
Beginning Water Level: 16.5
6.5
Hole Depth (cm):
30.5 12.0
Ending Water Level: 15.2
6.0
Reference (cm):
+ 10.2 CO
Head (cm):
17.8 7.0
CHT Tube(s) setting:
= 22.9
Hole diameter (cm): 5.1
Hole radius (r): 2.55
Valve Setting:
x
coefficient A: 0,00112472
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105,0
average 15 - 52 minute mark
test hole presaturated
Water
change in
Chamber
clock
Elapsed Time
Q K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm31hr) (cnVhr)
(in/hr)
gallft2lday
50
0.0
105.E
0.0
43.2
6.8
105.0
5.0
5,00
0.083
8565.0 9.6366
3.7939
56.763
38.1
5.1
105.0
10.0
5.00
0,083
6426.0 7.2275
2.8455
42.573
33.8
4.3
105.0
15.0
5.00
0.083
5418.0 6.0937
2.3991
35.895
19.8
14.0
105,0
30.0
15,00
0.250
5880.0 6.6134
2.6037
38.955
15.6
4.2
105.0
35.0
5.00
0.083
5292.0 5.9520
2.3433
35.060
11.2
4A
105.0
40.0
5.00
0.083
5544.0 6.2355
2.4549
36.729
7
4.2
105.0
45.0
6.00
0.083
6292,0 5.9520
2.3433
35,060
2.4
4.6
105.0
50.0
5.00
0,083
5796.0 6,5189
2.5665
38.399
0.6
1.8
105.0
52.0
2.00
0.033
6670.0 6.3772
2.5107
37.564
Final Ksat 6.249
2.460
36.809
HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip
#2 - F-25
Date' 8/612014
1CM inches
Location: 27.0"
SET UP
Target Water Level: 50.8 20.0
cm
inches
Beginning Water Level 57.2 22.5
Hole Depth (cm):
68.8
27.0
Ending Water Level: 53.3 21.0
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) selling:
= 61.0
Hole diameter (cm): 5.1
Hole radius (r): 2.55
Valve Setting:
x
coefficient A: 0.00112472
1-ON
2.ON
NOTE:
Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
average 35 - 54 minute mark
test hole presaturated
Water
change in
Chamber
clock
Elapsed Time
Q K
K
K
Reading
water level
C.F.
time (min)
(min)
(hr)
(cm3lhr) (enVhr)
(iNhr)
gallf0day
51
0.0
105.0
0.0
38.9
12.1
105.0
5.0
5.00
0.083
15246.0 17,1475
6.7510
101.006
29.4
9.5
105.0
10.0
5.00
0.083
11970.0 13.4629
5.3004
79.302
20.4
9.0
105.0
15.0
5,00
0.083
11340.0 12.7543
5,0214
75.128
0
20.4
105.0
25.0
10,00
0.167
12852.0 14.4549
5.6909
85.145
49.2
26.0
41.2
8.0
105.0
30.0
4.00
0.067
12600.0 14.1715
5.5793
83.476
33.1
8.1
105.0
35.0
5.00
0,083
10206.0 11.4769
4.5193
67.615
24.3
8,8
105.0
40.0
5.00
0,083
11088.0 12.4709
4,9098
73.459
15.8
85
105.0
45.0
6,00
0.083
10710.0 12.0458
4.7424
70.954
7.6
8.2
105.0
50.0
5.00
0.083
10332.0 11,6206
4.5750
68.450
0.8
6.8
105.0
64.0
4.00
0.067
10710.E 12.0458
4.7424
70.954
Final Ksat 11.932
4.698
70.28E

HYDRAULIC CONDUCTIVITY STUDY
Tri[Wrn Drip fit - F-25
Date:81712014
1crn
inches
Location: 42.0''
SET UP
Target Water Level: 88,9
35.0
cm
inches
Beginning Water Level: 94-0
37.0
Hole Depth (cm):
1067
42.0
Ending Water Level: 927
36.5
Reference (cm):
+ 10.2
4.o
Head (cm):
17.8
7.0
CHT Tube(s) setting:
= 99.1
Hole diameter (cm): 5.7
Hole radius (r): 2.85
Valve Setting:
x
cootficiant A: 0.00120401
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
averaged 34-48 minute mark
test hole presaturaied
Water change in
Chamber
clock
Elapsed
Time Q K
K
K
Reading water level
C.F.
time (min)
(min)
(hr) (cm3lhr) (crnlhr)
(inku)
gallft2lday
49 0.0
105,0
2.0
38.6 10.6
105.0
6.0
4.00
0.067 16537.5 19.9113
7.8391
117.286
26.3 12.2
105.0
11.0
5.00
0.083 15372.0 18.5081
7.2866
109.020
15,2 11,1
105,0
16,0
5.00
0.083 13986,0 16,8393
6,6296
99.190
2.8 12.4
105.0
22.0
6.00
0.1c0 13020.0 15.6762
6.1717
92.339
46,5
23.0
34.9 11.6
105.0
29.0
6.00
0.100 12180.0 14.6649
5.7735
88.382
26 8.9
1050
34.0
5.00
0 083 11214.0 13.5018
5.3157
79.631
17.4 8.6
106.0
39,0
5.00
0,083 10836,0 13,0467
5,1365
76,850
8.6 8.8
105.0
44.0
5.00
0.083 11088.0 13.3501
5.2559
78.637
1.4 7.2
105.0
48.0
4.00
0,067 11340.0 13.6535
5.3754
80.424
Final Ksat 13.388
5.271
1 78.861

HYDRAULIC CONDUCTIVITY STUDY
Trillium Drip #2 - G-27
Date:81612014
1cm
inches
Location: 11.0"
SET UP
Target Water Level: 10.2
4.0
cm
inches
Beginning Water Level: 14.0
5.6
Hole Depth (cm):
27.9
11.0
Ending Water Level: 14.0
5.5
Reference (cm):
+ 10.2
4.0
Head (cm)'.
17.8
7.0
CHIT Tube(s) setting:
= 20.3
Hole diameter (cm): 5.1
Hole radius (r): 2.55
Valve Setting:
x
coefficient A: 0.00127888
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
average 20 - 70 minute mark
test hole presaturated
Water change in
Chamber
clock
Elapsed Time Q K
K
K
Reading water level
C.F.
time (min)
(min)
(hr) (cm3lhr) (cnVhr)
(inlhr)
gallftMay
46.5 0.0
105.0
0.0
44 2 5
105,0
5.0
5.00
0.083 3150.0 4.0285
1.5860
23.729
40.4 3.6
105.0
10.0
5.00
0.083 4536.0 5.8010
2,2839
34.170
38.8 1,6
105.0
15.0
5.00
0.083 2016.0 2.5782
1.0160
15.187
37.3 1.5
105.0
20.0
5,00
0.083 1890.0 2.4171
0.9516
14.238
32 5.3
105.0
35.0
15.00
0.250 2228.0 2.8468
1.1208
16.769
27.9 4.1
105.0
45.0
10.00
0.167 25B3.0 3,3033
1.3005
19.458
26.3 1.6
105.0
50.0
5.00
0.083 2016.0 2,6782
1.0150
15.187
24.3 2.0
105.0
55,0
5.00
0.083 2520.0 3.2228
12688
18.983
22.5 1.8
105.0
00.0
5.00
0.083 226B.0 2.9005
1.1419
17.085
20.7 1.a
105.0
65.0
5,00
0.083 2268.0 2.9005
1.1419
17.085
19 1.7
105.0
70.0
5.00
OA83 2142.0 2.7394
1.0765
18.136
Final Ksat 2.832
1.115
16.681
HYDRAULIC CONDUCTIVITY STUDY
Trillium Dip #2 - G-27
_j
Date:81612014
em
inches
Location: 24.0"
SET UP
Target Water Level: 43.2
17.0
cm
inches
Beginning Water Level: 48.3
19.0
Hole Depth (cm)'.
61.0
24.0
Ending Water Level: 45.7
18.0
Reference (cm):
+ 10.2
4.0
Head (cm):
17.8
7.0
CHT Tube(s) setting:
= 53.3
Hole diameter (cm): 5.1
Hale radius (r): 2.55
Valve Setting:
x
coetftlent A: 0.00112472
1-ON
2-ON
NOTE: Readings based on Ending Water Level
Coversion Factor (C.F.):
105.0
average 20 - 70 minute mark
test hole presaturated
Water change in
Chamber clock
Elapsed Time Q K
K
K
Reading water level
C.F.
time (min)
(min)
(hr) (cm3lhr) (cmlhr)
(irUhr)
galff0clay
49.8 0.0
105.0
0.0
44.4 5.4
105.0
5.0
5.00
0.083 6804.0 7.6526
3.0128
45.077
41.6 2.8
105.0
10.0
5.00
0.083 3528.0 3.9680
1.5622
23.373
39.3 2.3
105.0
16.0
5.00
0.083 2898.0 3,2594
1.2832
19.199
37.1 2.2
105.0
20.0
5.00
0,083 2772.0 3.1177
1.2275
18.365
30.1 7.0
105.0
35,0
15.00
0,250 2940.0 3.3067
1.3018
19.478
25.6 4.5
105.0
45.0
10.00
0.167 2835.0 3.1886
1,2553
18,782
23.1 2.5
105.0
50.0
5.00
0.083 3150.0 3.5429
1.3948
20.869
20.8 2.3
105.0
55.0
5.00
0.083 2898.0 3.2594
1.2832
19.199
18.4 2.4
105.0
60.0
5,00
0.083 3024.0 3.4012
1.3390
20,034
16.2 2.2
105.0
65.0
5,00
0.083 2772.0 3,1177
12275
18.365
13.9 2,3
105,0
70.0
5.00
0.083 2898.0 3.2594
1.2832
19,199
Final Ksat 3.274
1.289
119.286

Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
3.0 Hydrogeology and Aquifer Hydrology
Trillium Development
EAA Project No. WIS 01 - 14
3.0 - HYDROGEOLOGY AND AQUIFER HYDROLOGY:
3.1 General Hydrology:
The hydrogeology portion of this evaluation focuses on the drainage of the reclaimed water into and
through the soil at the irrigation areas. This movement is characterized by infiltration rates (often
described as Kj. During infiltration, water gravity drains from the surface through unsaturated
interstices into the capillary zone and subsequently into the water table aquifer. As the irrigated
water reaches the water table surface, the water table surface will be rising as a result of the new
water (mounding). A possible loading alternative would be to irrigate using carefully controlled
heads to prevent runoff. The best alternative would be to use drip irrigation with the top 18 inches
removed and replaced with permeable sand that can be maintained at the surface, because hydraulic
conductivity appears to increase with depth, below the A horizon and leaf litter.
3.2 Ksat Analyses:
The Compact Constant Head Permeameter results, completed by Steve Melin, NCLSS (Mountain
Soils Incorporated) are attached in the appendix. This data was sorted into hydraulic conductivity
results for A and B horizons and for BC and C horizons (Table 3A Ksat A & B; and 313, Ksat BC
& C Summary). The geomean hydraulic conductivity value for the A and B horizons was calculated
to be 3.28 inch per hour or 6.57 feet per day. The geomean hydraulic conductivity value for the BC
and C horizons was calculated to be 3.75 inch per hour or 7.5 feet per day. Each Ksat grouping was
mapped using Surfer'-' (Figure 2, Hydraulic conductivity Map Soils A and B Horizons) (Figure 3,
Hydraulic conductivity Map Soils BC and C Horizons).
An air rotary drilled piezometer was constructed to a depth of 51 feet below land surface in the
vicinity of Irrigation area A. The saprolite transitioned to rock at 51 feet. The water level in the well
was at 49.5 feet below land surface. P7 was competed by Mike Owens, P.G., to a depth of 22.1 feet
below land surface south of the entrance road from P6. There were other piezometers that were
attempted in this area however these were made to depths of less than 19 feet below land surface.
These were dry. P7 had a trace of water in the bottom (See Soil Boring Logs - Appendix by
Mountain Soils Incorporated).
3- I

Hydrogeologic and Soil Investigation
Treated Waste`vater Irrigation Site
3.0 Hydrogeology and Aquifer Hydrology
Trillium Development
EAA Project No. WIS 01 - 14
3.3 Water Table Contour:
The water table surface is generally influenced by heterogeneity in the soil/saprolite matrix,
recharge, slope, water table aquifer characteristics (boulders and secondary permeabilities), the
hydrologic relationship with underlying fracture pattern, surface drainage and near surface
permeability. The water table contour map is based on very localized information from the
piezometer sites as calibrated with a MODFLOW simulation (Figure 1, Location Map), The water
level data on all of the piezometers was collected for calibration on February 22, 2014 (Table 4,
Water Level Data) (Figure # 4, Water Table Contour Map), The same water table information was
used to calibrate the model for non loading conditions. Piezometers used in the preparation of the
water table contour map serve as the basis for calibration for the MODFLOW simulation, allowing
for seasonal evapotranspiration, average rainfall and estimated drain conductance for the streams.
3.4 Unsaturated Thickness Mapping:
The depth to water was determined from a synoptic measurement of nine piezometers completed in
the boulder alluvium ("to refusal") (Table # 4, Water Table Data). The depth to the water table is
largely a function of elevation, topography and thickness of saprolite, however, late February reflects
seasonal high conditions, even though evapotranpiration has little effect on the deep water surfaces..
The water level in P6 (the test piezometer) was 49.66 feet (synoptic February 22, 2014. The
MODFLOW calibration combined these measurements with piezometers on vacant lots north of
Honey Bee Bend and in the boat storage areas..
3 - 5 Aquifer Testing:
At Piezometer P7, a time recharge aquifer test was performed by Edwin Andrews & Associates, PC
to try to get an approximate value for transmissivity. The saprolite was estimated to be between
40 feet thick for modeling purposes, The screen fully penetrated the saturated bottom of the saprolite.
The aquifer test at the boat storage area at P1 was completed on March 28, 2014. Using Neuman
type curves for unsatruated flow a Transmissivity of 173 square feet per day and a hydraulic
conductivity for 22 feet of saprolite was calculated to 7.9 feet per day and the specific yield was
calculated 0.119, The observation well was located 12 feet from the pumping well which was
pumped 3.2 gallons per minute for 24 hours. The maximum drawdown was 1.14 feet in the
observation well. In the MODFLOW simulation model the thickness varies to approximately 30
feet, with initial conductivity values in the range of 6 to 9 feet per day.
3- 2

Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
3.0 Hydrogeology and Aquifer Hydrology
Trillium Development
EAA Project No. WIS 01 - 14
A second test was made by adding one gallon per minute in P6. As a Piezometer, P6 had only 1.5
feet of screen in a saturated portion of the saprolite. The transmissivity was calculated to be 38.4
square feet per daywith an aquifer thickness of 1.5 feet resulting in ahydraulic conductivity of2.563
feet per day. The MODFLOW used a hydraulic conductivity of 2.0 feet per day in the vicinity of
the disposal area and 7.5 feet per day to the north.
3 - 6 Site Conceptual Model:
A three layer model was configured using the estimated thickness of the boulder/saprolite Layer 1 and
Layer 2 between 20 to 60 feet at the site, with land surface elevation to define the top of layer 1. A
hypothetical rainfall value for the initial steady state calibration was 0.0084 feet per day (based on
36 in/yr recharge after runoff)("A Survey of Ground Water Resources in the Cashiers, North Carolina
Vicinity" Stephen D. Webb March 2005). The evapotranspiration values were estimated for a steady
state model for winter conditions at 0.001 feet per day (42 inches per year adjusted for February).
Taking into account the lack of knowledge about the fracture aquifer and the impact of the steep
topography, the modflow results were used only to determine general flow and mounding conditions.
The degree of mounding and predictions will be very general. The purpose of the model is to identify
possible areas for concern rather than to predict precise conditions.
3 - 7 Site Model Calibration:
A modflow simulation was made for a 167 by 143 grid for a 4,800 by 3,800 foot domain, using three
layers. The three layers represent: Layers 1 and 2 simulate boulders/saprolite; and Layer 3 fracture
aquifers (Figure 5A and 513, Model Domain and Grid). Using the known water levels a calibration
model was configured, beginning with the tested coefficients. Generally, the hydraulic conductivity
measurements were adjusted to help to roughly calibrate to the observed water levels in the vicinity
of the waste water irrigation areas (Figures 5C through 5E, Conductivity Values). The resulting
calibration had a normalized root mean squared error of 5.061 per cent and a residual mean of 1.931
feet (Figures 5F through 511, Calibration Results)(Table 6, Calibration Results). The sensitivity
analysis showed that the range for hydraulic conductivity values are reasonable (Figures 51 through
50, Sensitivity Results)(Table 7, Sensitivity Analysis). Variables such as recharge, discharge
boundaries, rainfall recharge, evapotranspiration and leakage were not adjusted because ofthe limited
scope of testing and subsequent number of data points. The boulder/saprolite wells were used to
calibrate the water table aquifer.
3- 3

Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
3.0 Hydrogeology and Aquifer Hydrology
Trillium Development
EAA Project No. WIS 01- 14
The transition from the calibration model to the first loading model was made by adding recharge of
1.3 gallons per day per square foot for the four areas. The rainfall recharge and evapotranspiration
are based on rainfall data from Jackson County to determine seasonal high and loading variations
A sensitivity analysis revealed that the hydraulic conductivity of 6 feet per day and 7.5 feet per day
could have been increased by 30%, resulting in a normalized root mean squared error of 4.022 and
a residual mean of-0.512. In order to be conservative the loading analysis uses the lower hydraulic
conductivity values of 6 feet per day in the four disposal areas..
3 - 6 Loading Model:
The Visual MODFLOW " simulation shows water levels for a loading of 64,000 gallons per day in
four disposal areas totaling 49,187 square feet (Figure 5P, Recharge Model)(Area A = 3,217 sq. ft.;
Area B=11,294 sq. ft.; Area C= 20,081 sq. ft.; and Area D = 14,595 sq. ft.).
The loading rate of 1.3 gallons per day per square foot was added to the fluctuating rainfall values to
determine the loading values (Table 3, Recharge Data - feet per day for each 30 day cycle simulating
monthly). The water levels were predicted using a twenty year simulation using monthly recharge
values, staring with the calibration water levels. The maximum water levels in a hypothetical
piezometer in the middle of; Area A is 3,741 feet above mean sea level for a wet period; Area B is
3,715 feet above mean sea level ; Area C is 3,689 feet above mean sea level; and Area D is 3,656 feet
above mean sea level for a wet period. These values reflected an 8" in 10 wettest year (Figure 6A
through 6E, Loading Water Level Model Results - Equipotential Data). The effect of groundwater
recharge coming from the mountain to the south is evident.
The maximum drawdown (negative mound) in a hypothetical piezometer in the middle of the
Irrigation area occurs at 2,530 days for a wet period. The calculated mound value reflected an 8" in
10 wettest year at 22 feet at area A; 20 feet at Area B; 22 feet at area C; and 18 feet at area D. The
modeled unsaturated thickness was greater than 40 feet at these sites.
3 - 7 Agronomics - Nitrates Model:
The proposed loading rate of 1.3 gallons per day per square foot is less that a high rate infiltration
loading rate (greater than 1.5 g.p.d.lsq .ft.) and is greater than agronomic rates. As a result, this report
recommends the same water quality parameters defined in 15A NCAC 2T .0706. This permit
application will be for "Wastewater Irrigation Systems" defined in 15A NCAC 2T 0.500.
Specifically, if treatment is the same as that for a high rate infiltration system, predictive calculations
are provided using a solute transport simulation as defined in 15A NCAC 2T .0505 ( c ) "All wastes
3- 4

HydrogeoIogic and Soil Investigation
Treated Wastewater Irrigation Site
3.0 Hydrogeology and Aquifer Hydrology
Trillium Development
EAA Project No. WIS 01 - 14
shall be applied at agronomic rates unless predictive calculations are provided that document State
groundwater standards will be protected".
The purpose of the MODFLOW simulation was to establish general characteristics that will influence
solute movement. Using MT3D, in conjunction with MODFLOW, a Nitrate loading was added to
the irrigation areas at 1.3 gallon per day per square foot at 10 milligrams per liter (Figure No 9A
through 9E, Nitrates Model Layer 1). The results show that there should not be a contravention of
nitrates based on advection, denitrification and dilution. However nitrate concentrations only
approached 8 milligrams per liter in the modeled cells adjacent to the irrigation area. The model did
not include denitrification, and adsorption, rather it simulated attenuation ( advection and diffusion)
during migration. Note that this model is not calibrated and is not intended to predict the final
concentrations after one year; rather, the model documents a possible conduit for monitoring
purposes.
3- 5

Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
4.0 Conclusions and Recommendations
Trillium Development
EAA Project No. WIS 01 -14
4.0 CONCLUSIONS AND RECOMMENDATIONS:
4.1 CONCLUSIONS:
This analysis has evaluated the soils and hydrologic characteristics of the proposed 64,000 gallons
per day waste water irrigation using four irrigation areas, at Trillium Development, Jackson County,
North Carolina. The environmental impact using irrigation will be reduced compared to alternative
disposal methods, because of waste water treatment with nutrient reduction.. The area calculations
are based on an inspection of the proposed plan. The actual loading area may be refined by Mr.
Robert Burgin, Jr. P.E., Burgin Engineering, Inc. The new wastewater treatment plant will reduce
Nitrates to levels less than allowed under 15A NCAC 2L, Groundwater Standards.
MODFLOW simulations of the infiltration identify that the mounding will be ; 3,741 feet above
mean sea level at Area A; 3,715 feet above mean sea level at Area B; 3,689 feet above mean sea
level at Area C: and 3,656 feet above mean sea level at Area D. There are no artificial groundwater
controls proposed or analyzed in the MODFLOW simulation.
4.2 RECOMMENDATIONS:
The recommendations resulting from this analysis are summarized as follows:
• Remove the uppermost one and one half foot of sediment beneath the irrigation areas or drip
lines (as selected by Robert Burgin, PE), and replace with well sorted sand to the final grade.
• Use a loading rate of 1.3 gallons per day per square foot on the four wastewater irrigation
sites that total 49,187 square feet. This will accommodate 64,000 gallons per day.
• Basin A is proposed to be 3,217 square feet; Basin B is proposed to be 11,294 square feet'
Basin C is proposed to be 20,081 square feet; and Area D is proposed to be 14,595 square
feet.
• Improve treatment by reducing the nitrates to 10 mg/l in the effluent. This will help to
protect the water quality flowing to the Lake Glenville. The predictive model shows only
a slight reduction of Nitrates to 8 mg/l, therefore reduction to 10 mg/1 is minimal.
4- 1

Hydrogeologic and Soil Investigation
Treated Wastewater Irrigation Site
4.0 Conclusions and Recommendations
Trillium Development
)CAA Project No. WIS 01 - 14
The computer analysis and soils evaluation indicate that a loading of 64,000 gallons per day of
treated wastewater at a loading rate up to 1.3 gallons per day per square foot is appropriate for this
site. The solute transport model for the infiltration basin confirmed that contravention at the
compliance boundaries for the site is unlikely because of the improveA401d
��tAs'tdlsand attenuation
processes.
August 26, 2014
Edwin E. Andrews III, P.G., N.0
ANV r
4.3 LIMITS OF INVESTIGATION:
Data presented in this investigative report represent isolated data points. Conclusions of this report, iWC,it:
calculations and models, are based on extrapolations between data points and on subjective hydrogeologt
geologic interpretation, therefore, may not be completely representative of all conditions in the study area.
Conclusions and recormnendations of this report are based on best available data, collected within budgetary constraints
of the original proposal. It is the premise of this effort that the information collected and analyzed is representative of
a reasonable effort to understand and solve the existing problem. No guarantee is expressed or implied that new or
additional data will not be required at a later time.
Consulting Hydrogeologist and Soil Scientist for
EDWIN ANDREWS & ASSOCIATES, P.C.
4-2

BLIOGRC1iPH 1L
Daniel, Charles C. III and Dahlen, Paul R., "Preliminary Hydrogeologic Assessment and Study Plan
for a Regional Ground -Water Resource Investigation of the Blue Ridge and Piedmont Provinces of
North Carolina," U.S. Geological Survey, Water -Resources Investigations Report 02 - 4105, Raleigh,
North Carolina 2002.
Elmers, Jo Leslie, Weaver, J. Curtis, Terziotti, Silvia and Midgette, Robert W., "Methods of Rating
Unsaturated Zone and Watershed Characteristics of Public Water Supplies in North Carolina." U.S.
Geological Survey, Water -Resources Investigations Report 99 - 4283, Raleigh, 2000.
Hardy, W.V. and Hardy, J.D., Weather and Climate in North Carolina. Bulletin 396, North Carolina
Agricultural Experiment Station. 1971.
Hatcher, Robert D. Jr and Goldberg, Steven A., "The Blue Ridge Geologic Province" in Horton, J.
Wright, Jr. and Zullo, Victor A., The Geology of the Carolinas Carolina Geological Society
Fiftieth Anniversary Volume, The University of Tennessee Press, Knoxville 1991.
Marsh, Owen T. and Laney, Robert L., "Reconnaissance of the Ground -Water Resources in the
Waynesville Area, North Carolina," Bulletin 8, 1965.
McKniff, JosephM., PhD Dissertation„ "Geology of the Highlands -Cashiers Area, North Carolina,
South Carolina and Georgia"Rice University 1967.
Sherrill, Michael L.,, "Soil Survey of Jackson County, North Carolina," Natural Resource
Conservation Service June 1997.
Webb, Stephen M., "A Survey of Ground Water Resources in the Cashiers, North Carolina
Vicinity," North Carolina Department of Environment and Natural Resources, March 2005

TABLE 1
Trillium - Model Input Data:
Pa)-ameter
Unit
Unit
Aquifer Test at P1
T = 173sq ft/day
b = 25 ft
K = 6.95 ft/day
Sy = 0.119
Aquifer Test at P6
T = 15.3 sq ft/day
b = 1.5 ft
K= 10.2ftlday
Sy=0.188
Conductivity - White*
K = 7.5 ft./day
K' = 0.75 ft./day
Conductivity - Blue*
K = 0.5 ft./day
i K' = 0.05 ft./day
Conductivity - Teal*
K = 2 ft./day
K'= 0.2 ft./day
Conductivity - Green*
K = 0.5 ft./day
K' = 0.05 ft./day
Conductivity - Red*
K = 20 ft./day
K' = 2.0 ft./day
Conductivity - Purple'
K = 0.05 ft./day
K' = 0.005 ft./day
Conductivity - Gold*
K = 0.5 ft./day
K' = 0.05 ft./day
Conductivity - Lt Gray"
K = 0.01 ft./day
K' = 0.001 ft./day
Conductivity - Gray*
K = 0.8 ft./day
K' = 0,08 ft./day
Conductivity - Bright Blue*Disposal .Area
K = 6.0 ft./day
K' = 0.6 ft./day
Layer 1 - Thickness
50 to 100 ft.
Varies
Layer 2 -Thickness
30 to 60 ft.
Varies
Layer 3 - Thickness
500
Fixed
Lake
3,550 ft msl
conductance = 20 ft/day
Recharge calibration
.01 ft/day
estimate February.
ET calibration
.004 ft/day
estimate February.
Basin Recharge
0.174 ft/day
1.3 g.p.d./ sq. ft.
Domain East
4,800 ft
143Columns
Domain North
3,800 ft.
167 Rows
Area
18,240,000 sq. ft.
418 acres
Total Basin Area (4 .)
1.129 Acres
Maximum Water Level (results)
3,741 feet msl - Area A
See Figure 6A
Partial List - See Figures 5B through 5E, Maps Showing Conductivity Values

Trillium
Table 3A. Summary of Hydraulic Conductivity (Ksat) Measurrrierits - Soil
Easting
Northing
Location
Horizon
Depth
Results
NAD 83 FT.
NAD 83 FT,
in/hr
ft/day
763478
532800
G-25
Bw
12.0 - 18.0"
3.88
7.75
765541
533011
D-22
Bw
13.0 - 18.5"
10.75
21.50
763678
533086
D-19
Bw
14.0 - 20.0"
2.46
4.91
763684
532969
F-20
A
5.0 - 11.0"
4.08
8.16
763684
532969
F-20
Bw
20.5 - 26.5"
9.56
19.12
764328
533200
H-6
BtI
21.0 - 27.0"
1.18
2.37
764328
533200
H-6
Bt2
42.0 - 48.0"
1.25
2.50
764276
533410
D-5
Bw
14.5 - 20.5"
4.80
9.60
764276
533410
D-5
BC
39.0 - 45.0"
2.76
5.53
764187
533243
F-9
A
5.0 -11.5"
4.99
9.98
764187
533243
F-9
Bw
11.5 - 17.0"
7.86
15.73
764045
533285
D-11
Bw
14.5 - 20.5"
493
9.87
764111
533383
C-9
Bw
17.5 - 23.0"
5.72
11.45
763885
533257
C-14
A
5.5 - 11.0"
7.47
14.93
763885
533257
C-14
Bw
15.0 - 21.0"
3.75
7.49
763746
533183
C-17
A
5.5 - 11.5"
7.17
14.34
763746
533183
C-17
Bw
11.5 - 18.0"
2.89
5.77
763985
533075
G-14
Bw
14.5 - 20.0"
7.32
14.63
763979
533190
E-13
Bw
14.5 - 20.0"
7.17
14.33
763841
533115
E-16
A
5.0 - 11.0"
3.36
6.71
763841
533115
E-16
Bw
15.5 - 21.5"
5.91
11.81
763798
532974
G-18
Bw
12.0 - 17.0"
8.05
16.10
764186
533282
Pit 3
ApBw
6.5 - 13.0"
1.85
3.70
764052
533239
Pit l 1
ApBw
7,0 - 13.0"
3.35
6.70
764012
533191
Pit 12
ApBw
8.0 - 14.0"
2.59
5.18
763837
533072
Pit 14
Bw
7.0 - 13.0"
2.41
4.83
763886
533174
Pit 16
Bt
6.0 - 12.0"
2.04
4.07
763597
533073
Pit 19
Bw
5.5-12.5
2.47
4.94
763681
532997
Pit 21
Bt/Bw
5.5 - 12.0"
1,30
2.59
763681
532997
Pit 21
Bt/BC
19.0 -25.0"
0.88
1.76
763572
532987
Pit 23
Bw
6.0 - 12.0"
2.46
4.92
764358
533223
Pit 26
Bw
4.5 - 11.0"
1.57
3.14
763648
532987
E-21
Bw
8.0 - 14.0"
7.63
15.26
763642
532937
F-21
Bw
9.6 - 16.0"
1.31
2.61
763450
532850
F-25
Bt
6.0 - 12.0"
2.46
4.92
763400
532750
G-27
Bt
5.5 - ILO"
1.12
2.23
763400
532750
G-27
Bt
18.0 - 24.0"
1.29
2.58
Geomean
3.28
6.57

Trillium
Table 3B. Summary of Hydraulic Conductivity (Ksat) Measurments - Saprolite
E=asting
Northing
Location
Borizon
Depth
Results
NAD 83 FT.
NA❑ 83 FT.
inlhr
ftlday
763478
532800
G-25
Cl
47.0 - 52.5"
3.78
7.57
763478
532800
G-25
C2
126.0 - 131.5"
2.39
4.78
765541
533011
D-22
C
44.5 - 50.0"
6.57
13.14
765541
533011
D-22
C
122.0 - 128.0'
2.81
5.61
763678
533086
D-19
Cl
42.5-48.0"
6.57
13.14
763678
533086
D-19
C2
118.0 - 125.0"
1.96
3.91
763684
532969
F-20
C
47.0.53.0"
4.99
9.98
763684
532969
F-20
C
118.5. 124.0"
4,33
8.66
764328
533200
H-6
C
121.0 - 127.0"
6.71
13.42
764276
533410
D-5
C
117.5 - 123.0"
6.50
12,99
764187
533243
F-9
C
51.0 - 57.0"
5.44
10.99
764187
533243
F-9
C
123.0- 128"
5.95
11.90
764045
533285
D-11
Cl
55.0.61.0"
6.32
12.63
764045
533285
D-11
C2
117.5.123.0"
2.91
5.82
764111
533383
C-9
CB
29.5 - 35.5"
4.54
9.08
764111
533383
C-9
CB
119.5- 125.0"
3.53
7.01
763885
533257
C-14
A
5.5 - I IV
7.47
14.93
763885
533257
C- 14
CB
55,0 - 60.5"
3.39
6.77
763885
533257
C- 14
CB
123.0. 128.0"
6.79
13.59
763746
533183
C-17
C
79.5 - 85.0"
6.07
12.14
763985
533075
G-14
C 1
41.0 - 46.5"
5.38
10.75
763949
533050
0-15
CI
64.0 - 70.0"
5.26
10.52
763949
533050
G-15
C2
103.0 - 10&0"
2.66
5.32
763841
533115
E-16
A
5.0. 11.0
3.36
6.71
763841
533115
E-16
C
60.0 - 67.0"
1.23
2.46
763798
532974
G-18
C
36.5 - 42.5"
10.66
21.31
763798
532974
0-18
C
106.0 - 111.5"
7.11
14.21
764052
533239
Pit I I
BClC (firm)
18.5 - 24.5"
0.97
1.94
764012
533191
Pit 12
AplBw
8.0. 14.0"
2.59
5.18
763837
533072
Pit 14
C (firm)
20.0 - 26,0"
3.55
7.10
763837
533072
Fit 14
C
76.5 - 83.0"
1.99
3.78
763886
533174
Pit16
C
70.5-77.0"
6.24
12.47
763597
533073
Pit 19
BC
18.5 - 25.0"
2.52
5.03
763597
533073
Pit 19
C
98.0 - 104.0"
2.36
4.72
163681
532997
Pit 21
Bt 1 BC
19.0 -25.0"
0.88
1.76
763681
532997
Pit 21
C
84.5 - 90.5"
3.08
6.17
763572
532987
Pit 23
BC
23.5 - 28.0"
7.40
14.81
763572
532987
Pit 23
C
82.5 - 89.0"
2.41
4.82
764358
533223
Pit 26
BC
18.0 - 24.5"
1.09
2.18
763642
532937
F-21
BC
20.0 - 26.5"
3.12
6.24
763642
532937
F-21
C
35.0 - 41.0"
3.82
1.63
763450
532850
F-25
BC
21.0 - 27.0"
4.70
9.40
763450
532850
F-25
C
36,5 - 42.0"
5.27
10,54
763400
532750
G-27
C
34.0 - 39,5
3.82
7.64
Geamean
1 3.75
7.49

Trillium
Table 4, Water Level Data
763939
1 534637.36
3597.75
26.9
T7 -11/4" PVC
P1
3625.55
27.8
764008
534643.49
3597.86
26.04
T8 -1 1/4"PVC
P2
3624.8
26.94
763951
534196.39
3609.95
22.73
T6 - 1"PVC
P3
3633.58
23.63
763996
534157.53
3593.36
49.21
T4 -1"PVC
P4
3643.47
50.11
764036
534193.96
1 3594.33
49.66
T5 -1 1/2"PVC
P5
3644.89
50.56
763103
533239.46
3693.2
27.6
T3 -1 1/4"PVC
P6
3721.7
28.5
763487
532719.34
3756.62
20.3
T1- 2"PVC
P7
3777.82
21.2

Edwin Andrews & Assoc" PC Pumping test analysis Date: 23.03,2014 Tahic 5A, Page 1
P.O. Box 30653 NEUMAN's method
Raleigh, N.C. 27622 Unconfined aquifer with Project: Trillium
delayed wateriable response Evaluated by: eea
Pumping Test No. 1 Test conducted on: 3I2112014
Owl
Discharge 3.20 U.S.gallmin
cn
10"1 100 101
102
to,
100
10-1
192
3
10 10� 19-5 10
0 owl
Transmissivity [ftlld]: 1.73x102
Hydraulic conductivity [ftld]: 7,90 x 100
Aquifer thickness [ft]: 22.00
Storativity: 1.19 x 10-5
11u
102 1n3 1n4
-Theis
- - — -
_
-
eis
0.001
os0
20
1.0
�i
4.CD
lu- Iu- 10
Hydraulic conductivity vertical [ftld]: 2.65 x 101
Spedfic yield: 1.19 x 1 O-1
10, 10,

Edwin
Andrews & Assoc. PC
Pumping test analysis
Date: 23.03.2014
Tale 5A, Page 2
11
P.D.
Sax 30653
NEUMAN's method
Raleigh,
N,c, 27622
Unconfined aquifer with
Project: Trillium
delayed watertable response
1 Evaluated by: eea
Pumping
Test No. 1
Test
conducted on: 3121/2014
I
P1
owl
Discharge
3.20 U.S.gallmin
Distance
from the pumping well 12.00 ft
Static
water level: 0.00 ft below datum
Pumping test duration
Water level
Drawdown
Idl
Iftl
Iftl
2
0,00278
0.40
0.40
3
0.00417
0.59
0.59
4
0.00556
0.71
0.71
5
0.00694
0-TT
0.77
6
0.00833
0.81
0 81
7
0.00972
0.84
0.64
8
0,01111
0.86
0.66
9
0.01250
0.88
0.88
10
0.01389
0.88
0.88
11
0.01528
0.90
0,90
12
0.01667
0.91
0.91
13
0.01606
0.91
0.91
14
0.01944
0.90
0.90
15
0.02083
0.91
0.91
16
0.02222
0,91
0.91
17
0.02361
0.93
0.93
18
0.02500
0.93
0,93
19
0.02639
0.93
0.93
20
0,02778
0.94
0.94
21
0.02917
0.95
0.95
22
0.03056
0.95
0.95
23
0.03194
0.94
0.94
24
0.03333
0.94
0.94
25
0.03472
0.95
0.95
26
0.03611
0.95
0.95
27
0.03750
0.95
0.95
28
0.03889
0-95
0.95
291
0.04028
0.95
0.95
30
0.04167
0.96
0.96
31
0.04306
0.96
0.96
32
0,04444
0.97
0,97
33
0.04583
0.95
0.96
34
0.04722
0.96
0.96
35
0.04861
0.97
0.97
36
0.05000
0.98
0-98
37
0.05139
0.97
0.97
38
0.05278
0.97
0.97
39
0,05417
0.97
0.97
40
0.05556
0,97
0.97
41
0.05694
0.97
0.97
42
0.05833
0,98
0.98
43
0.05972
0.97
0.97
44
0.05111
0.98
0.98
45
0.08250
0,99
0.99
461
0.06389
1.00
1.00
i 47
0.06528
0.99
0-99
48
0.06667
0.96
0.98
49
0.06806
0.93
0.98
50
0.06944
0.98
0.98

Edwin
P.R.
Raleigh.
Andrews & Assoc. PC
Box $0653
N.C.27622
Pumping test analysis
NEUMAN's method
Unconfined aquifer with
Date: 23.0320%
Aroject: Trillium
Table 5A, Page 3
delayed watertable response
Evaluated by: eea
Pumping
Test No. 1
Test
conducted on: 3/21/2014
Pi
owl
Discharge
3.20 U.S.gallmin
Distance
from the pumping well 12.00 ft
Static
water level: 0.00 ft below datum
Pumping test duration
Water level
Drawdown
f
[d]
[ftl
[ft1
51
0.07083
0,98
0.98
52
0.07222
0.98
0.98
53
0,07361
0.98
0.98
54
0.07500
0.99
0.99
G
55
0.07639
1.00
1.00
56
0.07778
0.99
0_99
57
0.07917
0.99
4.99
l
58
0.08056
0.99
0_99
59
0.08194
0.99
0.99
60
0.08333
0.99
0.99
61
0,08472
{ 0.99
0.99
62
0.08611
1.00
1.00
`
63
0.OB750
1.01
1.01
64
0.08989
1.00
1.00
65
0.09028
1,01
1.01
66
0.09167
1.01
1.01
67
0.09306
1,01
1.01
68
0.09444
1.00
1.00
69
0.09583
1,00
1.00
70
0.09722
1.01
1.01
71
0.09861
1.01
1.01
72
0.10000
1.01
1.01
73
0.10139
1.01
1.01
74
0.10278
1.02
1.02
75
0.14417
1.03
1.43
76
0.10556
1.02
1,02
77
0.10694
1.01
1.01
78
0.10833
1.01
1.01
79
0.10972
1.03
1.03
80
0.11111
1.02
1.02
81
0.11250
1.02
1,02
32
0.11389
1.02
1.02
83
0.11523
1.02
1.02
84
0.11667
1.02
1.02
i B5
0.11806
1.02
1.02
W
0.11944
1.02
1.02
87
0.12063
1.02
1.02
88
0.12222
1.02
1.02
89
0.12361
1.02
1.02
90
0,12500
0,88
0.88
91
0.12639
0.96
0.96
921
0.12778
0.99
0.99
93
0.12917
1.01
1.01
94
0,13056
1.02
1.02
95
0.13194 1
1.02
1.02
96
0.13333
1.01
1.01
97
0.13472
1.01
1.01
98
0.13611
1.01
1_01
I
99
0.13750
1.02
1.02
100
0.13889
1.01
1.01

Edwin Andrews & Assoc_ PC Pumping test analysis I Date: 23.03.2014 Table 5A, Page 5
P.Q. Sox 30653 NEUMAN's method
Raloigh. Me.27622 Unconfined aquifer with Project: Trillium
delayed watertable response Evaluated by: eea
Pumping Test No. 1
Test conducted on: 2121/2014
P1
owl
Discharge 3.20 U.S.gallrrin
Distance from the pumping well 12.00 ft
Static water level: 0.00 ft below datum
Pumping test duration Water level Drawdown
[d] [ftl Eft]
151
0.20972
1.03
1.03
152
0.21111
1.03
1.03
153
0.21250
1.02
1.02
154
0.21389
1.03
1.03
155
0.21528
1.03
1.03
156
0.21667
1.03
1.03
157
0.21806
1.03
1.03
158
0.21944
1.04
1.04
159
0.22083
1,04
1.04
160
0.22922
1.04
1.04
161
0.22351
1.03
1.03
162
0.22500
1.03
1,03
163
0.22639
1.02
1.02
164
0.22778
1.02
1.02
165
0.22917
1.03
1.03
166
0.23056
1.03
1.03
167
0.23194
1.03
1.03
168
0.23333
1.04
1.04
169
0,23472
1.04
1.04
170
0.23611
1.03
1.03
171
0.23750
1.02
1.02
172
0.23889
1,02
1.02
173
0.24028
1.02
1.02
174
0.24167
1.03
1.03
175
0,24306
1.03
1.03
176
0.24444
1.02
1.02
177
0,24583
1.02
1.02
178
0.24722
1,03
1.03
179
0,24861
1.04
1.04
180
0.25000
1.02
1.02
181
0.25139
1.03
1.03
182
4.25278
1.03
1.03
183
0.25417
1.03
1.03
r
184
0.25555
1.03
1.03
185
0,25694
1.03
1.03
186
0.25833
1.03
1,03
1
187
0.25972
1.04
1.04
188
0.28111
1.06
1.06
j
189
0.26250
1.06
1.06
190
0.26389
1.03
1.03
f 191
0.26528
1.03
1.03
192
0.26667
1A3
1.03
193
0.26806
1.04
1.04
194
0.26944
1.05
1.05
195
0.27083
1.04
1.04
196
0.27999
1.05
1,05
197
0.27361
1.05
1.05
198
0,27500
1.05
1.05
199
0.27639
1.05
1.05
U 4uu I U.ci 1 to J ?.U4 I1.U4 I

Edwin Andrews 3 Assoc. PC Pumping test analysis Date: 23.03.2014 Table SA, Page 6
P.Q. Box 30653 NEUMAN's method
Raleigh. N.C.27622 Unconfined aquifer with Project: Trillium
delayed watertable response Evaluated by: eea
Pumping Test No. 1
Test conducted on: 3/2112014
P1
cw1 '
Discharge 3.20 U.S.gallmin
Distance from the pumping well 12.00 ft
Static water level: 0.00 ft below datum
Pumping test duration
[d]
Water level
[ft]
❑rawdown
[ft]
201
0.27917
1.05
1.05
202
028056
1.05
1,05
203
0,28194
1.04
1.04
9 204
0.28333
1.04
1,04
205
0.28472
1.03
1.03
206
0.28611
1.03
1,03
i 207
0,28750
1.05
1.05
208
028889
1.05
1.05
209
0.29028
1.05
1.05
210
029167
1,06
1.06
211
0.29306
1.05
1.05
212
P2
0.29444
1.05
1.05
13
0.29583
1.05
1.05
214
0.29722
1.05
1.05
216
0,29861
1.05
1.05
216
0.30000
1.05
1.05
217
0.30139
1.04
1.04
218
0.30276
1.05
1.05
219
0.30417
1.04
1.04
0 220
0.30555
1.04
1,04
9 221
0,30694
1.04
1.04
222
0.30833
1.04
1.04
223
0.30972
1.06
1.05
224
0.31111
1.05
1.05
225
0,31250
1.05
1.05
i 226
0.31389
1.03
1.03
227
0.31528
1.05
1.05
226
0.31667
1.05
1.05
229
0.31806
1.05
1,05
230
0.31944
1.04
1.04
231
0.32083
1.03
1,03
232
0.32222
1.03
1.03
233
0.32361
1.04
1,04
234
0.32500
1.05
1.05
2351
0.32639
1.05
1.05
236
0,32778
1.06
1.06
237
0.32917
1.05
1.05
238
0,33056
1.05
1.05
239
0.33194
1.03
1,03
240
0.33333
1.04
1.04
241
0.33472
1.03
1.03
242
0.33611
1.04
1.04
243
0.33750
1.05
1.05
i 244
0.33889
1.05
1.05
245
0.34028
1.04
1.04
246
0.34167
1.05
1.05
247
0.34306
1.04
1,04
248
0.34444
1.04
1.04
249
0.34583
1.04
1,04
1 250 1 0.34722 1 1.04 1
1.04 1

Edwin Andrews & Assoc- PG
P.O. Box 30653
Ralvlgh, N.C, 27622
Pumping test analysis Date: 23.03.2014 ToNe 5A, Page 7
NEUMAN's method L
Unconfined aquifer with Project: Trillium r
delayed watertable response Evaluated by: eea
Pumping Test No. 1
Test conducted on: 3/21/2014
P1
awl
JDischarge 3.20 U,S,gallmin Distance from the pumping well 12,00 ft
JStatic water level: 0.00 ft below datum
Pumping test duration Water level Drawdown
251 0.34861 1.04 1.04
252 0.35000 1.06 1.06
253 0.35139 1.06 1.06
254 0.35278 1.05 1.05
255 0.35417 1.05 1.05
256 0.35556 1.05 1.05
257
258
0,35694
0.35833
1.05
1.04
1.05
1.134
259
260
0,35972
0.36111
1.04
1,04
1.04
1.04
261
0.36250
1.05
1.05
262
263
234
255
266
0.36359
0.36528
0,36667
0.36806
0.369"
1.05
1.05
l .04
1.04
1.04
1.05
1.05
1.04
1.04
1.04
('
°
i
267
0.37083
1.04
1.04
l
268
0.37222
1.05
1.05
269
0.37361
1.05
1.05
270
0.37500
1.05
1.05
271
0.37639
1,06
1.06
272
C.37778
1.05
1.05
273
0.37017
1.05
1,05
274
0,38056
1.05
1.05
275
0.38104
1.06
1.06
276
0.36333
1.05
1.05
277
0.38472
1.05
1,05
278
279
0.38611
0,33750
1.05
1.06
1.05
l .05
280
0.38B89
1.05
1.05
281
0.39028
1.05
1.05
282
0.39167
1,05
1.05
283
0.39306
1.06
1,06
284
0.39444
1.06
1.06
285
0.39583
1.06
1.06
286
0.39722
1,06
1.06
287
0.39861
1.06
1.06
288
0.40000
1.05
1.05
239
0.40139
1.05
1.05
`
290
0.40278
1.05
1.05
291
0.40417
1.05
1.06
292
0.40556
1.06
1.06
293
0.40694
1,06
1.06
294
0.40833
1.08
1.06
C
295
0.40972
1.03
1.06
296
0.41111
1.05
1.05
297 1
0.41250
1.05
1.05
298
0.41389
1.05
1.05
299
0.41528 1
1.06
1.06
30010.41667
1.06
1.06

Edwin Andrews & Assoc. PC
Pumping test analysis
I Date: 23,03,2014 172ble 5A, Page 6
P.O. Box 30653
NEUMAN's method
Ralaigh, N.C. 27M
Unconfined aquifer with
Project: Trillium
J
delayed watertable response
Evaluated by: eea
Pumping Test No. 1
Test conducted on: 3/21/2014
P1
owl
Discharge 3.20 U.S.gallmin
Distance from the pumping well 12.00 ft
State water level: 0,00 ft below datum
Pumping test duration
Water Icvel
Drawdown
[dl
Cft�
Iftl
301
0.41606
1.05
1.05
302
0.41944
1.06
1.06
303
OA2033
1.06
1,06
304
0.42222
1.06
1.06
305
0.42361
1.06
1.06
306
0.42500
1.06
1.46
307
0.42639
1.06
1.06
[
308
0.42778
1.06
1.66
309
0.42917
1.06
1.06
310
0.43056
1.06
1.06
311
0.43194
1.06
1.06
312
0.43333
1.06
1.06
313
0.43472
1.07
1,07
0.43611
1.06
1.06
F:3:
0.43750
1.06
1_06
0.43889
1.06
1.06
0,4402E
1.06
1.06
318
0.44167
1.06
1.06
319
0.44306
1.06
1.06
320
0.44444
1.05
1.05
321
0.44583
1.05
1.05
F 322
0.44722
1.05
1.05
323
0.44E61
1,06
1.06
324
0.45000
1.05
1.05
326
0.45139
1.05
1.05
326
0.45278
1.06
1.06
327
0.45417
1.07
1,07
323
0.45566
1.07
1_07 r
329
0.45694
1,07
1_07
330
0.45833
1.06
1.06
331
0,45972
1.06
1.06
332
0.46111
1.06
1.06
333
0.46250
1.06
1.06
334
0.46389
1.07
1.07
335
0,46528
1.07
1.07 f.
336
0.46667
1.06
1.06
337
0.46806
1.07
1.07
338
0.46944
1.06
1.06
r
f 339
0.47083
1,07
1.07
340
0.47222
1.07
1.07
341
0.47361
1.07
1.07
342
0.47500
1.07
1.07
343
0.47639
1.07
1.07
344
0.47778
1.07
1.07
345
0.47917
1.08
1.08
346
0.48056
1.08
1.06
347
0.48194
1.08
1.08
346
0.43333
1.08
1.08
349
0.43472
1.09
1.09
350
Q,4$611
1.08
1.08

Edwin Andrews & Assoc_ PC
Pumping test analysis
Date: 23.03.2014 Table 5A, Page 9
P.O. Box 30653
NEUMAN's method
V
Raleigh, N.C.27522
Unconfined aquifer with
Project: 7rilIium
delayed watertoble response
Evaluated by: eea
Pumping Test No. 1
Test conducted on: 3121M14
P1
owl
Discharge 3.20 U_5.gallmin
Distance from the pumping well 12,00 ft
Static water level: 0.00 ft below datum
Pumping test duration
Water level
Drawdown
[d)
[ft1
[ftl
351
0.48750
1.08
1.08
352
0.48889
1.08
1.08
353
0.49028
1,08
1.08
354
0.49167
1.08
1.08
355
0A9306
1.08
1.08
356
0.49444
1.08
1.08
357
0,49583
1.08
1.08
358
0.49722
1.09
1.09
j 359
0.49851
1.08
1.08
360
0.50000
1.08
1.08
361
0.50139
1.08
1.08
362
0.50278
1.07
1.07
363
0.50417
1.07
1.07
364
0.50556
1.07
1.07
365
0.54694
1,08
1.pg
366
0.50833
1.08
1.08
367
0,50972
1.08
1.08
368
0,51111
1.08
1.08
$69
0.51250
1.08
1.08
f
370
0.51389
1.09
1.09
371
0.51528
1,09
1.09
372
0.51667
1.08
1.08
373
0.51806
1.08
1.08
374
0.51944
1.08
1.08
375
0.52083
1.08
1.08
376
0,52222
1.08
1.08
377
0.52351
1.09
1.09
378
0.5250D
1,08
1.08
379
0.52639
1.06
1.03
380
0.52778
1.08
1.08
381
0.52917
1.08
1.03
C
332
0.53056
1.08
1,08
383
0.53194
1.07
1.07
384
0.53333
1.08
1.08
385
0.53472
1.08
1.08
$86
0.53611
1.09
1.09
357
0.53750
1.09
1.09
386
0.53889
1.08
1.06
369
0,54028
1.08
1 A8
390
0.54167
1.08
1.08
391
0.54306
1.08
1.08
392
0.54444
1.08
1.08
393
0,54583
1.08
1,08
394
0.54722
1.08
1.08
395
0,54861
1.08
1.08
396
0.55000
1.09
1.09
�.
397
0.55139
1.00
1.09
398
0.55278
1.10
1.10
399
0.55417
1.09
1.09
I.UtI f 1.09 1

Edwin Andrews & Assoc. PC
Pumping test analysis
Date: 23.03.2014 Table SA, Page 10
P.O. Box 30653
NEUMAN'S method
Raleigh, H.C.27622
Unconfined aquifer with
Project: Trillium
delayed watertable response
Evaluated by: eea
Pumping Test No. 1
Test conducted on: 3/21/2014
Pi
awl
Disoharge 3.20 U.S.gallmin
Distance from the pumping well 12.00 ft
Static water level: 0.00 ft below datum
Pumping test duration
Water level
❑rawdown
[d]
Ift]
Ift]
401
0.55694
1.08
1.0g
402
0.55833
1.03
1.08
403
0.55972
1.08
1.08
404
0.56111
1.08
1.08
405
0.56250
1.09
1.09
406
0156389
1.08
1.08
407
0.56528
1.09
1.09
408
0.56667
1.10
1.10
409
0.56806
1.09
1,09
410
0.56944
1.09
1.09
411
0.57083
1.09
1.09 L
412
0.57222
1.09
1.09
413
0.57361
1.00
1.09
414
0.57500
1.09
1.09
415
0.57639
1.10
1.10
416
0.57778
1.10
1.10
417
0.57917
1.10
1.10
418
0.58056
1.10
1.10
419
0,58194
1.10
1.10
420
0.58333
1.10
1.10
421
0.55472
1.09
1.09
422
0.56611
1.11
1.11
423
0.55750
1.10
1.10
424
0.588B9
1.12
1.12
425
0.59028
1.12
1.12
426
0.59167
1.11
1.11
`I
427
0.59306
1.11
1.11
428
0.50444
1.11
1.11
429
0.59583
1.11
1.11
430
0.59722
1.11
1.11
431
0.59861
1.11
1.11
432
0.60000
1.11
1.11
f
4331
0.60139
1.11
1.11
f
434
0.60278
1.11
1.11
435
0.60417
1.11
1.11
436
0.60556
1.11
1.11
437
0.60694
1.11
1,11
438
0.60833
1,12
1.12
439
0,60972
1.12
1.12
440
0.61111
1.11
1.11
441
0.61250
1.11
1.11
442
0,61389
1.11
1.11
443
0.61528
1.10
1.10
444
0,61667
1.11
1.11
i 445
0.51806
1.11
1.11
446
0.51944
1.11
1.11
447
0.62083
1.12
1.12
448
0.62222
1.12
1.12
449
0.62381
1.11
1.11
450
0.62500
1 11 1
1 11

Edwin
Andrews & Assoc. PC
pumping test analysis
I hate:23.03.2014
Table 5A, Page 11
P.D.
Box 30653
NEUMAN's method
V
Raloigh,
N.C.27622
Unconfined aquifer with
Project: Trillium
delayed watertable response
Evaluated by: eea
Pumping
Test No. 1
Test
conducted on: 312112014
P1
owl
Discharge
3.20 U.S.gallmin
Distance
from the pumping well 12.00 ft
Static
water level: 0.00 ft below datum
l
Pumping test duration
Water level
Drawdown
to]
[ft]
[ft1
451
0.62639
1.11
1.11
452
0.62778
453
0.62917
1,11
1.11
454
0.63056
1.11
1.11
f
455
0.63194
L11
1.11
456
0.63333
1.11
1.11
457
0.63472
1.12
1.12
458
0,63511
1,12
1.12
459
D.63750
1.12
1.12
460
0.63389
1.11
1.11
461
0.64028
1.12
1.12
462
0.64167
1.11
1.11
463
0.64306
1.12
1.12
464
0,64444
1.11
1.11
465
0.64583
1.12
1.12
466
0.64722
1.12
1.12
467
D.64861
1.13
1.13
468
0.65000
1.12
1.12
469
0,65139
1.12
1,12
470
0.65278
1.11
1.11
471
0.65417
1.11
1.11
472
0.65556
1.11
1.11
473
0.65694
1,11
474
0.65333
1.12
1.12
475
0.69972
1.12
1.12
476
0.66111
1.13
1.13
477
0.66250
1.12
1.12
478
0.66389
1.12
1.12
479
0.66528
1.11
1.11
480
0.66667
1.12
1.12
481
0.66806
1.12
1.12
482
0.66944
1.12
1.12
483
0.67083
1.12
1.12
484
0.67222
1.12
1,12
485
0,67361
1.12
1.12
488
0.67600
1.12
1.12
487
0,67639
1.12
1.12
488
0.67778
1.12
1.12
489
U7917
1,13
1.13
49019.68055
1.14
1.14
491
0.68194
1.13
1.13
492
0.68333
1.12
1.12
493
0.68472
1,12
1.12
494
0.68611
1.12
1.12
495
0.68750
1.11
Z.11
496
0,68889
1.11
1.11
497 1
0.69028
1.11
1 11
498
0.69167
1.11
1 11
499
0.69306
1.12
1.12
500
0,69444
1.12
1.12

Edwin Andrews & Assoc. PC
P.O. Box 30653
Raleigh. N.C. 27M
Pumping test analysis 0 Date: 23.03.2014 Table 5A. Page 12
NEUMAN's method
Unconfined aquifer with � Project: Trillium
delayed watertable response I Evaluated by: eea
Pumping Test No. 1
Test conducted on: 3/2112014 C
P1
owl
Discharge 3.20 U.S.gallmin
Distance from the pumping well 12.00 ft
Static water level: 0.00 ft below datum
Pumping test duration
[d]
Water level
[ftl
Drawdown
In]
501
0.69583
1.11
1.11
502
0.69722
1.11
1.11
503
0,69861
1.11
1.11
504
0.70000
1.11
1.11
505
0.70139
1.12
1.12
506
0.70278
1.11
1.11
607
0.70417
1.12
1.12
508
0.70556
1.12
1.12
509
0.70694
1.13
1.13
510
0.70B33
1.12
1.12
611
0.70972
1.12
1.12
$12
0.71111
1.12
1.12
513
0.71250
1.13
1.13
514
0,71389
1.12
1.12
615
0.71528
1.12
1.12
516
0.71667
1.12
1.12
517
0.71806
1.12
1.12
518
0,71944
1.11
1.11
519
0.72083
1.12
1.12
520
0.72222
1.12
1.12
521
0.72361
1.12
1.12
522
0.72500
1,11
1.11
[
523
0.72639
1.12
1.12
524
0.72778
1.12
1.12
525
1 0.72917
1.12
1.12
526
0.73056
1.12
1.12
527
0.73194
1.12
1.12
528
0.73333
1.12
1.12
529
0.73472
1.13
1.13
I
530
0.73611
1 1.13
1.13
531
0.73750
1.12
1.12
5321
0.73889
1.11
1.11
533
0.74023
1.12
1.12
534
0.74167
1.12
1.12
535
0.74306
1.12
1.12
535
0.74444
1.12
1.12
537
0.74583
1.12
1.12
t
533
0.74722
1,11
1.11
539
0.74861
1.12
1.12
f
540
0.75000
1.13
1.13
541
0.75139
1.13
1.13
542
0.75278
1.12
1.12
543
0.75417
1.11
1,11
544
0.75556
1.11
1.11
f
5451
0.75594
1.11
546
0.75833
1.11
547
0.75972
1.11
548
0.76111
1.11
549
��.,
0.76250
n 7-
1.12
1 114
1.12
1 11
E

Edwin Andrews F Assoc. ?C Pumping test analysis 1 Date: 23.03.2014 1 Table 5A, Page 13
P.O. Box 30653 NEUMAN's method V
Raleigh, N.C. V622 Unconfined aquifer with Project: Trillium i
delayed watertable response I Evaluated by: eea
Pumping Test No. 1 Test conducted on: 312112014
P1 owl
Discharge 3.20 U.S.gallm n Distance from the pumping well 12 00 ft
Static water level: 0.00 ft below datum
Pumping test duration
Water level
Drowdown
[dl
[ft]
[ft]
551
0.76528
1.12
1.12
552
0.76667
1.12
1.12
553
0.76806
1.11
1.11
[
554
0.76944
1.11
1.11
[
555
0.77083
1.12
1.12
[
556
0.77222
1.12
1.12
[
557
0.77361
1.12
1.12
556
0.77500
1.13
1.13
559
0.77639
1.12
1.12
560
0.77778
1.12
1.12
561
0.77917
1.11
1.11
562
0.78056
1.12
1.12
663
0.78104
1.12
1.12
564
0.76333
1.12
1.12
565
0.78472
1.11
1.11
566
0,78611
1.11
1.11
567
0.78750
1.11
1.11
568
0.78889
1.11
1.11
569
0.79028
1.13
1.13
570
0.79167
1.12
1.12
571
0,79306
1.12
1.12
572
0.79444
1.11
1.11
573
0.79583
1.11
1.11
574
0.79722
1.11
1.11
575
0.79861
1.11
1.11
576
0.80000
1.12
1.12
577
0.80139
1.11
1.11
578
0.80278
1.13
1.13
579
0.80417
1.12
1.12
560
0.80556
1,12
1.12
581
0.30694
1.12
1 1.12
562
0.80833
1.11
1.11
[
583
0.80972
1.12
1.12
[
584
0.61111
1.12
1.12
585
0,S1250
1.12
1.12
[
536
0.81389
1.11
1.11
587
0.81528
1.12
1.12
[
588
0.81667
1.13
1.13
5a9
0.81806
1.12
1.12
59C
0.81944
1.11
1.11
[
591
0.82063
1.11
1.11
592
0.82222
1.11
1.11
593
0.82361
1.11
1.11
594
0.82500
1.11
1.11
595
0.82639
1.11
1.11
596
0.82778
1.11
1.11
597
0.32917
1.11
1.11
598
0.83056
1.11
1.11
599
6.83194
1.12
1.12
firm
1 0.83333
1 1.13
1.13

Edwin Andrews & Assoc. PC
P.O, Box 30653
Raleigh, N.C. 27622
Pumping Test No. 1
P1
Discharge 3.20 U.S.gallmin
Static water level: 0.00 ft below datum
Pumping test duration
Ed)
Pumping test analysis
NEUMAN's method
Unconfined aquifer with
delayed watertable response
Water level
ift]
0.90A17
1,09
0.90556
1 09
0.90694
1.11
0.90333
1.10
0.90972
0.91111
1.09
0.91250
1.09
0.91389
1 09
0.91528
1.10
0.91667
1.09
0.91806
1.11
0.91944
1.11
0,92083
-1.11
0.99922
1.10
0.92361
1.09
0.02500
1.10
0,92639
1.10
0.92778
1.10
0.92917
1.10
0.93056
1.11
0.93194
-1.11
0.93333
1.11
0.93472
1,11
0.93611
1.10
0.937so
1 11
0.93889
1.11
0.94028
1.10
0.94167
1.10
0.94306
1.09
0.94444
1.11
0.94583
1.11
0.94722
1.11
0.94861
1 11
0.95000
1 11
0.95139
1.11
0.95278
1.10
0.95417
1.11
0.95556
1.11
0.95694
-1.12
0.95833
1.12
0.95972
1.12
0.96111
1.11
0,96250
1 11
0.96389
1.13
0.96528
1.13
0.96667 1
1.12
0.96806
1.12
0.95944
1.13
0.97083
1.13
0.97222
1 1.,
Date: 23.03.2014 Table 5A, Page 15
Project: Triliium
Evaluated by: eea
Test conducted on; 312112014
owl
Distance from the pumping well 12.0D ft
Drawdown
1.09
1.11
1.10
1.10
1.09
1. 99
1.09
fQir
Mnt
1.11
1.11
1.t1
1.10
1.11
1.11 f,
=1.
l
1.13 E
1,12
1.12
1.13 j
1.13 f
1.12 L

Edwin Andrews & Assoc. 7
P.Q. Box 30653
Raleigh, N,C. 27622
Pumping Test No, 6
Site 6 - Gate Area
Discharge 1.00 U.S.gallmin
10-1 100 101
1e
101
100
10-1
10.2
10-3 10 10'
0 OW
Transmissivity [Wid]: 3.64 x 101
Hydraulic conductivity [fUdj: 2.56 x 101
Aquifer thickness [ft]; 1,50
Pumping test analysis Date: 23.02-2014
NEUMAN's method
Unconfined aquifer with Project: Tillium
delayed watertable response Evaluated by: eea
Test conducted on: 212012014
Fig 5E, Page 1
Vu
102 103 1 r14 1 n$. I n6
r
rheis
0.01
=�
0.060
I
0 a�_6
9
f
r
5
101
100
10-1
10-1
10"
10"3 10-2 10-1 100 101 102

Edwin Andrews & ASSOC. PC
P.O. Box 30653
Raleigh, N.C.27622
Pumping test analysis I Date: 23.02.2014 Fig 5E, Page 2
NEUMAN's method
Unconfined aquiferwith L Project Tillium
delayed watertable response I Evaluated by: eea
Pumping Test No. 6
Test conducted on: 212012014
Site 6 - Gate Area
OW ,
Discharge 1.00 U.S.gallmin
Distance from the pumping well 1.00 ft
Static. water level: 0.00 ft below datum
Pumping test duration
[CC
Water level
[ft]
Drawdown
[ft]
2
0,00278
0.12
0.12
3
0.00417
0.17
0.17
4
0.00556
0.19
0.19
5
0.00694
0.19
0.19
6
0.00833
0.19
0.19
7
0.00972
C.21
0.21
8
0.01111
C21
0.21
9
0.01250
0.23
0.23
10
0.01389
C22
0.22
11
0,01528
0.22
022
12
0,01667
0.21
0,21
13
0.01306
0.22
0.22
14
0.019"
0.22
0.22
15
0.02083
C.22
0.22
16
0.02222
C21
0.21
17
0.02361
0.22
0.22
18
0,02500
0.22
0,22
19
0.02639
0.22
0.22
20
0,02778
0.24
0.24
21
0.02917
0,22
0.22
22
0.03056
0.22
0.22
h
23
0.03194
0.22
0.22
24
0.03333
0.22
0.22
26
0.03472
0,22
0.22
26
0,03611
0.22
0.22
27
0.03750
0.23
0.23
28
0,03889
0.24
0.24
29
0.04028
0.24
0.24
30
0,04167
0.23
0.23
31
0.04306
0.23
0.23
32
0,04444
0.24
0.24
33
0.04583
0.24
0.24
34
C.04722
0.24
0.24
35
0.04851
0.24
0.24
36
0.05000
0.25
025
37
0.05139
0.25
0.25
38
0,05278
0.26
0.26
39
0.05417
0.25
0.25
f
40
0.05556
0.25
0,25
41
0.05694
0.26
0.26
42
0.05833
0.26
0.26
43
0.05972
0.25
0.25
44
0.06111
0.26
0.26
45
0.06250
0.25
025
46
0.06389
0.26
0.26
47
0.06528
0.26
0.26
48
0.06667
0.27
0,27
49
0.06806
0.27
0.27
50
0.06944
0.26
0.26

Edwin Andrews & Assoc. PC Pumping test analysis e Rate: 23.02.2014 Fig 5S, Page 3
P.O. 50K 30653 NEUMAN's method
Raleigh, N.C.27622 Unconfined aquifer with Project: Tilium
delayed watertable response 9 Evaluated by: eea
Pumping Test No. 6
Test conduCted on: 2/20/2014
Site 6 - Gate Area
OW
Discharge 1.00 U.S.gallmirz
Distance from the pumping well 1.00 ft l
Static water level: 0,00 ft below datum
Pumping test duration
[d]
Water level
[ft]
Drawdown
[ft]
51
0.07083
0.18
0.18
52
0.07222
0.23
OM
53
0,07361
0.25
0.25
54
0.07500
0.25
0.25
55
0.07639
0.25
0.25
56
0.07778
0,25
0.25
57
0.07917
0.25
0.25
58
0.08056
0.25
0.25
59
0.08194
0.26
0.26
60
0.08333
0.26
0.26
61
0,08472
0.26
0.26
62
0.08611
0.26
0.25
63
0,08750
0.26
0.26
64
0.08889
0.27
0.27
65
0.09028
0.26
026
I
66
0.09167
0.26
0.26
67
0.09306
0.26
0.26
66
0.09444
0.25
0.25
69
0.09583
0.26
026
70
0.09722
0,26
0.25
71
0.09861
0.26
0.26
72
0.10000
0.27
0.27
73
0.10139
0.26
0.26
74
0.10278
0.26
0.26
75
0.10417
0.27
0.27
76
1 0.10566
0.26
0.26
77
0.10694
0.27
0.27
78
0.10833
0.25
0.26
79
0.10972
0.27
0,27
80
0.11111
0.26
0.26
81
0.11250
0.27
0,27
82
0.11389
0,26
0.26
83
0.11523
0.27
0,27
84
0.11667
0.26
0.26
85
0.11806
027
0,27
86
0.11944
027
0.27
87
0.12083
025
0,26
a8
0.12222
0.26
0,26
89
0.12361
0.27
0,27
90
1 0.12500
0.27
0.27
91
0.12639
0,26
0,26
92
0.12778
0.27
0.27
93
0.12917
0.26
0.26
94
0.13056
0.26
0.26
I
95
0.13194
0,26
0.26
96
0.13333
0.26
1 0.26
[
97
0.13472
0.25
0.26
98
0.13611
0.26
0.26
99
0.13750
0.26
0.26
1001
0.13889
0.26
0.26

Edwin Andrews & Assoc. PC Pumping test analysis
P.Q. Box 30653 NEUMAN's method
Ralaigh, H.C.27622 Unconfined aquifer with
delayed watertable response
Pumping Test No. 6
Site 6 - Gate Area
Discharge 1.00 U.S.gallmin
Static water level: 0.00 ft below datum
Pumping test duration Water Ievel
[d]M
[ft]
101
0,27
102
D.26
103
0.27
104
0.27
105
0.27
106
0.26
10
4.26
103
0.15004
0,26
109
0.15139
0.26
110
0,15278
0.27
111
1
9.15417
0.27
1121
0.15556
D.xr
1131
0.15594
0.27
114
0.15833
0.26
115
0.15972
0.27
116
0.16111
027
117
0,16250
0.27
118
0.16389
0.2
119
0,16528
0.26
120
0.16667
0.26
121
0A 6806
0.26
122
0.16944
0.27
123
0.17063
0.27
124
0.17222
0,27
125
0.17361
0.26
126
0.17600
026
127
0.17639
0.26
128
0.17778
0.26
129
0,17917
0.27
130
0.18056
0.27
131
0.18194
0.26
132
0.18333
0.26
133
0.18472
026
134
0.18611
027
135
0. Z 8750
0.27
136
0.18889
0.27
137
0.19028
027
138
0.19167
0.27
139
0.19306
0.27
140
0,19444
0.23
141
0.19583
0.27
142
0,19722
0.27
143
0.19861
0.2
144
o.z000D
0.27
145
0.20139
0 27
146
0.20278
0.27
147
0.20417
0.27
148
0.20556
0.27
149
0.20694
0.27
150
0.20833
0_27
Test conducted on: 2/2012014
OW
Distance from the pumping well 1.00 ft
Drawdown
Date: 23.02.2014 Fig 56, Page 4
Project: Tillium
Evaluated by: eea
0.27
Des
0.27
0-27
0.27
0.26
0.26
0.27
0.27
0.27
0.27
026
0.27
D.27
0.27
0.27
0.26
0.26
0.26
00-27
0.27
0.27
6.26
0.26
6.25
0.25
0.27
0.27
0.26
0.26
0.26
0.27
0.27
0.27
0.27
0-z7
0.27
0.27
0.28
0-27
0. 77
0. 77
0.27
0. 77

Edwin Andrews & Assoc. PC
Pumping test analysis Date: 23.02.2014 � Fig 56. Page 5
P.O. Sox 30653
I
NEUMAN's method 1
Ralaigh, N,C.27622
Unconfined aquifer with Project Tillium
delayed watertable response I Evaluated by: eea
Pumping
Test No. 6
Test
conducted on: 2120/2014
Site
6 - Gate Area
OW
4
Discharge
1.00 U.S.gallmin
Distance
from the pumping well 1 A0 ft
Static
water level: 0.00 ft below datum
Pumping test duration
Water level
Drawdown
[d]
[ft]
Ift]
151
0.20972
0.27
0.27
152
0.21111
0.26
0.26
153
021250
0.26
0.26
154
0.21389
0.27
0.27
155
0.21528
0.26
0,26
156
0.21667
0.26
0.26
157
0.21806
0.28
0.28
158
0.21944
0.27
0.27
159
0.22083
0.26
0.26
160
0.22222
027
0.27
161
0.22361
0.25
0.26
162
0.22500
0.26
0.25
163
0.22639
0.26
0.25
164
0.22778
0.28
0.28
165
0,22917
0.27
0.27
166
0.23056
0.26
0.26
167
0,23194
0.27
0.27
168
0.23333
0.27
0.27
1691
023472
0,27
0.271
170
0.23511
0.27
0.27
171
0.23750
0.27
0.27
172
0,23889
0.28
0.28
173
0.24028
0.27
0.27
174
0.24167
0.28
0.28
175
0.24306
0.26
0.26
176
0.24444
0.27
0.27
177
0.24583
0.27
0.27
178
0.24722
026
026
179
0.24861
0,26
026
180
0-25000
0.27
0.27
161
0.25139
0.27
0.27
182
0.25278
0.27
0.27
183
0.25417
027
0.27
184
0.25556
0.27
0.27
185
0.25694
0,27
0.27
186
0.25833
0.26
0.26
187
025972
0.27
0.27
188
0.26111
0.27
0.27
189
0.26250
0.26
0.26
190
0.96389
0.27
0.27
191
0.26523
0.27
0.27
192
0.26667
0.27
0.27
193
0.26806
0,28
0.28
194
0.26944
0.27
027
195
0.27083
027
0.27
196
0.27222
0.27
0.27
197
0.27361
027
0.27
198
0.27500
0.27
0.27
199
0.27639
0,27
0.27
u.Lb 1 0.28

Edwin Andrews & Assoc. PC
P.O. Box 30653
Raleigh, N.C, 27622
Pumping test analysis I Date: 23.02.2014 Fig 513, Page 6
NEUMAN's method `-
Unconfined aquifer with Project: Tillium
delayed watertable response 9 Evaluated by: eea
Pumping Test No. 6
Test conducted on: 2/2012014
Site 6 - Gate Area
OW
Discharge 1.00 I.I.S,gallmin
Distance from the pumping well 1.00 ft
Static water level: 0.00 tt below datum
Pumping test duration
[d]
Water level
Iftl
Drawdown
[ft]
301
0.41806
0.36
0.35
302
0.41944
0.36
0.35
303
0.42083
0,35
0.35
304
0.49229
0.35
0.35
305
0.42361
0.36
0.36
306
0.42500
0.36
0.36
307
0.42639
0.35
0.35
308
0.42778
0.35
0.35
309
0.42917
0.35
0.35
310
0,43056
0.36
0.36
311
0.43194
0.34
0.34
312
0.43333
0.33
0,33
313
0.43472
0.34
0.34
314
0.43611
0.34
0.34
315
0.43750
0.34
0.34
316
0.43889
0.35
0.35
317
0.44028
0.36
0.36
318
0.44167
0.35
0.35
319
0.44306
0.36
0.36
320
0.44444
0.36
0.36
321
0.44583
0.36
0.35
3"
0.44722
0.35
0.36
323
0.44861
0.36
0.36
y
yf'
324
0.45000
0.36
0.36
ily
325
0.45139
0.36
0,36
[
326
0A5278
0.36
0.36
327
0.45417
0.36
0.36
328
0A5556
0.36
0.36
329
OAS694
0.37
0.37
330
0.45833
0.37
0.37
331
0.45972
0.37
0.37
332
0.46111
D_36
0.36
333
0.45250
0.37
0.37
334
0.46389
0.36
0.36
335
0.46528
0.36
0.36
[
336
0.46657
0.36
0.36
337
0.46805
0.36
0.36
338
0,46944
0.36
0.36
339
0.47083
0.36
0.36
340
0.47222 0.36
0.36
341
0.47361 0.37
0.37
[
342
0.47500
0.36
0,36
[�
343
0.47639
0.37
0.37
[
3441
0.47778
0,36
0.36
345
0.47917
0.36
0.36
345
0.48056
0.36
0.36
347
0.48194
0.37
0.37
348
0.48333
0.36
0.36
349
0.48472
0.35
0.35
350
0.48611
0,36
0.36

Fdwin
Andrews & Assoc. PC
Pumping test analysis
i Date: 23.02.2014
Fig 5S, Page 11
P.O.
Box 30653
NEUMAN's method
E
Raleigh,
N,C.27622
Unconfined aquifer with
Project: Tillium
delayed watertable response
Evaluated by: eea
Pumping
Test No, 6
Test
conducted on: 2/2012014
Site
6 - Gate Area
OW
Discharge
1.00 U.S.gallmin
Distance
from the pumping well 1.00 ft
Static
water level: 0.00 ft below datum
Pumping test duration
Water level
❑rawdown
Id1
Iftl
[ft]
451
0.62639
0,43
I 0'44
452
0.62778
0.44
0.44
A53
0.62917
0.44
0.44
454
T3056
0.44
0.44
455
0,63194
0.43
0.43
456
0.53333
0.44
0.44
457
0.63472
0.45
0.45
458
0.63611
O_44
0.44
459
0.63750
0.44
0.44
460
0,63889
0.45
OA5
461
0.64028
0.44
0.44
462
0.64167
0.45
0.45
453
0.64306
0.44
0.44
4641
0.64444
0.45
0.45
465
0.64583
0.44
0.44
466
0,54722
0'44
0.44
467
0.64861
0.44
0.44
468
0.65000
0.44
0.44
469
0.65139
0.43
0.43
470
0.65278
0.43
0.43
0.65417
0.44
0.44
r--4�47-2
0.65556
0.43
0.43
0.65694
0.45
0,45
474
0.65833
0.43
0,43
475
0.65972
0.44
0.44
C
476
0.66111
0.43
0.43
477 1
0.56250
0.43
0.43
478
0,66389
0.43
0.43
479
0.6652E
0.43
0.43
48C
0.66667
0.43
0,43
481
0.66806
0.43
0,43
r
482
0.66944
0.42
0.42
l
483
0.67083
0.43
0.43
484
0.67222
0.43
0.43
485
0.67361
6. cc
0,41
0,43
0.41
0.43
f
486
487
0,67639
0.43
0.43
488
0.67778
0.43
0.43
489
0.67917
0.41
0.41
490
0.68056
0.41
0.41
401
0.68194
0.41
0.41
492
0.68333
0.43
0.43
E
493
0.68472
0.43
0.43
494
0.58611
0.43
0.43
495
0,66750
0.43
0.43
496
0.65BB9
0.43
0.43
497
0.69026
0,44
0.44
498
0.69167
0.41
0.41
499
0.69306
0.43
0,40
Inn I n 6944A 0.41 1 0.41

Edwin Andrews &Assoc. PC
P.O. Sax 30653
RaVgh, N.C. 27622
Pumping test analysis
NEUMAN's method
Unconfined aquifer with
delayed watertable response
Date: 23.02.2014 fl Fig 56. Page 14
Project: Tilli um
Evaluated by: eea
Humping I= No. 6 Test conducted on: 2/20/2014
Site 6 - Gate Area OW
Discharge 1.00 U.S.gallmin Distance from the pumping well 1.00 ft
l
Static water level: 0.00 ft below datum lj
Pumping test duration Water level Drawdown
[d] [n]
601 0,83472 0.38 0.38
602 0.83611 0.37 0.37
603 0.83750 0.37 Q.37
604 0.83889 0.38 0.38
p 605 0,84028 0.37 0.37 I
606 0.84167 0.37 0.37
607 0.84306 0.38 0.38
608 0.84444 0.38 0,38
609 0.84583 0.38 0.38
610
0.34722
0.38
0,38
611
0.84861
0.38
0.38
612
0.85000
0.38
0.38
613
0,85139
0.38
0.38
614
0.85273
0.38
0.38
615
0.85417
0.37
0.37
616
0.85556
0.38
0.38
517
0.85694
0.37
0.37
616
0.85333
0.38
0.38
619
0.85972
0.38
0.38
620
0.86111
0.38
0,38
621
0,86250
0.39
0.39
622
0.86389
0.38
0.38
623
0,66528
0,38
0.38
624
0.85557
0.39
0.39
625
0.85606
0,38
0.38
j 626
0.86944
0.37
0.37
627
0,87033
0.38
0.38
628
0.87222
0.37
0.37
629
0.87361
0.37
0.37
630
0.87500
0.38
0.38
631
0.37639
0.38
0,33
632
0.87778
0.38
0.38
633
0.87917
0.36
0,38
634
0,88056
0.37
0.37
635
0.88104
0.39
0.39
0.37
636
0.88333
0.37
637
0.88472
0.37
0.37
633
0.88611
0.38
0.38
639
0.88750
0.38
0.36
640
0.88889
0.38
0.36
641
0.89028
0.38
0.38
542
0.89167
0.39
0.39
543
0.89306
0.38
0.38
644
0.89444
0.39
0.39
645
0.89533 1
0.39
0.39
646
0.89722 1
0.38
0.38
647
0,89861
0.38
0.38
648
0.90000
0.39
0.39
649
0.90139
0.38
0.38
F,50
0.90278
0.38
0.38

Edwin
Andrews & Assoc. PC
Pumping test analysis
Datc: 23.02,2014
Fig 56, Page 15
P.O.
Box 30653
NEUMAN's method
Ralaigh,
N.C.27622
Unconfined aquifer with
Project: Tillium
delayed watertable response
, Evaluated by: eea
Pumping
Test No. 6
Test
conducted on: V2012014
Site
6 - Gate Area
OW
Discharge
1.00 U.S.gallmin
Distance
from the pumping well 1.00 ft
Static
water level: 0.00 ft below datum
Pumping test duration
Water level
Drawdown
[dl
[ft]
tft]
651
0.90417
0,38
0.38
652
0.90556
0.40
0.40
E
653
0.90694
0.39
0.39
654
0.90833
0.38
0.38
655
0.90972
0.40
0.40
656
0.91111
0.39
0.39
657
0.91250
0.39
0,39
658
0.91389
0.38
0.38
659
0.91528
0.39
0.39
660
0.91667
0.38
0.38
661
0.91806
0,38
0,38
562
0.91944
0.39
0.39
663
0.92083
0.39
0.39
664
0.92222
0.38
0.38
665
0,92361
0.38
0.38
I 666
0.92500
0.39
0.39
667
0.92539
0.38
0.38
668
0.92776
0.39
0.39
669
0.92917
0.38
0,38
67C
0.93056
0.39
0.39
i 671
0.93194
0.39
0.39
672
0.93333
0.39
0.39
673
0.93472
0.38
0.33
674
0.93611
0.39
0,39
675
0,93750
0.39
0.39
676
0.93889
0.38
0.36
677
0,94028
0.39
0.39
678
0.94167
0.39
0.39
679
0.94306
0.39
0.39
680
0.94444
0.38
0,38
681
0.94583
0.39
0.39
682
0.94722
0.38
0.38
683
0.94861
0.38
0.38
f
684
0.95000
0.38
0.38
665
0.95139
0.38
0.38
0.39
f 686
0,95278
0.39
687
0.95417
0.39
0.39
688
0,95556
0.38
0.38
689
0.95694
0.36
0.33
690
0.95$33
0.39
D.39
691
0.95972
0,38
0.38
692
0.96111
0.30
0.39
693
0.96250
0.39
0.39
694
0.96389
0.38
0.38
695
0.96528
0.36
0.38
696
0.96667
0.37
0,37
697
0,96806
0.39
0.39
698
0.96944
0,39
0.39
699
0,97083
0.38
0.38
Inn
0.07222
0.39
0.39

do r.e. Lanlnac cntemd - Cataloanhnr
PST Cnirr PAN Mull b 1-cal-Fantar, 0.Y p,70 rocammonactl
data
Av.raga Daylight Heat Cslculatca PAN
PAN
hl. P- Hours Intl.x PET Pawn al Cvaparauon Evsp, 4aW
Tamp. db I ET Oats X
rr� F b 17 tln rr0. F inlmo MBIL Factor
January r45.D 0.87 1.93 0.40 0.03 in/mo
a
Fabrusry 483 0.85 240 of
0.00 1.40 January 0.00 0.00
March *+4 1" 3,08 1,33 217 Fabrusry 0.00 0,80
ADM 627 1.09 6.41 2.53 3,30 March 0.00 0.De
Mav 70.3 1,21 MC 4,20 372 April ISO 2.51
Jun. 76.9 7.71 11,40 5,73 4.50 Mav 3.03 2.70
July 80.1 7.23 12,99 G.7B 4.34 Juno 4.99 2.86
Aapuat 70.5 1,70 12.41 G.10 3.72 July 4.14 2.9G
S.oWmbyr 74.0 7,03 10.52 4.42 3,00 Aufl at 7.94 2.78
October G4A 0.97 7.08 2.55 1,00 S.Ptombor 2,40 2.02
Novemb.r 55.8 0.88 4.30 12-0 120 CCt.ber Z30 1.67
Oceombyr 48.3 0.H5 2.4G O.GO O.II2 N.-b., 0.00 0,00
TOTAL 64.8G 5 ra IrN atfon Arca 687$ D...mb.r O.p0 000
36.C2 00.7G Lygoon Arra 4 D
. TOTAL^ 24.H7 17,41
<q d Chock box to ssxa ml� Cbeck Cox is uss manually
Thornthaito Mothatl 13 41- check Sox to Pccaunt for Bain
entcr.tl PET data.
- Eva Ixsfout or La Don
L WYVTP C.algn Flow= 64,OG0 GPO
L
Llmhing Solt Kcat = 3.ZM __{ncN4our _ j
Arn1nage Co mcinnt- _ OA4 _
K-Knnt• OraI..q Cocir, - 3.1I480 Inehltlny Ratio of
I M-mly Aew.i Actual -RalnFa11-ET- M..nly WWTP
9 of Dayx Avvrago Rainfall RalnF.tl +Y Inguanf to 1Mh�-P Ac.amttialyd lnlolovt Pf Accumulated Volumtl
Conti.. Maximum WWTP Monthly on IItIrIT
In M.mhly Runorr Int111ratlng PgWnUal Vortical Allowably t. br alp onnd f
Month Raln Soil E7 Dminaga Irrlgatioh O-sgn InVuent
tln Inlmo Inlmn 4nlm. inlmo Inlme inlm Flow FIdN In In Ih 01 January 31 14.05 O.OD 19.05 0.93 fl7.01 ISAII folio PA OPD mrC. G•lllo RA Gallons Inlm. F.bruary 2a 11.30 0.00 11.36 1.40 86.77 78.2, 1-GO G4,DOt].0 0,0 0.0 7 9gq,000.0 75,p9
March 37 92r 00c 1.00 04,000.0 0.0 OA 1,084,000.0 C7.a2
9.21 2.17 97.61 fl0.57 t.00 G4,OGD,0
Mrll CC 1176 OOO 11.76 3.30 94A6 90Ap 0.0 a.0 t,0H4 op0.0 75.09 MPv 37 3.02 0.00 3.92 3.72 47.G7 97,41 1.00 04.000,0 O,a 0.0 7,02D,Og4.0 72,e6 _ Juno 30 O.61 0.00 8G1 4,50 94,4G 92.35 1•00 C4,000.D 0.0 OA 1,904 up0.0 75.89
JuR 31 29 000 298 4.34 97.61 98A7 1.00 64,000.0 4.O 0.0 1,920,0000 72.6E
August 31 3.049 ono 3.09 3.72 97.61 PTO 1.00 04,000.0 0.0 0,0 1,984,OCD.D 75.60--
3oW.mbsr 30 2im pp 2.05 a.pG g4.46 95A1 1Go 04,000.0 0.0 4.0 1,p8q,000-C 75,09
OctPbar 31 7.05 Ono 1-00 a4,p00.0 0.0 C. 1,920,000.0 72C0
Nov.mb.r 00 0.43 0.on HA9 1.86 sT.61 fl1.92 7,Op 34.000.0 0.0 0.0 1'920-004.0 75.0g
0.49 1,20 9q.40 80.17 i,Dp G4p0D.G 4
Dec.mavr 310,35 _ 0.00 6,35 a 02 97 07 91.88 O O.0 7 920,000.0 72.p0
TOTAL = 365 9732 0.09 DIM 3G,76 114D_1 1068.75 1.06 64,000,D 04 0,0 7,9B40000 75.09
xote'PrW Imaatan ManlHlyxpplKeyal FaeVa - a taRlrq }acid el Wtldt Ike ^twnWly' x'hrei SPuytmpeann Ran Ia I,e4n{NIe4 br.
rN rca 5ldape Renuvea ry.,l,q re<Nau Wpl to rcyunl Iv yJe Iurla,
FyrrlurPt:
[Maa.am.me enanuonl lErl . mrai -, - [Ran"
iMmmY[rc.•s! • iMae-NIa.gBlr lmaenw,l-IMeeITIYInOw"I Nhele Wluel
ra,r�e: I�Monnty[.aol • narb mrelM emrN �n Slor�n Pdq
far. - f.MmTly r....., • ................-.. .._ ..
12 0.02
0588 OHR31
GM20259
Mom'
Actual Monthly
G rn Irrt ntlnn Rn[c
AIItPwablo
1lnfactorotl
Factored
Max.
M-thly
Tau
7otar
Irrlgatlon
Monthly
MonNiy
1110.
Monthly
Storage
Storage
APPticauon
Spray
SprsY
Rats
Accumul.
Rgqutrad
Raquimd
Fa or
Inlmo
Infmy
.rN
,nOonn
in.
1-00
75.08602
75.Cep62
N
,,03400
0.00000
nil
0 n
t,00
G7.82017
G7.B2077
N
1,702'0OG
G.OGODO
O
1.p0
75.a80G2
75 aB662
N
,924,000
C.00ODO
p
1,OG
72.86447
72.69447
N
1, V D.Oc0
0.00000
p
1.00
75.006G2
75.06882
N
1,984,DDo
0.00008
p
1.00
72.GG447
72.6G447
N
1,020.000
0,00000
0
1,00
75ABG02
75,OaOv2
N
1,3984coo
0.00000
p
1.00
75,0800
.
1WOOS
0.0000C
0
,00
72.86447
72,60447
N
7,920:000
D,G0000
C
.04
U11
75,08002
75AHGG2
N
7,084,000
Cg00000
0
.00
72,80447
72,05447
N
1,02C,000
0.000p0
C
75.OB8Q
75.OB662
N
1,g84,008
O,COGOC
p
Q ct.. Check -S ra Faelor5 Box- if an Factor: OTHER man 1.00 oral.
S Check "Famrs Re4sr nox• W re:ot all Factory back to 1.00

7
6.5
6
U) 5.5
4.5
4
0 3.5 t
3
4
TRILLIUM, JACKSON COUNTRY, N.C.
TABLE 7 - Sensitivity Analysis
I
6
Blue K (feet/day)
1
8

S'et
Das
S,4o
Ra0
Laa d+Ra'
E
Q°tl O- K^=rc Vu
Eutthl 5•aj
Stxi
Ran
Loaf*Ra
0
Des
30
P.'rra
r.3ra
R:a]
ft
Das
Das
It. 0
Mn.
ET
ft'm0
ErncTan
30
E0
06517
OG333
02255
0.2076
0.0008
O0p10
5
3030
3850
00338
❑20)B
p0010
ft
5
a7
00249
0.19"03
0.0029
5
5
3co0
3B?]
3590
00 48
0,193a
OM29
5
2J
00327
p2C85
OW59
5
3720
9.0327
02C65
p0759
5
120
150
1SJ
0.0105
00184
4.1 3
0- 919
O.G09q
0.0123
5
3720
3t5o
3750
37B0
00 05
0.0164
0.1843
0.1922
0.0094
0.0723
5
5
150
360
2 p
2<0
OOGd7
00107
0_ BId
0.a451705
00147
0013
5
5
5
3767
3d I0
3347
3810
3d4p
0003]
O.Of07
0.1816
0.fB45
00141
0.0131
5
5
21p
240
27p
0.0J57
0.179i
O.OJ96
5
3070
0.0057
0.1795
Q00a3
5
270
3QO
33p
Op203
0.01E0
Q1941
O.i 916
O.C,54
❑Op23
5
5
?d70
39G0
35riJ
3930
00203
O.O1F7
0-1943
0.1919
OpG54
0002 3
5
5
3M
330
360
3Gp
00171
0.0317
0,Ing
02255
00009
0.0006
5
5
3930
395O
3990
33
3m
4020
00171
00317
0-1909
02255
00009
O.Coo,
5
359
390
b20
00338
02070
00010
5
4020
0033d
02078
OMSo
5
420
450
487
0.0248
00327
7-1960
02in5
00029
00059
5
050
4050
4030
0.0243
0.0327
0.195d
02P35
O.W29
OCg59
5
5
45O
4fi4
57Q
00105
0.18;)
0.pp94
5
4C-
CIO
00705
0.1643
0�94
5
510
540
0.O1fl4
01922
0.0123
5
4110
4140
06f64
O,f922
O.OI d3
5
5
5
s 0
5 4140 4170 OOOi7 04d18 00141
570 v.QuSo 01618 00141 5 4170
670
0010
4200 0.id45 0.0131
e70 00107 0.1645 0.0131 00107 5 4200
50p
637
0.W57
0. 7g5
OOpeS
5
4230
423J
42c0
0.1795
pU)93
5
63')
EoO
0 02J3
0.7941
p.R154
5
42eq
429J
0.0203
p of e3
0.1941
n -1 n
00054
n nn„
5

zi� N -

d
Q
U �
a 'cs
_ N
O
N
N
a �
Od o
3 (D
�- o
L
C V
a �
�3 c
w
c
0
U
Q
m
U
_O
1.
E Z
LO
�:. 00
L Q)
r

D)
L
O
O
C
cu
� L
O o
z •�
_U
[n F
T
c
c
U

i�4i j'tF -.. I � '. � • I � ��j� rl. - r' �j-.
�• r , �. y'�'* � � �J , -y-, f 1ST
k •� •p, $V � '�",F,-/�1' .�!r}Yy �"�'$,i 1g{Y,f11r -A
�' • � � iirY • ' r } i � p� },' i'S�� • (-- •',` i y. t I
EY
li:Sit
.YI��.�,,
WS
.„ '1,L �'n ,.�-.,, I S'•� a 'f II,' i S ,,'
CF
iaN F., I
�Slf
;•,fry s �,`+i`i � 4 d: h�' '„'�fi
i {!S
1�T'�Y{.�r�(t�)�l
� ' "' � � � "� fir' •! ' �0 �'�
Z
V
a

47
v2
A�•�4` ., }. ?II%i' (I� 5',J' �,
�j• - `. _ II.} ! •t�tj'j��.IT,/•4,. 5 ry� . `� . 5 �' .r•i C�j I�.I
'�' � �'t �� t ,��:�rd" f, `9y"'��'�� '• � � ram` r,� I'}, 4 'y�+,`. �I v] fss
10 v 4 4 5 ri 7+q
I !
'I � - C�, fl � � =r• -�'/� f FBI i � � i f# ~•r �{ .�
01
CNI
Ur
��+, - C� '.� 11 ti"<^rif • r ay z J�°,Y t u. '�r � ���yya
I '
i J
:l I 1 !
•fir i r ,, a , s�y�',n ""y ;, ''�' rG
of
_ _. yw_ y �' ' 11 •�
"� td

----
OFf:.a.i
......G==__:=7jL'.i
..ec�_:•-••:::::....-•_::i;:-ix -E?iiiHfc i__=_=_-4`_`-i:'CS=€�
!.
��:: :e...3-.
2i �3c. �.ri:E:-=:4:ir3::. i7-:-:-°-cc ::_:ii:�g _�:;:::::::_____.::,{::::::P
........ .....b...---. rn --i:c-:.. .
-::.�:•
E: `.:.:: :.::':�L.-.•.<
.....:::.::
........
----------------------------
3 _ 3 _ -- -iittcicc iei3=====iEi32c5 £i i
ei iiiii rli
111liiiil���l� iilll li;•:illY lili i; 1Ii ;ri-ii
•.... S .....a. .I-----��wlw[.•..i.[i ii
...n........i.............t�.._.... �.�.��Ii i111iY1f11 -, �I k1111 III�Yrf1Yl1111 IIill 11
•ii iii:iii:ii •i:i:�.
�i11111111fI11fl111 r•IlLI

Trillium
Figure 53, Hydraulic Conductivity Layer 1
e
Zone Kx IfUd] I Ky [fUdj I Kz [fUC A
1 7.5 0.75
a2-M 0.5 0.5 0.05
3 W 0.5 0.5 0.05
4❑2 2 0.2
= v - 5 20 20 2
0.05 0.05 0.005
'v A 7 ®0.5 0.5 0.05
p8 ❑ 0.01 �0y.01 �0y. f0001
6 as
—
,w Hydraulic conductivity in X-direction Value
x i:...

Trillium
71H g ufi-e 5C, Hydraulic Conductivity Layer 2
Kx 1111d, Ky [fUd] I Kz [ftYc
- 7,5 0.75
r I.2 Wo
5 b.5 0.05
n0.5 0.5 0.05
--7 J
5 El 20 20 2
1-6 E:1 0.05 0.05 0.005
7 [:] 0.5 0.5 0.05
6.0 a 01 0.01 0.001
9 ip 0.3 0.01 am
6 6
0.6
Hydraulir conductiv[ty in X-direction Value
ced

Conductivity
4 '
1T
.L- `
0 000 1200
1800 2i0f] 3000 3000 4200 48N

Trillium
Figure 5E, Hydraulic Conductivity Row 145

co
Ir
co
v
w
m
co
d
fD
(J
Q
C"
3590.48
Trillium
Figure 5F, Calibration Graph
Calculated vs. Observed Head : Steady state
3640,48
Observed Bead (ft)
3890.48
3740,48
® Layer #1
-- 95% confidence interval
-- 95% interval
Num. of Data Points: 7
Max. Residual: 9.071 (It) at P41A Standard Error of the Estimate: 2.314 (ft)
Min. Residual: -2.03 (ft) at PSFA Prot Mean Squared: 5.743 (ft)
Residual Mean: 0.926 (ft) Normalized RMS : 3.989 ( % )
Abs. Residual Mean: 5.201 (ft) Correlation Coefficient: 0.996

Trillium
Figure 5G, Calibrated Water Level
ft
.10
i
_ ya
z, 28-1 sq. it. . Y
sq: ft.

Z
co
CD
V
w
co
co
O
LO
P7
co
Ln
O
07
co
3590.48
Trillium
Figure 5F, Calibration Graph
Calculated vs. Observed Head : Steadv state
Jb4u.4s
Observed Head (ft)
3690.48
3740.48
® Layer #1
95% confidence interval
-- 95% interval
Num. of Data Points : 6
Max. Residual: 9.071 (ft) at P4lA Standard Error of the Estimate: 2.466 (ft)
Min. Residual -2.03 (ft) at P5lA Root Mean Squared: 5.842 (ft)
Residual Mean: 1 .931 (ft) Normalized RMS : 5.061 ( % )
Abs. Residual Mean: 5.217 (ft) Correlation Coefficient: 0.994

Trillium
Figure SCE Calibrated Water Level
0
L4
-�
Z g za. f-
�r

0
a�
x
S_?
ti
CD
co
i
m
Ln
Ln
m
35913.47
Trillium
Figure 5H, Sensitivity Analysis 70%
Calculated vs. Observed Head : Steady state
3640.47
Observed Head (ft)
3HU.47
:J l4u .4 !
Layer #1
95 confidence interval
95% interval
Num. of Data Points: 6
Max. Residual: 9.923 (ft) at P41A Standard Error of the Estimate : 2.827 (ft)
Min. Residual: -'[ .45 (ft) at PS&=,
Boat Mean Squared: 7.567 (ft)
Residual Mean: 4.159 (ft) Normalized PPAS : 6.555 ( % )
Abs. Residual Mean: 7.048 (ft) Correlation Coefficient: 0.991

Trillium
Figure 5I, Sensitivity Analysis 90 %
m
CD
fo
Go
fl
M
co
Q
m
co
co
CD
Q}
LB
3596.48
Calculated vs. Observed Head : Steady state
3640.48
Observed Head (ft)
3690.48
3740.4E
® Layer #1
- 95% confidence interval
95% interval
Num. of Data Points: 6
Max. Residual: 926 (ft) at PVA Standard Error of the Estimate : 2.556 (ft)
Min. Residual: -1.913 (ft) at PSfA Root Mean Squared: 6.251 (ft)
Residual Mean: 2.532 (ft) Normalized RMS : 5.415 ( % )
Abs. Residual Mean: 5.739 (ft) Correlation Coefficient: 0.993

z
Q}
T
a�
tia
t�
co
0
tico
CD
co
co
CD
V
C3
ED
co
co
co
O
w
U7
co
3590.43
Trillium
Figure 5J, Sensitivity Analysis 95%
Calculated vs. Observed Head : Steady state
3540.48
Observed Head (ft)
3590.48
3740.48
© Layer #1
- 95% confidence interval
95% interval 11
Num. of data Points: 6
Max. Residual: 9.158 (ft) at P41A Standard Error of the Estimate : 2.507 (ft)
Min. Residual: -1.994 (ft) at P5fA Root Mean Squared: 6.022 (ft)
Residual Mean: 2.201 (ft) Normalized RMS : 5.217 ( % )
Abs. Residual Mean: 5.456 (ft) Correlation Coefficient: 0.993

0
Q�I
Q}
Q}
aJ'
U
c..i
Q
O
w
CO
CO
Q
CD
CD
CO
CO
Q
CO
CO
CD
Q
ko
ko
c�
3590.48
Trillium
Figure 5K, Sensitivity Analysis 100%
caiculated ors. Ubserved Head : 5teadv state
3640.43
Observed Head (ft)
3690.48
3740.48
■ L.ayer #1
- 95% confidence interval
95% interval
Num. of Data Points: 6
Max. Residual: 9.071 (ft) at P41A Standard Error of the Estimate : 2.466 (ft)
Min. Residual: -2.03 (ft) at P51A Root Mean Squared: 5.842 (ft)
Residual Mean: 1.931 (ft) Normalized RMS : 5.061 ( % )
Abs. Residual Mean: 6 217 (ft) Correlation Coefficient: 0.994

co
T
Co
{J
3690.46
Trillium
Figure 5L, Sensitivity Analysis 105%
Calculated vs. Observed Head : Steady state
3640.43
Observed Head (ft)
JU9U.4b
® Layer #1
- ' - 95% confidence inter+ral
- - - 95% interval
Num. of Date Points: 6
Max. Residual: 8.987 (ft) at P4fA Standard Error of the Estimate : 2.429 (ft)
Min. Residual: 1.85 (ft) at P6fA Root Mean Squared: 5.689 (ft)
Residual Mean: 1.695 (ft) Normalized RNIS . 4.929 ( % )
Abs. Residual Mean: 5 (ft) Correlation Coefficient: 0.994

Trillium
Figure 5M, Sensitivity Analysis 110%
co
V:
CD
I-
co
co
co
7
O
co
co
fl
ua
M
3590.48
Calculated vs. Observed Head : Steady state
3640.48
Observed Head (ft)
3690.48
3740.43
Layer #1
95% confidence interval
95% interval
Num. of Data Points: 6
Max. Residual: 8.926 (ft) at PQA Standard Error of the Estimate: 2.398 (ft)
Min. Residual: 1.409 (ft) at P6iA Real Mean Squared: 5.564 (ft)
Residual Mean: 1.486 (ft) Normalized FMS : 4.82 ( % )
Abs_ Residual Mean: 4.801 (ft) Correlation Coefficient: 0.994

A
a6
Q)
Q
V
mi
V
Trillium
Figure 5N, Sensitivity Analysis 130%
0
r�
co
V
O
co
M
co
V
O
a1
M
3590.48
Calculated vs. Observed Head : Steady state
3640.43
Observed Head (ft)
3690.48
3740.48
■ Layer #9
-- 95%confidence interval
-- 95%interval
Num. of Data Points: 7
Max. Residual: 8.771 (ft) at P4IA Standard Error of the Estimate : 2.355 (ft)
Min_ Residual: -0.119 (ft) at P6IA Root Mean Squared: 5.79 (ft)
Residual mean : -0.512 (ft) Normalized RMS : 4.022 ( % )
Abs. Residual Mean: 4.768 (ft) Correlation Coefficient: 0,996

Trillium
Figure 6A, Time vs Water Level
Head vs. Time
f AREA AlAlrrterpolated # AREA SIAInterpolated ; AREA CIAlyderpolated —7— AREA DiAlrrterpolated '
m
l Time = 2534.932�L IN
�`' ■ I II [ I AREA AtAlr> erpolated = 3741,166 lN ' I >�
y iy i
S yy i +� i Siiy A i }
} A S S S
} } } }
aye i y y } } y to i li
i y S i `t� i 1
1 y
Time = 2544.042
AREA BIAlrrterpolated = 3714.664
�� *,►�� t "I*+
Time = 2569.073
AREA CJAlr> erpolated = 3689.003
y IF yl }}
i y iy + iy 1 yy y } iy y A S yyi
S S Sy S 1 } i 1J' i'�a' y Ay i S lli
} 1 F y AA} 1 i AAAAi 1
♦} i } i 1 i+l y y S yA' y y
i y 1 yi' 1 S iy S ,y i y 1 -A 1 jl S
i l 1 y y y l� i h } A� yJ.
1
Time = 2634.043
AREA DlAlrrterpolated = 3655.648
1.2
2001.2
40012
Time [days]
6001.2

Trillium
Figure 6B, water Level Day 2532.

Trillium
Figure 6C, Water Level Day 2620

Trillium
Figure 6D, Water Level Day 2710
bL
E� �► r
Jft
AL
- r-

Trillium.
Figure 6E, Water Level Day 280, 0

TriYiium
Figure 7A, Mound Day 2530
Fm
Fl

Trillium
Figure 7B, Mound Day 262CI

Trillium
Figure 7C, Mound Day 2710
AL
. MfJ • S
f �v \ 5 yr
ir AL
dw
r• f•. fir. i . �� �iS
fit -
Jac .

Trillium
` D, Mound Day 2800

Trillium
Figure 9A, Nitrogen Year I
trates [mgA.]
0.000 1.000 2.000 3.000 4.000 5.000 6.000 7.000

Calculations for Trillium WWTP Upgrade and Expansion
Prepared For
Trillium Land Company
One Trillium Center
Cashiers, NC 28717
Prepared by
Burgin Engineering, Inc.
PO Box 1804
sE P.L
TLl1
r, BV
u
11171.2014

Process Summary & Flow Charts
Parameter
Influent
Effluent
BOD
250 mg/I
< 3 mg/I
COD
400 mg/I
24.0 mg/I
TSS
270 mg/I
1.0 mg/I
P
8 mg/I
0.3 mg/I
NH,
40 mg/I
0.3 mg/I
TN
60 mg/I
6.5 mg/I
EQ
AF: 104,000 gpd
PF: 144 gpm
72 gpm
Parameter Values
Sludge age
41 d
Reactor volume
47,737 gal
Total SOR
540 kg02/d
MLSS in Anoxic/Aerobic Tank
11,775 mg/I
MLSS in Membrane Tank
14,368 mg/I
F/M ratio (BOD)
0.055
F/M ratio (COD)
0.082
Aeration
Flow
Pressure
EQ
42 scfm
5.5 psi
Aerobic
222 scfm
5.5 psi
Membrane
191 scfm
5.5 psi
Sludge
42 scfm
5.5 psi
361 gpm
..................................................................................................
Proposal 150
..................................................................................................
1
1,162 gpd
Sludge
Effluent
71 gpm
5/13/14

Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Project Name:
City / County:
State:
Engineer:
yellow fill requires design input value
light green fill indicates process calculation
green fill indicates final calculation
Type of Project
Dome+;^ 1A1-+- - -ter
lorangefill requires engineer's evaluation
Red Text represents notes and instructions
Input Design Information into the following cells based on data supplied by the consultotnt or owner. Refer to data sheets and otttoched to printout
Influent Data (Total Design Flow)
Design Flow Capacity of Wastewater Plant =
Design Flow in Million Galls Per Day =
Population Equivalent of Design Flow Capacity at 100 gpd/ person =
P = Population in thousands =
Peaking Factor Hourly Flow from Ten State Standards Fiqure One =
Peak Hourly Flow from Ten State Standards Fiqure One =
Expected Influent BOD5 per day based on Metcalf Eddy Table 5-4 =
Expected Influent SS per day based on Metcalf Eddy Table 5-4 =
Expected Influent Ammonia Nitrogen per day based on Metcalf Eddy Table 5-4 =
Expected Influent Organic Nitrogen per day based on Metcalf Eddy Table 5-4 =
Expected Influent Total Kjeldahl Nitrogen per day based on Table 5-4 =
Expected Influent Organic Phosphorus per day based on Metcalf Eddy Table 5-4 =
Expected Influent Inorganic Phosphorus per day based on Metcalf Eddy Table 5-4 =
Expected Influent Total Phosphorus per day based on Metcalf Eddy Table 5-4 =
FOG
Alkalinity
pH
Site Elevation
Avg. Air Temperature
Max Air Temperature
Min Air Temperature
104,000.00
GPD
MG D
Persons
GPD
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
FT. MSL
OF
OF
OF
1Q 72.22 gpm
2Q 144.44 gpm
3Q 216.67 gpm
4Q 288.89 gpm
5Q 361.11 gpm
0.3941 MGD
250 mg/I
270 mg/I
40 mg/I
20 mg/I
60 mg/I
3.6 mg/I
7.2 mg/I
8 mg/I
50 mg/I
315 mg/I
20.00 OC
37.78 °C
_12.22 °C
0.104
1040
1.04
3.79
394,051.17
216.84
234.1872
34.6944
17.3472
52.0416
3.122496
6.244992
6.93888
43.368
273.2184
7.2
21
68
100
10
Effluent R uirements
BOD: 3 mg/I 2.60 Ibs/day
TSS: 1 mg/I 0.87 Ibs/day
Total N: 3.7 mg/I 3.21 Ibs/day
Total P: 0.3 mg/I 0.26 Ibs/day
FOG: 15 mg/I 13.01 Ibs/day
Alkalinity: 150 mg/I 130.10 Ibs/day
pH: 7 mg/I 6.07 Ibs/day
Diss.Oxygen: 7 mg/I 6.07 Ibs/day
Pathogen: N/A mg/I (Colonies per 100 mL)
Burgin Engineering, Inc. General Information Phase I and 11

Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Project Name:
City / County:
State:
Engineer:
yellow fill requires design input value
light green fill indicates process calculation
green fill indicates final calculation
Type of Project
Dome+;^ 1A1-+- - -ter
lorangefill requires engineer's evaluation
Red Text represents notes and instructions
Input Design Information into the following cells based on data supplied by the consultotnt or owner. Refer to data sheets and otttoched to printout
Influent Data (Total Design Flow)
Design Flow Capacity of Wastewater Plant =
Design Flow in Million Galls Per Day =
Population Equivalent of Design Flow Capacity at 100 gpd/ person =
P = Population in thousands =
Peaking Factor Hourly Flow from Ten State Standards Fiqure One =
Peak Hourly Flow from Ten State Standards Fiqure One =
Expected Influent BOD5 per day based on Metcalf Eddy Table 5-4 =
Expected Influent SS per day based on Metcalf Eddy Table 5-4 =
Expected Influent Ammonia Nitrogen per day based on Metcalf Eddy Table 5-4 =
Expected Influent Organic Nitrogen per day based on Metcalf Eddy Table 5-4 =
Expected Influent Total Kjeldahl Nitrogen per day based on Table 5-4 =
Expected Influent Organic Phosphorus per day based on Metcalf Eddy Table 5-4 =
Expected Influent Inorganic Phosphorus per day based on Metcalf Eddy Table 5-4 =
Expected Influent Total Phosphorus per day based on Metcalf Eddy Table 5-4 =
FOG
Alkalinity
pH
Site Elevation
Avg. Air Temperature
Max Air Temperature
Min Air Temperature
65,000.00
GPD
MG D
Persons
GPD
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
FT. MSL
OF
OF
OF
1Q 45.14 gpm
2Q 90.28 gpm
3Q 135.42 gpm
4Q 180.56 gpm
5Q 225.69 gpm
0.2543 MGD
250 mg/I
270 mg/I
40 mg/I
20 mg/I
60 mg/I
3.6 mg/I
7.2 mg/I
8 mg/I
50 mg/I
315 mg/I
20.00 OC
37.78 °C
_12.22 °C
0.065
650
0.65
3.91
254,337.76
135.525
146.367
21.684
10.842
32.526
1.95156
3.90312
4.3368
27.105
170.7615
7.2
21
68
100
10
Effluent
R uirements
BOD: 3 mg/I 1.63 Ibs/day
TSS: 1 mg/I 0.54 Ibs/day
Total N: 3.7 mg/I 2.01 Ibs/day
Total P: 0.3 mg/I 0.16 Ibs/day
FOG: 15 mg/I 8.13 Ibs/day
Alkalinity: 150 mg/I 81.32 Ibs/day
pH: 7 mg/I 3.79 Ibs/day
Diss.Oxygen: 7 mg/I 3.79 Ibs/day
Pathogen: N/A mg/I (Colonies per 100 mL)
Burgin Engineering, Inc. General Information Phase I

Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Project Name:
City / County:
State:
Engineer:
yellow fill requires design input value
light green fill indicates process calculation
green fill indicates final calculation
Type of Project
Dome+;^ 1A1-+- - -ter
lorangefill requires engineer's evaluation
Red Text represents notes and instructions
Input Design Information into the following cells based on data supplied by the consultotnt or owner. Refer to data sheets and otttoched to printout
Influent Data (Total Design Flow)
Design Flow Capacity of Wastewater Plant =
Design Flow in Million Galls Per Day =
Population Equivalent of Design Flow Capacity at 100 gpd/ person =
P = Population in thousands =
Peaking Factor Hourly Flow from Ten State Standards Fiqure One =
Peak Hourly Flow from Ten State Standards Fiqure One =
Expected Influent BOD5 per day based on Metcalf Eddy Table 5-4 =
Expected Influent SS per day based on Metcalf Eddy Table 5-4 =
Expected Influent Ammonia Nitrogen per day based on Metcalf Eddy Table 5-4 =
Expected Influent Organic Nitrogen per day based on Metcalf Eddy Table 5-4 =
Expected Influent Total Kjeldahl Nitrogen per day based on Table 5-4 =
Expected Influent Organic Phosphorus per day based on Metcalf Eddy Table 5-4 =
Expected Influent Inorganic Phosphorus per day based on Metcalf Eddy Table 5-4 =
Expected Influent Total Phosphorus per day based on Metcalf Eddy Table 5-4 =
FOG
Alkalinity
pH
Site Elevation
Avg. Air Temperature
Max Air Temperature
Min Air Temperature
52,000.00
GPD
MG D
Persons
GPD
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
Ibs/day
FT. MSL
OF
OF
°F
1Q 36.11 gpm
2Q 72.22 gpm
3Q 108.33 gpm
4Q 144.44 gpm
5Q 180.56 gpm
0.2062 MGD
250 mg/I
270 mg/I
40 mg/I
20 mg/I
60 mg/I
3.6 mg/I
7.2 mg/I
8 mg/I
50 mg/I
315 mg/I
20.00 °C
37.78 °C
_12.22 °C
0.052
520
0.52
3.97
206,201.02
108.42
117.0936
17.3472
8.6736
26.0208
1.561248
3.122496
3.46944
21.684
136.6092
7.2
21
68
100
10
Effluent
R uirements
BOD: 3 mg/I 1.30 Ibs/day
TSS: 1 mg/I 0.43 Ibs/day
Total N: 3.7 mg/I 1.60 Ibs/day
Total P: 0.3 mg/I 0.13 Ibs/day
FOG: 15 mg/I 6.51 Ibs/day
Alkalinity: 150 mg/I 65.05 Ibs/day
pH: 7 mg/I 3.04 Ibs/day
Diss.Oxygen: 7 mg/I 3.04 Ibs/day
Pathogen: N/A mg/I (Colonies per 100 mL)
Burgin Engineering, Inc. General Per Train

Burgin Engineering, Inc. Project Name: Trillium
PO Box 1804 City / County Jackson
Irmo, Sc 29063 State: North Carolina
yellow fill requires design input value Engineer: Robert G. Burgin, Jr.
light green fill indicates process
green fill indicates final calculation
orange fill requires engineer's evaluation IType of Project I Domestic
Peaking Factor Calculation
Service Area Population = 1,040
Peak Factor = 18 + �P
4+SIP
Calculated Peak Factor =
3.8
Design Peak Factor =
3.8
Determine Minimum Pump Rate
Average Daily Flow =
104,000
GPD
Peak Flow =
394,051
GPD
Minimum Pumping Rate Required =
274
GPM
Design Pumping Rate =
274
GPM
Influent Pump Station
Burgin Engineering, Inc. Flow Rate

Screens
TYPE
B F2
B F4
B F5
B F6
DF8
DF12
DF16
DF20
DF24
DS F38
DS F58
DS F78
APPROXIMATE FLOWS DIMENSIONS & POWER REQUIREMENTS
2-3MM
2-3MM
SURFACE WATER
MUNICIPAL
LENGTH
WIDTH
HEIGHT
POWER
RIVER WATER
WASTEWATER
(TSS <50 M G/L)
GPM
GPM
FEET
FEET
FEET
HP
175
< 80
2.8
2.7
2.2
0.06
350
< 160
3.9
2.7
2.2
0.06
2.2
0. 16
660
< 240
5.3
2.7
2.2
0.06
1,050
< 400
5.3
5.1
4
0.16
1,550
< 650
6.5
5.1
4
0.16-0
2,100
< 900
7.8
5.1
4
0.16
2,450
¢ 1,100
9.1
5.1
4
0.35
3,150
¢ 1,300
10.4
5.1
4
0.35
5,000
2,300
10.2
8
7.2
0.75-7
<
7,900
< 3,600
13.5
8
7.2
0.75
9,900
¢ 4,800
16.7
8
7.2
0.750
Note: BF5 now referred to as RSB4
Burgin Engineering, Inc. Screen

Calculation
Equalization Basin
Avg Flow 104,000 GPD
EQ Req. Percentage 25.00%
Volume Required EQ 26,000 Gallons
EQ Basin width 12.00 Feet
EQ Basin length 33.83 Feet
Water Depth 9.50 Feet
EQ Volume Available 3857.00 Cu. Ft
EQ Volume Available 28,854 Gallons
EQ Provided Percentage 27.74%
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Equalization Basin

Headloss Calculation
Eauivalent Lenath Multiple Pipes
Fnnali,atmn Racin P.-
Friction Loss In terms of a uivalent length - feet of straight pipe
Long
K
Actual
radius
Swing
Value
Actual
Inside
Gate
90 or 45
Std tee-
Close
Check
Angle
Globe
3-way
2-
2-
Nominal
Inside
Diameter
Friction
Valve-
90 degree
std
Std tee-
branch
return
Valve-
Valve-
Valve -full
Butterfly
Plug
way
WayPlug
pipe size
Diameter
Feet
Factor
Full O en
elbow
elbow
thm flow
flow
bend
full open
full open
o en
vallve
Valve
PlugValve
2
2.067
0.17225
0.019
1.38
5.17
2.76
3.45
10.3
8.61
17.2
25.8
58.6
7.75
0.34
3.082368
21/2
2.469
0.20575
0.018
1.65
6.17
3.29
4.12
12.3
10.3
20.6
30.9
70
9.26
0.32
3.657778
3
3.068
0.25567
0.018
2.04
7.67
4.09
5.11
15.3
12.8
25.5
38.4
86.9
11.5
0.32
4.545185
Average Daily Flow = 104,000 GPD
Average Daily Flow = 72.22 GPM
2.5" Suction Pie
>
o
u
> o
--
w
a o
-6 w
Type of fitting or Str. Pie
Length of straight pipe
40
Elbows
6
6.17
37.02
Standard Tee Branch Flow
1
12.3
12.3
Ball Valve
1
1.65
1.65
0
0
0
111
0
0
0
Total E . Length
90.97
2.5" Discharge Pipe
>
o
u
> o
w
o
6 w
Type of fitting or Str. Pie
Length of straight pipe
54
Elbows
6
5.17
31.02
Gate Valve
1
1.38
1.38
Check Valve
1
17.2
17.2
Tee
1
10.3
10.3
0
0
0
0
0
Total E . Length
113.9
Dia.
Length
C Factor
Flow
Headloss
Velocity
2.5
90.97
120
10
0.11
0.65
2.5
90.97
120
20
0.40
1.31
2.5
90.97
120
30
0.85
1.96
2.5
90.97
120
40
1.44
2.61
2.5
90.97
120
50
2.18
3.27
2.5
90.97
120
60
3.05
3.92
2.5
90.97
120
70
4.06
4.58
2.5
90.97
120
80
5.20Lj:2U32.5
90.97
120
90
6.462.5
90.97
1201007.85
Dia.
Length
C Factor
Flow
Headloss
Velocity
2.5
113.9
120
10
0.14
0.65
2.5
113.9
120
20
0.50
1.31
2.5
113.9
120
30
1.06
1.96
2.5
113.9
120
40
1.80
2.61
2.5
113.9
120
50
2.73
3.27
2.5
113.9
120
60
3.82
3.92
2.5
113.9
120
70
5.08
4.58
2.5
113.9
120
80
6.51
5.23
2.5
113.9
120
90
8.09
5.88
2.5
1 113.9
1 120
1 100
1 9.83
6.54
Total Dynnamic
Head Calculation
Flow
Static
Head
2.5"
Suction
2.5"
Discharge
TDH
Velocity
2.5 Inch
Proposed
Pump
10
10
0.11
0.14
0.00
0.00
10.25
0.65
32.00
20
10
0.40
0.50
0.00
0.00
10.90
1.31
30.00
30
10
0.85
1.06
0.00
0.00
11.91
1.96
28.00
40
10
1.44
1.80
0.00
0.00
13.25
2.61
27.00
50
10
2.18
2.73
0.00
0.00
14.90
3.27
26.00
60
10
3.05
3.82
0.00
0.00
16.87
3.92
25.00
70
10
4.06
5.08
0.00
0.00
19.14
4.58
24.00
80
10
5.20
6.51
0.00
0.00
21.70
5.23
23.00
90
10
6.46
8.09
0.00
0.00
24.55
5.88
22.00
100
1 10
7.85
1 9.83
0.00
1 0.00
1 27.68
6.54
1 21.00
35.00
30.00
25.00
u 20.00
= 15.00
10.00
5.00
0.00
30 20 30 40 50 60 70 80 90 100
GPM
Burgin Engineering, Inc.
PO Box 1804
Irmo, Sc 29063
-TDH
-Proposed Pump
Equalization Pump Multiple Pipe Headloss

EQ Curve
Curve di prestazione ST-R2 G
Performance curves
warisco pompa centrifuga autoadescante T4.35O0 Rev.O2
solid pumping soi—ia�s D1
self —priming centrifugal pump Sost.: T4.3500 Rev.
Data 2012
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11111111111111
111111111111111111111111111111
111111111�1111�111�1111111111.,
.
11111111�_.■■■■■■■i.1111111111
IIIII�i�11111111111111■�L111111
,
111111111111111111111111111111
.1
111111111111111111111111111111
111111111111111111111111111111
,111111111111�1111�1111111111
��11■!!!!!!:..■■■■i■■■11111111
11�����11111111111111111111111
1
IIIIII�i:��
,,
,
1111111111111
IIIIIIIIIII�.L_
111111111111111�.�111111111111
_�1111111111111
,
1111111111111111111�l111111111:
1111111111111111111111111111111.
111111111111111111111111.11111.
.
11111111�11��11111111111111
=
,
11111:::..■■:i■■■1111111111111,
Zona di cavRazione / Capitation zone
Campo operativo /Op—ting range
— — — — Impiego sottobattente /Flooded suction conditions
Burgin Engineering, Inc. EQ Curve

Aeration Calculation of Equalization Basin
Equalization Calculations
EQ Volume = 28,854 Gallons
EQ Detention Time = 28,854 = 0.29 Days = 6.925005 Hours
104,000
Oxic Volume in CuFt = 28,854= 3,857 CuFt
7.481
EQ Aeration Rate Required 1.25 CFM/1000 gal
EQ Aeration Required 36.07 CFM
Total 36.07 CFM use 42
55
50
45
40
25
50
25
20
15
10
Air Volume Required Ultimate = 42.00 CFM
Use one blower capable of = 42.00 CFM
Equalization backpressure = 9.5 = 4.11 PSI (Maximum)
2.31
Number of Diffusers in Equalization = 24 EDI PermaCap 5 Diffussers
Air Required per Diffusser = 42.00 1.75 CFM
24
C n1Dr..ir")VT1f'n— 2 Pressure Loss Per _
Diffuser inches water
5 Pressure Loss Per _
Diffuser psi
Diffussers per drop = EniM
05 Number of Drops =
3f0.' Enle[
Air Flow per Drop in =
0
0 5 15
Flnw R alc (<Mn ! IlPoimn
20
Aeration
Drop Pipe Size =
1
Inch
Friction Loss per Drop =
0.003
PSI
Header Size =
3
Inch
Friction Loss in Header =
0.007
PSI
Total Head on Digester Blower =
4.16
PSI
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Equalization Aeration
1 inches
0.04 PSI
2
12
3.50 CFM

Aeration Calculation of Equalization Basin
Pipe details I - Metric Imperia; Results (Find pressure)
Internal Toughness Pipe material
Flow type
O.001311 inch steel +
Turbulent
Internal diameter
Reynolds number
1.097 inch ={ diam?
4994
Length
Friction factor
11.000 ft 2
1 0.039
Elevation change
Fluid velocity
0.000 It Rise +
6.804 f?Is
Flow
Volume at 0.0 psi g Compressed to
Pressure drop
3-5 cu. fUmin w psi g
4.003 psi +
Air 20=C (68=F} �
flow
cuturnin
k2M
Calculate drop
Centistokes
15100x
flaw
pressure
Gas density kglm5
1.5T3587
2t 4
at 44-.497psi psi g g
Pipe details Metric Imperial Results (.Find pressure)
Internal roughness Pipe material
Flow type
0.001611 inch steel
Turbulent
internal diameter
Reynold's number
3.260 inch Q; dism7
20167
Length
Friction factor
60 ft 5
0.027
Elevation change
Fluid veiocdy
a.440 ft R se
9 245 ftls
Flaw J,ll O] Volume at 0.4 psi g Compressed to
Pressure drop
42 cu.ftlmin + :.` psi g
0.007 psi +
Air 20`C (68`f]
Entry flow
32.154 cuJurnri3
I� Calculate drop
Centistokes
1 15,100000
Exit flaw :
pressure
Gas density kg;ms
—
1'573587
132.1cu. flim
1 at 4,493 psi g m
9
J
AD]
40
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Equalization Aeration

FPS
OLOWER rtckfNoLocv
PRESSURE
3500 rpm (60 Hz)
Burgin Engineering, Inc. EQ Blower

Trillium WWTP
Proposed WWTP Calculations
Height Width Length
EQ Size 9.5 x 12 x 33.83 = 3,856.62 Cu. Ft.
=1 28,851.371 Gallons
Tank Volume # of tanks
Total EQ Volume = 28,851.37 x 0= 28,851.37 Gallons
Area Length
Anoxic I 111.45 x 8 = 891.60 Cu. Ft.
=1 6,670.061 Gallons
Tank Volume # of tanks
Total Anoxic I Volume = 6,670.06 x 0= 13,340.12 Gallons
Area Length
Oxic 108.59 x 8 = 868.72 Cu. Ft.
=1 6,498.891 Gallons
Tank Volume # of tanks
Total OxicVolume = 6,498.89 x 0= 12,997.79 Gallons
Area Length
Anoxic II 94.05 x 8 = 752.40 Cu. Ft.
=1 5,628.701 Gallons
Tank Volume # of tanks
Total Anoxic II Volume = 5,628.70 x 0= 11,257.41 Gallons
Area Length
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Proposed Tankage

Anoxic 1 Cell Volume
11.00
1.50
1
Anoxic I Cell 3.75
Cross Sectional
Area = 111.45
5q. Ft. @ Water 3 D
11.OD 9.50 Level
Volume at 8.0
foot length =
6,670 gallons 3.75
11.00
12.00
Burgin Engineering, Inc. Anoxic 1 Cell Volume

Internal Recycle Pumo Calculation
Internal Recycle Pump Calcalculation
Design Flow Rate = 104,000 Gallons per day
Design Flow Rate = 72.22 Gallons per minute
Internal Recycle Rate = Gallons per minute
Friction Loss In terms of a uivalent length - feet of strai ht pipe
K
Actual
Ball
Long
Std tee
Swing
Value
Actual
Inside
Valve
90
radius 90
Std tee
-
Close
Check
Angle
Globe
3-way
2-
2-
Nominal
Inside
Diameter
Friction
Full
degree
or 45 std
thm
branch
return
Valve-
Valve-
Valve -full
Butterfly
Plug
way
WayPlug
pipe size
Diameter
Feet
Factor
Open
elbow
elbow
flow
flow
bend
full open
full open
open
vallve
Valve
P121
Valve
3
3.068
0.2556667
0.018
2.04
7.67
4.09
5.11
15.3
12.8
25.5
38.4
86.9
11.5
0.32
4.545185
4
4.026
0.3355
0.017
2.68
10.1
5.37
6.71
20.1
16.8
33.6
50.3
114
15.1
0.31
6.117941
6
6.065
0.5054167
0.015
4.04
15.2
8.09
10.1
30.3
25.3
50.5
75.8
172
22.7
15.1625
0.27
9.0975
4" Pie Discha a Sin le
>
u
>o,
-- -
w
-6 w
Type of fitting or Str. Pie
0
Length of straight pipe
18
90 Deg Elbows
4
10.1
40.4
Gate Valves
0
2.68
0
Tees thm side Outlets
0
20.1
0
Tees thm flow
0
6.71
0
Check valves
0
33.6
0
Flowmeter
0
10
0
0
0
0
Total E . LengthLengthl
58.4
Calculation
of TDH at
various flows
Flow
Static
Head
4" Pipe
Discharge
TDH
Velocity
Loss/100'
100
1
0.51
0.00
1.512
2.55
0.88
200
1
1.85
0.00
2.846
5.11
3.16
300
1
3.91
0.00
4.908
7.66
6.69
400
1 1
1 6.65
0.00
1 7.654
10.21
11.39
500
1
10.06
0.00
1 11.06
12.77
17.22
600
1
14.09
0.00
15.09
15.32
24.12
700
1
18.74
0.00
19.74
17.87
32.09
800
1
23.99
0.00
24.99
20.43
41.08
900
1
29.83
0.00
30.83
22.98
51.08
1000
1
36.25
0.00
37.25
25.53
6207.
Dia.
Length
C Factor
Flow
Headlos
Velocity
4
58.4
120
100
0.51
2.55
4
58.4
120
200
1.85
5.11
4
58.4
120
300
3.91
7.66
4
58.4
120
400
6.65
10.21
4
58.4
120
500
10.06
12.77
4
58.4
120
600
14.09
15.32
4
58.4
120
700
18.74
17.87
4
58.4
120
800
23.99
20.43
4
58.4
120
900
29.83
22.98
4
58.4
120
1000
36.25
25.53
Pump
Curve
26
21
16.5
12
8
4
0
0
0
0
Internal Recycle Pump
6.2HP. 3 phase
4-inch Wilo FA 10.41E
Robert G. Burgin, Jr., Inc.
PO Box 1804
Irmo, SC 29063 Internal Recycle Pump

Internal Recycle Pump
Project: Created on: 2014-04-18
Project number: Created by:
Performance curves
Submersible sewage pump FA 10.41 E
Pow er data referred to: water, pure [100%] ; 68°F; 62.315lb/ft" 1.0768E-5ft'ls
Tolerance as per ISO 9906 /Annex A.2
ead
N PSH-values
50 100 1
with motor
FK 17.1-4/8K
Pump
Duty point data
Impeller fd
designed
6
inch
Volume flow
515.7
US g.p.m.
Norninal speed
1740
rpm
Head
6.8
ft
Frequency
60
Hz
Shaft pow er
P2
2.95
hp
Impeller type
Single -channel
Fump efficiency
30.5
%
Motor
Pow er input
P.I
4.1
hp
Rated power
6.2
hp
Required pump NPSH
17.9
ft
Sel. explosion protection
Speed
1737
rpm
Burgin Engineering, Inc.
PO Box 1804
Irmo, Sc 29063
Internal Recycle Pump

Aeration Calculation of Oxic Basin
Oxic Calculations
Oxic Volume per Train= 6,499 Gallons
Oxic Detention Time = 6,499 = 0.06 Days =
52,000
Oxic Volume in CuFt = 6,499= 869 CuFt
7.481
EQ Aeration Rate Required 17.08 CFM/1000 gal
EQ Aeration Required 111.00 CFM
Total 111.00 CFM use
1.559735 Hours
111
Water Depth 9 Feet 2 inches
Water Depth 9.17 Feet
Air Volume Required Ultimate = 111.00 CFM
Use one blower capable of = 111.00 CFM
Equalization backpressure = 9.17 = 3.97 PSI (Maximum)
2.31
Number of Diffusers in Equalization = 14
Air Required per Diffusser = 111.00 7.93 CFM
14
Diffuser Length
Diffuser Length
Total Diffusser Length
Diffuser Diameter
Diffuser Circumference
Diffuser Area
Diffuser Area
Air Flow Rate
39.37 Inches
Pressure Loss Per = 22.176 inches
3.280833 Feet
Diffuser inches water
45.93167 Feet
2.6 Inches
Pressure Loss Per = 0.80 PSI
8.17 Inches
Diffuser psi
321.5805 Sq. Inches.
2.23 Sq. Ft.
Diffussers per drop = 14
2.416633 SCFM / FT
Number of Drops = 1
Air Flow per Drop in = 111.00 CFM
Aeration
Drop Pipe Size =
3
Inch
Friction Loss per Drop =
0.018
PSI
Header Size =
3
Inch
Friction Loss in Header =
0.163
PSI
Total Head on Digester Blower =
4.95
PSI
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Oxic Aeration

Aeration Calculation of Oxic Basin
Pipe details
r- Metric r: Imperial
Results (Find pressure)
Internai roughness
Pipe material
Flow type
C.CC 1911
inch steel
Turbulent
Intern aI diameter
Reynolds number
1260
inch ;;l{ diam?
t3294
Length
Friction factor
22.000
ft 3
0.022
Elevation change
Fluid velocity
o.00a
tt Rise
22.514 ftls
Flow �_j Volume at 0.0 psi g Compressed to
Pressure drop
111.000
cu. fUrnin +' 5.000 psi g
0.018 psi F
Entry flow :
Air 20`C (68:F,
82.$22 cu•fthnin
® Calculate pressure drop
Centistokes
15.100000
Exit flow
Gas density kglm'
1.614575
82.89psi 9 cin
i at 4.9$2 psi
�
� J
Pipe details r Metric r. Imperial Results (Find pressure)
Internal roughness Pipe material
Flow type
0.001811 inch steel
Turbulent
Internal diamaler
iteynokrs number
3.260 inch _; diam?
1 1065M
Length
friction factor
40.000 ft 7
0.020
Elevation change
Fluid velocity
6.606 ft Rise
1 47.628 ft/s
Flow J .Ll Ell
Volume at 0.0 psi g Compressed to
Pressure drop
222.000 cu.fUmin 5.000 psi g
0.163 psi
Air 20'C (68=fj
Entry flow :
165.643 cu.ftlmin
L®R, Calculate pressure drop I
Centistokes
15.100000
Exit flow :
at 4A 37 Psi 4 min
Gas density kgJW
1.614575
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Oxic Aeration

etr�w[rr re crrnrcrcvG r
PRESSURE
3500 rpm (60 Hz)
rav
a,i
r r,
t
1 � �
s
r3 is
a Sr
II,y
',t
xb•
ra ,W is
I
w
7} � y
�-a
MpN44 -t%?Ao
031
.ae.� � LtHurti Kr111i
r
Di
e
' •-- rx_ass •AD •na �'vC WC
r•. .00aw . I � r•
I
,.•. � Kri*a s,s,
,7• rrorua //KWW aS,
a7 - I 1 I far
, Th
`K9J'+Y ` is •fi; � tY
'! e
9 t% ,Tl M 22.0 M
•a
rf _ rar
►- K4F1M�• r]r
,.• R„ w u,
i
ri• , � a.Sr
M/
• 1 1 , �.re
Burgin Engineering, Inc. Oxic Blower

Anoxic II Cell Volume
11.00
3.00
Anoxic II Cell
11.00 Cross Sectional Area = 94.05
Sq. Ft. @ Water Level
8.00
Volume at 8.0 foot length =
3.75
3. 0
5,529 gallons
3.75
11.00
12, 00
Burgin Engineering, Inc. Anoxic 11 Cell Volume

Sludge Return Pump Calculation
Sludge Return Pump Calcalculation
Design Flow Rate = 104,000 Gallons per day
Design Flow Rate = 72.22 Gallons per minute
Internal Recycle Rate = Gallons per minute
Friction Loss In terms of a uivalent length - feet of strai ht pipe
K
Actual
Ball
Long
Std tee
Swing
Value
Actual
Inside
Valve
90
radius 90
Std tee
-
Close
Check
Angle
Globe
3-way
2-
2-
Nominal
Inside
Diameter
Friction
Full
degree
or 45 std
thm
branch
return
Valve-
Valve-
Valve -full
Butterfly
Plug
way
WayPlug
pipe size
Diameter
Feet
Factor
Open
elbow
elbow
flow
flow
bend
full open
full open
open
vallve
Valve
P121
Valve
3
3.068
0.2556667
0.018
2.04
7.67
4.09
5.11
15.3
12.8
25.5
38.4
86.9
11.5
0.32
4.545185
4
4.026
0.3355
0.017
2.68
10.1
5.37
6.71
20.1
16.8
33.6
50.3
114
15.1
0.31
6.117941
6
6.065
0.5054167
0.015
4.04
15.2
8.09
10.1
30.3
25.3
50.5
75.8
172
22.7
15.1625
0.27
9.0975
6" Pie Discha a Sin le
>
u
>6,
w
��o
-6 w
Type of fitting or Str. Pie
0
Length of straight pipe
40
90 Deg Elbows
4
15.2
60.8
Gate Valves
1
4.04
4.04
Tees thm side Outlets
1
30.3
30.3
Tees thm flow
1
10.1
10.1
Check valves
1
50.5
50.5
Flowmeter
0
10
0
0
0
0
Total E . LengthLengthl
195.74
Calculation
of TDH at
various flows
Flow
Static
Head
6" Pipe
Discharge
TDH
Velocity
Loss/100'
100
2.5
0.24
0.00
2.739
1.13
0.12
200
2.5
0.86
0.00
3.36
2.27
0.44
300
2.5
1.82
0.00
1 4.322
3.40
1 0.93
400
2.5
1 3.10
0.00
5.602
4.54
1.58
500
2.5
4.69
0.00
7.187
5.67
2.39
600
2.5
6.57
0.00
9.067
6.81
3.35
700
2.5
8.73
0.00
11.23
7.94
4.46
800
2.5
11.18
0.00
13.68
9.08
5.71
900
2.5
13.90
0.00
16.4
10.21
7.10
1000
2.5
16.90
0.00
19.4
11.35
8.63
Dia.
Length
C Factor
Flow
Headlos
Velocity
6
195.74
120
100
0.24
1.13
6
195.74
120
200
0.86
2.27
6
195.74
120
300
1.82
3.40
6
195.74
120
400
3.10
4.54
6
195.74
120
500
4.69
5.67
6
195.74
120
600
6.57
6.81
6
195.74
120
700
8.73
7.94
6
195.74
120
800
11.18
9.08
6
195.74
12020
900
13.90
10.21
6
195.74
1
1000
16.90
11.35
Pump
Curve
26
21
16.5
12
8
4
0
0
0
0
Sludge Return Pump
6.2HP. 3 phase
4-inch Wilo FA 10.41E
iiiiiiii ■�Iiiiiiiiii
Robert G. Burgin, Jr., Inc.
PO Box 1804
Irmo, SC 29063 Sludge Retum Pump

Sludge Return Pump
Project: Created on: 2014-04-18
Project number: Created by:
Performance curves
Submersible sewage pump FA 10.41 E
Pow er data referred to: water, pure [100%] ; 68°F; 62.315lb/ft" 1.0768E-5ft'ls
Tolerance as per ISO 9906 /Annex A.2
ead
N PSH-values
50 100 1
with motor
FK 17.1-4/8K
Pump
Duty point data
Impeller fd
designed
6
inch
Volume flow
515.7
US g.p.m.
Norninal speed
1740
rpm
Head
6.8
ft
Frequency
60
Hz
Shaft pow er
P2
2.95
hp
Impeller type
Single -channel
Fump efficiency
30.5
%
Motor
Pow er input
P.I
4.1
hp
Rated power
6.2
hp
Required pump NPSH
17.9
ft
Sel. explosion protection
Speed
1737
rpm
Burgin Engineering, Inc.
PO Box 1804
Irmo, Sc 29063
Sludge Return Pump

Membrane Volume
11.00
1.50
Membrane Cell
Cross Sectional
Area = 122.72
1 2.00 Sq. Ft. @ Water
11.00 10.5 Level
Volume at 11.5
foot length =
10,558 gallons
11.00
1.00
I
3.75
3. 0
3.75
Burgin Engineering, Inc. Membrane Volume

Reactor Volume
1. Reactor Tank Design (A. Design based on Volumetric Loading)
Instructions: Enter values in yellow boxes. Spreadsheet calculates values in green boxes
Inputs
Calculations (based on Volumetric Loading)
Prim. Effl. Flow Rate, Qo =
0.104 MGD
Aeration tank volume, V =
6,378 ft3
Prim. Effl. BOD, So =
260 mg/L
Aeration tank vol. VMG =
0.04770
MG
47,704.80
Gallons
Aeration tank MLSS, X =
14,368.00 mg/L
Check on other design parameters:
Design Vol. Loading, VL =
34
Aeration tank HRT =
11.0 hr
(lb BOD/day/1000 ft')
Aeration tank F:M =
0.06419
%volatile MLSS, %Vol =
70%
(lb BOD/day/lb MLVSS)
Equations used for Calculations:
V = [ (8.34*So*Qo)/VL ](1000)
VMG = V*7.48/1,000,000
HRT = 24*VMG/Qo
F:M = (8.34*So*Qo)/(8.34*%Vol*X*VMG)
A note on unit conversions:
(8.34)*(mg/L) = Ib/MG
Thus, lb/day of BOD or TSS, for known
conc in mg/L and flow rate in MGD
can be calculated from:
(8.34)*(mg/L)*(MGD) = lb/day
B. Aeration Tank Design based on hydraulic loading
Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes
Inputs
Calculations (based on Hydraulic Loading)
Prim. Effl. Flow Rate, Q. =
0.104 MGD
Aeration tank vol. VMG =
0.04767 MG
Prim. Effl. BOD, So =
260 mg/L
Aeration tank volume, V =
6,433 ft3
Aeration tank MLSS, X =
14,368.00 mg/L
Check on other design parameters:
Aeration tank HRT =
11 hr
Vol. Loading, VL =
33.7
(lb BOD/day/1000 ft')
%volatile MLSS,%Vol =
7096
Aeration tank F:M =
0.06423
(lb BOD/day/lb MLVSS)
C. Aeration Tank Design based on F:M ratio
Instructions: Enter values in blue boxes. Spreadsheet calculates values in yellow boxes
Inputs
Calculations (based on F:M ratio)
Prim. Effl. Flow Rate, Qo =
0.104 MGD
Aeration tank vol. VMG =
0.047 MG
Prim. Effl. BOD, So =
260 mg/L
Aeration tank volume, V =
6,343 ft3
Aeration tank MLSS, X =
14,368.00 mg/L
Check on other design parameters:
Design Aer. tank F:M =
0.066
Vol. Loading, VL =
34 2
(lb BOD/day/lb MLVSS)
(lb BOD/day/1000 ft')
%volatile MLSS,%Vol =
70y,
Aeration tank HRT =
10.8 hr
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063

Reactor Operations
Instructions: Enter values in yellow boxes. Spreadsheet calculates values in green boxes
Inputs
Calculations
Prim. Effl. Flow Rate, Qo =
0.104
MGD
Recycle Factor R
72.22
GPM
Recycle Activated
Prim. Effl. BOD, S.
260 mg,'_
Sludge Flow Rate, Qr= 361.0000 MGD
Prim. Effl. TSS, X.
240 mg/L
Aeration tank - I. VMc= 0.04771 MG
Wastelrecycle activated
sludge SS conc., Xw= 14,368 mg/L
Reactor tank vol., V =
Q378 fP
Reactor tank MLSS, X=
=mg/L
%volatile MLSS, %Vol =
7p/
Sludge ret. time, SRT=
41 days
Equations used for Calculations:
VMG = V*7.48/1,000,000
Q„, = (8.34*VMG*X)/(8.34*SRT*X„,)
F:M = (8.34*So*Qo)/(8.34*%Vol*X*VMc)
Waste Activated Sludge
Flow Rate, Qw= 0.00116 MGD
Flow Rate, Qom,= 1163.69610 GPD
Aeration tank F:M = 0.0642
(Ib BOD/dayAb MLVSS)
A note on unit conversions:
(8.34)*(mg/L) = Ib/MG
Thus, lb/day of BOD or TSS, for known
conc in mg/L and flow rate in MGD
can be calculated from:
(8.34)*(mg/L)*(MGD) = lb/day
Activated Sludge Operational Parameters -
Typical Ranges
F;M
Qr/Qo
Acm-aeed Sludge
SRT
JVELSS
1b BOD/day
Process
days
mom'
%
1b ArLVss
Cory—t—1 Plug Plow
3 - 15
1000 - 3000
0.2 - 0.4
25 - 75
Compkle Mix
3 - 15
1500 - 4000
0 2 - 0.6
25 - 100
Fxta�ded Aaatioa
20 - 40
2000 - 5000
0.04 - 0-1
50 - 150
Adapted from: Metcalf & Eddy, Inc, (Revised by Tchobanoglous, G, Burton, F.L., Stensel, H.D.,
Wastewater Engineering, Treatment and Reuse, 4th Ed., New York, NY, 2003.
Reactor Operations

Activated Sludge Waste Water Treatment Calculations - U.S. units
(Oxygen Requirement/Blower Calculations)
Instructions: Enter values in Yellow boxes. Spreadsheet calculates values in green boxes
A. Oxygen Requirement/Blower Specifications (BOD Removal Only)
Inputs
Sec. Effl. BOD, Se =
20
mg/L
Design ww Flow Rate, Qo =
0.104
MGD
Design increase factor for
Oxygen transfer rate
Prim. Effl. BOD, So =
250
mg/L
Calculations
02 Transfer Effic., OTE =
6.4%
lb BOD removed/day =
199
lb/day
(from diffuser mfr or vendor)
Design Air Temperature =
60
OF
02 req'd per day =
371
lb/day
Design Atm Pressure =
14.7
psi
Design 02 Transfer Rate =
28
Ib/hr
Press drop across diffuser:
p
12.0
in H2O
Design Air Density,
g Y Pair =
0.0764
s
Ib/ft
(from diffuser mfr or vendor)
Depth of diffuser =
8.3
ft
Design Air Flow Rate, Qair =
413
cfm
Blower efficiency, it =
70%
Blower outlet press, PB2 =
18.7
psi
Sludge ret. time, SRT =
41
days
Blower Horsepower, HP =
10.3
hp
B. Oxygen Requirement/Blower Specifications (BOD Removal and Nitrification)
Input
Influent TKN, TKNO = 33 g/m' Effl NH4-N conc, Ne = 0.50 g/m'
Activated Sludge Kinetic Coefficients (See Typical Values in Table at right):
Synth. Yield coeff., Y =
Endog. decay coeff., kd =
Synthesis yield coeff, Yn =
(for nitrification)
Endog. decay coeff., kdn =
0.4 lb VSS/lb bCOD
0.12 lb VSS/d/lb VSS
0.12 lb VSS/lb NH4-N
0.08 lb VSS/d/lb VSS
Temp coeff, 9, for kd
Resid. biomass fract., fd = 0.15
Temp coeff, 9, for kdn
(for nitrification)
Temperature of WW = 61 �F

Assumed Value, NOx =
28.9
mg/L (start with TKNO - Ne as the assumed value)
Calculations
Biomass
kd at WW temperature =
0.103
lb VSS/d/lb VSS VSS wasted, Px,bio =
26 lb/day
kdn at WW temperature =
0.069
lb VSS/d/lb VSS Nitrogen oxidized, NOx =
28.9 mg/L
Diff. between Assumed
& Calculated, ONOx =
o.o mg/L
NOTE: You must use Excel's "Goal Seek" to calculate NOx as follows: Place the cursor on
Cell H53 and click on "goal seek" (in the "tools" menu of older versions and under "Data -
What If Analysis" in newer versions of Excel. Enter values to "Set cell:" H53, "To value:" 0,
"By changing cell:" C45, and click on "OK". The calculated value of D will appear in cell C45
and in cell H51.
02 req'd per day =
Design 02 Transfer Rate =
272 lb/day
20 Ib/hr
Design Air Flow Rate, Qair =
Blower outlet press, PB2 =
Blower Horsepower, HP =
302 cfm
18.7 psi
hp

Activated Sludge Kinetic Coefficients for heterotrophic bacteria at 200C (for BOD removal)
Coefficient
Unit
Range
Typical Value
Y
lb VSS/day/lb bCOD
0.30 - 0.50
0.40
kd
lb VSS/day/lb VSS
0.06 - 0.20
0.12
fd
dimensionless
0.08 - 0.20
0.15
0 values for temperature corrections
for kd dimensionless 1.03 - 1.08 1.04
Activated Sludge Nitrification Kinetic Coefficients at 200C
Coefficient I Unit I Range I Typical Value
Yn Ib VSS/Ib NH4-N 0.10 - 0.15 0.12
kdn lb VSS/day/lb VSS 0.05 - 0.15 0.08
0 values for temperature corrections
for kdn dimensionless 1.03 - 1.08 1.04
Adapted from: Metcalf & Eddy, Inc, (Revised by Tchobanoglous, G, Burton, F.L., Stensel, H.D.,
Wastewater Engineering, Treatment and Reuse, 4th Ed., New York, NY, 2003.

Membranes
Avg Daily Flow
Anoxic 1
Anoxic II
Aerobic
U70 Membrane Modules
Membrane Quide Rail System
Base Flow Per ModuleFlow per module
Membrane Tank
Mixed Liquor
Sludge Age
Sludge Waste Rate
Sludge Holding
EQ
Total EQ, Anl, Aer, Anil, Membranes
Detention Time at Avg Daily Flow
Detention Time at Avg Daily Flow
Water Processed through Membrane
Membrane Type
Membrane Manufacturer
Membranes per Stack
Number of Aeration Boxes
Number of Membranes
Membrane Surface Area
Total Membrane Area
Simple Flux Rate
Membrane cycle time
Maximumum Daily Time ON
Actual Flux Rate During On Cycle
# of Air Boxes
Air required per membrane stack
Air Required Total for Membranes
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
104,000.00 Gallons
Volume
12.83% 13,340.12 Gallons
10.82% 11,257.41 Gallons
12.50% 12,997.79 Gallons
6,667.00 GPD
10.15% 10,557.79 Gallons
14,368.00 mg/L
41 Days
1.12% 1,163.60 GPD
10.15% 10,557.79 GPD
27.74% 28,851.37
77,004.48 Gallons
0.74 Days
17.77 Hours
104,000.00 Gallons per day
Membranes
Sq. Ft.
Sq. Ft.
GPD*Sq. Ft.
On
Minutes
GPD*Sq. Ft.
ASCFM
ASCFM
Off

PRESSURE
ro
GLOWrR r£•ChfNOLOGY
3500 rpm (60 Hz)
e
• , +oa :oe cae rp6 006
Hr1.
70: NOW I r7•
iH wpr KSF� a5• i
tr
1DC 7,►•
fl J.l,
K f { r•
a s
a gt H
Xlm
,rf e„ar ll+
is
x ■0405 ar
0
,.e "M ,u
Burgin Engineering, Inc. Membrane Blower

Permeate Pump
Rotary Lobe P,jmE,
TORNADOS MB-1
+00
w
00
C 74
a
N
3
yA _.
R
U ^4
40
Y)
20
,0
1.7 3.4 9.2 6 9 164
4
0 50 100 i54 200 2&0 300 350 400 4W 500 SW
S"b "
NETZ51
7 T
30
to
90
volwltV Odl dim~
VgfigV10
10 110. 127
E &-; I 700 T58 P00 654
Burgin Engineering, Inc. Permeate Pump

Trillium CIP Chlorine Feed Calculations
Liquid Chemical Solutions
Concentration
Ibs/ al
Hydrochloric Acid - 18' Be (28%)
2.70
Hydrochloric Acid - 20' Be (31.5%)
3.00
Hydrochloric Acid - 22' Be (35.2%)
3.50
Sulfuric Acid - -66' Be (93.2%)
14.30
Sulfuric Acid - -60' Be (77.7%)
11.10
Sodium Hydroxide - 50' BE (50%)
6.40
Chlorine Bleach (1.0%)
0.08
Chlorine Bleach (2.0%)
0.17
Chlorine Bleach (5.25%)
0.44
Chlorine Bleach (10%)
0.84
Chlorine Bleach (12%)
1.00
A-20 Antisca lent
9.60
F-86 Coagulent
9.60
F-88 Coagulent
9.60
Liquid Feed Rate Calculation
Design Capacity of Membrane System 104,000.00 Gallons
Permeate Rate with Relaxation 90.28 GPM
STRENGTH OF FEED SOLUTION (%): 12 %
RATE OF FLOW TO BE TREATED (GPM) 90.28 GPM
DESIRED CONCENTRATION AFTER DILUTION mg/1): 500 mg/1
Formula
Feed Rate (gpd) = Dosage (mg/1) x Flow (gpm)
83.3 x Solution Concentration (Ibs/gal)
FEED RATE (GPD) 541.88342 GPD
FEED RATE (GPH) 22.57847583 GPH
FEED RATE (GPM) 0.376307931 GPM
Cleaning Solution per Membrane
90 Gallons
# of Membranes
12
Total Solution Requires
1080 Gallons
CIP Line Size Nominal
3 Inch
CIP Inside Diameter
3.042 Inch
CIP Inside Radius
1.521 Inch
CIP Line Cross Sectional Area
7.267906246 Sq. In.
CIP Line Cross Sectional Area
0.050471571 Sq. Ft.
CIP Line Length to Membranes
50 Feet
Cip Line Volume
2.523578558 Cu. Ft.
Cip Line Volume
18.87889119 Gallons
CIP Total Volume
1098.878891 Gallons
CIP Feed Pump Runtime
12.17219695 Minutes
Concentrated CIP Used per cleaning
4.580494244 Gallons
Burgin Engineering, Inc.
PO Box 1804
Irmo, Sc 29063
Page 1

Sludge Holding Volume
OW
11.00
Sludge Holding
Cell
Cross Sectional
Area = 122.72
Sq. Ft. @ Water
Level
Volume at 11.5
foot length =
10.558 aallons
11.00 -
12.00
3.75
3.75
Burgin Engineering, Inc. Sludge Holding Volume

Calculation
Sludge Holding
Avg Flow
Sludge Holding Percentage Provided
Tank Area
Depth
Freeboard
SWD Total Height
Volume
Volume
Waste Activated Sludge Flowrate
Percent Solids Wasted
Sludge Dry Weight at 1.5% Solids
Sludge Storage in days
Membrane Sludge Thickening
Use Membranes to thicken sludge to 4%
Sludge Storage in days
Water Processed through Membrane
Membrane Type
Membrane Manufacturer
Membrane Surface Area
Number of Membranes
Total Membrane Area
Simple Flux Rate
Membrane cycle time
Maximumum Daily Time ON
Actual Flux Rate
Aeration Required Dewatering Membranes
Aeration for Sludge Tank Aeration
Total Sludge Holding Aeartion Required
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
104,000 GPD
10.15
111
12.00
1.50
10.50
1,411
10,558
Sq. Ft.
Feet
Feet
Feet
Cu. Ft.
Gallons
1,162 Gallons per day
1.50%
145.3662 Pounds per day
9.09 Days
5.00%
348.6 1Gallons per day
30.29 Days
813.4 Gallons per day
U20-002
A3-USA
241
2
482
1.69
8
1152
2.11
17.60
42.34
59.94
Page 1
Sq. Ft.
Sq. Ft.
,PD*Sq. Ft.
On Off
Minutes
,PD*Sq. Ft.
SCFM
SCFM Note 30 SCFM/1000 cu. Ft.
SCFM

Aeration Calculation of Sludge Holding Basin
Equalization Calculations
SH Volume = 10,558 Gallons
SH Detention Time = 10,558 = 0.11 Days = 2.533869 Hours
104,000
Sludge Holding Volume in CuFt = 10,558= 1,411 Cu. Ft.
7.481
SH Aeration Rate Required 30 CFM/1000 Cu. Ft.
SH Aeration Required 42.34 SCFM
SH Membrane Aeration Required 17.60 SCFM
Total 59.94 SCFM use 60
Air Volume Required Ultimate = 60.00 CFM
Use one blower capable of = 60.00 CFM
Sludge Holding Max. backpressure = 10.5 = 4.55 PSI (Maximum)
2.31
Number of Diffusers in Sludge Holding = 24 EDI PermaCap 5 Diffussers
Air Required per Diffusser = 42.34 5.29 CFM
= 8
55
50
45
4V
75
30
25
20
15
10
U1F—CW5 Cmre MbbkDM—
C 1l)'.emieR'exPreFmreOAT)('.-
0 5 0 5
FI— R tl larlm I dA .,-
io
20
Drop Pipe Size =
1
Friction Loss per Drop =
0.09
Header Size =
3
Friction Loss in Header =
0.011
Total Head on Sludge Holding Blower =
4.74
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Pressure Loss Per
Diffuser inches water
Pressure Loss Per
Diffuser psi
Diffussers per drop =
Number of Drops =
Air Flow per Drop in
Aeration
Inch
PSI
Inch
PSI
PSI
Sludge Holding Aeration
2.5 inches
0.09 PSI
4
2
21.17 CFM

Aeration Calculation of Sludge Holding Basin
Pipe details '' 1.1etric 4 Imperial
Internal roughness Pipe material
0.001811 inch (steel � 1
internal diameter
1.049 inch Q{ diam?
Length
11 ft 2
Elevation change
G.000 ft l Rises •J
Flow Jul Ol Volume at 0.0 psi g Compressed to
21.57 cu.ftlmin I 5 psi 5
Air 20:C {68'f} Entry flow
l� 16.094 . 'Umi,
Cenfttokes 15.10DGD0 Exit flow
Gas density kg►m' 1.614575 116.168 cu.ftlnhin
at 4.910 psi g
Pipe details (' Metric r: Imperial
Internal roughness Pipe material
0.COMM inch steel
Internal diameter
3.058 inch Q{ diam?
Length
30 ft 5
Elevation change
a.000 ft R se
Flow J Volume at 0.0 psi g Compressed to
60 I cu. f min 5 psi g
Results (Find pressure)
Flow type
Turbulent
Reynokrs number
3218E
Friction factor
0.027
Fluid velocity
44_693 ft/s
Pressure drop
f o.0g0 psi
Calculate pressure drop
a U I ED I ED I At]
Results (Find pressure)
Flow type
Turbulent
Reynokrs number
30610
Friction factor
0.025
Fluid velocity
14.534 ft/s
Pressure drop
0.011 psi
Air 20:C {68'f} Entry flow : I�
M 44.768 cu•� MW Calculate pressure drop
Certtistokes 15.10DM Exit fbw : — -
Gas density kg1n 1.614575 I at 4.989 psi g filmin
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063
Sludge Holding Aeration

FPZ
s GLOWER TECI'INoLQGY
PRESSURE
3500 rpm (60 Hz)
*a
.w
:s
1R
7%
is
�s
1
i
Burgin Engineering, Inc. Sludge Holding Blower

Effluent Hiah Pressure Puma Calculation
Effluent High Pressure Pump Calcalculation
Design Flow Rate = 104,000 Gallons per day
Design Flow Rate = 72.22 Gallons per minute
Effluent Pressure Rate = 72.22 Gallons per minute
Friction Loss In terms of equivalent length - feet of straight pipe
2" Pie Dischar a Single
2" Pie Dischar a Single
w
-
ff
-
r ff
Type of fttin or Str. Pi e
0
Len th of straight gipe
20
90 Deg Elbows
5
5.17
25.85
Gate Valves
2
1.38
2.76
Tees thru side Outlets
1
10.3
10.3
Tees thm flow
1
3.45
3.45
Check valves
1
17.2
17.2
Flowmeter
1
10
10
0
0
0
Total E . LengthLengthl
89.56
4" Pie Dischar a Single
_ -
-ia -
r ff
1.
Type of fttin or Str. Pi e
0
Len th of straight gipe
3807
90 Deg Elbows
11
10.1
111.1
Gate Valves
0
2.68
0
Tees thru side Outlets
0
20.1
0
Tees thm flow
0
6.71
0
Check valves
0
33.6
0
0
0
0
0
0
0
Total E . Length
3918.1
Back pressure of heads 45 psi 103.95 Feet
IMMMMINN
One Two
Pump Pump
On On
Curve Curve
550
540 545
495 540
415 517
310 495
200 455
415
363
310
255
200
r r iiiiiiiiiiii
iiiiiiiiiiiiii�iiiiii
MEMO
ctiiitiii�it\4iiii
�� ir�rilritiiW+il'YffiY■ii\�iiiiiiiiiiii
iiiiiiiii�\iiiiiiii\\iii
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Effluent High Pressure Pump

Effluent Hiah Pressure Puma Calculation
Effluent High Pressure Pump Calcalculation
Design Flow Rate = 104,000 Gallons per day
Design Flow Rate = 72.22 Gallons per minute
Effluent Pressure Rate = 72.22 Gallons per minute
Friction Loss In terms of equivalent length - feet of straight pipe
2" Pie Dischar a Single
2" Pie Dischar a Single
w
-
ff
-
r ff
Type of fttin or Str. Pi e
0
Len th of straight gipe
20
90 Deg Elbows
5
5.17
25.85
Gate Valves
2
1.38
2.76
Tees thru side Outlets
1
10.3
10.3
Tees thm flow
1
3.45
3.45
Check valves
1
17.2
17.2
Flowmeter
1
10
10
0
0
0
Total E . LengthLengthl
89.56
4" Pie Dischar a Single
_ -
-ia -
r ff
1.
Type of fttin or Str. Pi e
0
Len th of straight gipe
2350
90 Deg Elbows
11
10.1
111.1
Gate Valves
0
2.68
0
Tees thru side Outlets
0
20.1
0
Tees thm flow
0
6.71
0
Check valves
0
33.6
0
0
0
0
0
0
0
Total E . Length
2461.1
Back Pressure Valve 50 psi 115.5 Feet
Dia.
Length
C Facto
Flow
Headlorss
Velocity
4
2461.1
120
10
0.30
0.26
4
2461.1
120
20
1.10
0.51
4
2461.1
120
30
2.33
0.77
4
2461.1
120
40
3.96
1.02
4
2461.1
120
50
5.99
1.28
4
2461.1
120
60
8.39
1.53
4
2461.1
120
70
11.15
1.79
4
2461.1
120
80
14.28
2.04
4
2461.1
120
90
17.76
2.30
4
1 2461.1
120
100
1 21.58
12.55
One Two
Pump Pump
On On
Curve Curve
550
540 545
495 540
415 517
310 495
200 455
415
363
310
255
Burgin Engineering, Inc.
PO Box 1804
Irmo, SC 29063 Effluent High Pressure Pump

Iq
'
;.
J
MSVv Multistage Pumps
304 Series Stainless Steel Components
with Teflon' Wear Rings
Cast Iron Base & Adapter
1-114 NPT Cast Iron Flanges
NEMA 56C or 182/4 TC Duaf Cycle 50160 W
Single or Three Phase TEFC Motors
EPDM/Tungsten Carbide Seal with Easy
�
Replacement Feature
-y
Optional ANSI/RSME 250# Flange Kit
Models Available in 2 thru 24 Stages
These AMT commercial/industrial centrifugal
pumps are non -self -priming (gravity feed)
units designed to handle high-pressure low
flow liquid transfer applications where no
suction lift is required. Typical installations
include: hot and chilled water, boiler feed,
condensate return, irrigation, high pressure
washdown, booster service, and fire
protection/sprinkler systems —often referred
to as a Jockey Pump. These pumps have NOT
been investigated for use in potable
(drinking) water systems.
[ml [ft.*] [psi]
340
320
300
280
260
240
220
200
180
150
140
120
100
80
60
40
20
0
0 5 10 15 20 25 30 35 40 45 [U.S. gpm]
0 1 2 3 4 5 6 7 8 9 10 [m'/hl
Capacity @ 3450 RPM (60 Hz)
Liquid - Water specific gravity 1.0
_ 20
LL 1s
10
s
o
0 5 10 15 20 25 30 35 40 45 50
*Convert to PSI, divide by 231 3450 RPM [U.S. gpm]
Maximum Working Pressure 232 PSI [1600 kPa] Maximum Temp 1 Boo I
240
230
220
210
200
190
180
170
160
150
p 141
a
2 130
y 120
F "1
100
90
80
70
50
s0
40
30
20
10
9
E.
E.
l '
'
B=,..■...E'
in this
gray
area
0
Ell
'=N—_'
\\NE
I
MEME—EMENNE1
I
I
I
1
® 400 Spring Street • Royersford, PA 19468 USA
www.amtpump.com • 888-amt-pump (268-7867)
n Gorman -Rupp Company For use with nonflammable liquids compatible with pump component materials. Vrton® and Teflon® are registered trademarks off. f Dupont. An

AG.-._.n MSV5 Mu,
G.-.-pp Company
7.0
[18.0]
r
(2 per kit)
Pumps are interchangeable with Grundfos CR5 Series
01/2" [13.0mm]
x 4 Holes
3.9
[10.0]
Optional
1 '/a' Flange Kit
C593-90
SPECIFICATIONS AND DIMENSIONS *1-1/4" Female NPT Suction and Discharge Ports
MODEL A
STAGES
HP
AG**
LM
CP**
Ship Wt.
1 PHASE (-1P)
Ship Wt.
3 PHASE (-3P)
MSV5-2
2
2
11.4 [29.0]
10.9 [27.9]
22.3 [56.8]
78 lbs. [36 kgs.]
71 lbs. [32 kgs.]
MSV5-3
3
2
11.4 [29.0]
12.0 [30.6]
23.4 [59.5]
80 lbs. [36 kgs.]
72 lbs. [33 kgs.]
MSV5-4
4
2
11.4 [29.0]
13.0 [33.3]
24.5 [62.2]
81 lbs. [37 kgs.]
73 lbs. [33 kgs.]
MSV5-5
5
2
11.4 [29.0]
14.1 [36.0]
25.5 [64.9]
82 lbs. [37 kgs.]
75 lbs. [34 kgs.]
MSV5-6
6
2
11.4 [29.0]
15.2 [38.7]
26.6 [67.6]
83 lbs. [38 kgs.]
76 lbs. [34 kgs.]
MSV5-7
7
2
11.4 [29.0]
16.2 [41.4]
27.6 [70.3]
84 lbs. [38 kgs.]
77 lbs. [35 kgs.]
MSV5-8
8
3
11.8 [30.0]
17.3 [44.1]
29.1 [74.0]
94lbs. [43 kgs.]
82 lbs. [37 kgs.]
MSV5-9
9
3
11.8 [30.0]
18.4 [46.8]
30.2 [76.7]
95 lbs. [43 kgs.]
84 lbs. [38 kgs.]
MSV5-10
10
3
11.8 [30.0]
19.4 [49.5]
31.2 [79.4]
96 lbs. [44 kgs.]
85 lbs. [38 kgs.]
MSV5-11'
11'
5'
15.0 [38.3]
21.4 [54.4]
36.5 [92.7]
N/A
109 lbs. [49 kgs.]
MSV5-12'
12'
5'
15.0 [38.3]
22.4 [57.1]
37.5 [95.4]
N/A
110 lbs. [50 kgs.]
MSV5-13'
13'
5'
15.0 [38.3]
23.5 [59.8]
38.6 [98.1]
N/A
111 lbs. [50 kgs.]
MSV5-14'
14'
5'
15.0 [38.3]
24.5 [62.5]
39.6 [100.81
N/A
112 lbs. [51 kgs.]
MSV5-15'
15'
5'
15.0 [38.3]
25.6 [65.2]
40.7 [103.51
N/A
113 lbs. [51 kgs.]
MSV5-16'
16'
5'
15.0 [38.3]
26.7 [67.9]
41.8 [106.21
N/A
114 lbs. [52 kgs.]
MSV5-18'
18'
7'/2+
17.1 [43.5]
29.3 [74.5]
46.4 [118.01
N/A
121 lbs. [55 kgs.]
MSV5-20'
20'
7'/2+
17.1 [43.5]
31.4 [79.9]
48.5 [123.41
N/A
123 lbs. [56 kgs.]
MSV5-22'
22'
7/2+
17.1 [43.5]
33.5 [85.3]
50.7 [128.81
N/A
126 lbs. [57 kgs.]
MSV5-24'
24'
7/2+
17.1 [43.5]
35.7 [90.7]
52.8 [134.21
N/A
128 lbs. [58 kgs.]
MSV5-11 thru 24: Available in 3 PH electric only.
MSV5-11 thru 16: 5 HP TC motors approx. diameter of 8.8 [22.5]
'MSV5-18 thru 24: 7'/2 HP approx. diameter of 10.0 [25.6]
NOTE: Dimensions are in inches (centimeters) and have a tolerance of ±1/8" ** Dimension may vary due to motor manufacturer's specifications.
1 When Ordering Add the Correct Suffix (-?P) to Model Number Indicating Phase (ex. MSV5-2-1 P)
SINGLE PHASE (-1P)
60HZ= 2 HP 115/208-230 VAC and 3HP 208-230 VAC
VOLTAGES
50HZ= 2 HP 110/220 VAC and 3HP 220 VAC
THREE PHASE (-3P)
60HZ= 2 HP - 7.5 HP 208-230/460 VAC
VOLTAGES
50HZ= 190/380 VAC
NOTE: Electric supply for ALL motors must be within ± 10% of nameplate voltage rating (e.g. 230V ± 10%= 207 to 253.)
® Manufacturer of AMT & IPT Pumps
400 Spring Street • Royersford, PA 19468 USA i
www.amtpump.com • 888-amt-pump (268-7867) PUMPS
The Gorman -Rupp Company reserves the right to discontinue any model or change specifications at any time without incurring any obligation.
A Gorman -Rupp Company ©2012 American Machine and Tool Company. All rights reserved. GORMAN-RUPP' 1212
HVM-6

Mechanical Process Calculation
Length Width Dia. degree Height Liquid level Volume Volume
Anaerob
.00 ft
.00 ft
.00 ft
0.0
.00 ft
.00 ft
cf
gal
Anoxic I
16.00 ft
11.75 ft
00 ft
0.0
12.50 ft
9.50 ft
1,786 cf
13,359 gal
Anoxic II
16.00 ft
11.75 ft
.00 ft
0.0
12.50 ft
7.50 ft
1,410 cf
10,547 gal
Aerobic
16.00 ft
11.75 ft
.00 ft
0.0
12.50 ft
9.40 ft
1,767 cf
13,219 gal
Membrane
11.50 ft
11.75 ft
.00 ft
0.0
12.50 ft
10.50 ft
1,419 cf
10,613 gal
Sludge
11.50 ft
11.75 ft
.00 ft
0.0
12.50 ft
10.25 ft
1,385 cf
10,360 gal
EQ
35.00 ft
12.00 ft
.00 ft
0.0
12.50 ft
10.00 ft
4,200 cf
31,416 gal
Parameters Values Unit Parameters Values Unit
Total process tank volume
47,737 gallons
Weir level
1.9 inches
Unaerated tank percentage
50 %
Weir length
8.0 ft
Total tank volumeohose,
89,513 gallons
Velocity
1.29 fps
Total tank volumeoaio,iated
47,627 gallons
Vertical tank
0
_ Membrane modules volume
987 gallons
Horz. Tank
0
F/Mused,BOD
0.055 kgBOD/kgMLSS
Diameter
12 ft
F/Mused,COD
0.082 kgCOD/kgMLSS
Membrane, 22% rAno8%
Aerobic, 28% Anoxic II, 22%
'�"" -Awww
Process Volume Distribution
ig

Parameters
Symbol
Membrane
Aerobic
Sludge
EQ
Unit
Minimum air flow
QA,.
171
275
42
42
acfm / scfm
Chosen air flow - actual
QA,chosen
176
204
39
39
acfm
Chosen air flow - inlet
QA,chosen
191
222
42
42
scfm
Chosen air flow - piping
QA,chosen
138
160
30
30
acfm
Pipe pressure
Pb
5.5
5.5
5.5
5.5
psi
Pipe losses
H
0.27
0.36
0.13
0.13
psi
Equivalent length in pipe looses
LP
300
300
300
300
feet
Pipe diameter
d
3.0
3.0
2.0
2.0
inches
Internal pipe diameter
d;
3.26
3.26
2.16
2.16
inches
Standard temperature
Ti
293
293
293
293
K
Pipe temperature
T2
321
321
321
321
K
Constant
f
0.02
0.02
0.03
0.03
-
Air velocity
v
39.7
46.0
19.7
19.7
fps
Atmospheric pressure
Paj
14.2
14.2
14.2
14.2
psi
Absolute pressure
p2
19.7
19.7
19.7
19.7
psi
Pressure due to tank liquid level
pDWD,m
3.9
3.9
4.2
4.1
psi
Pressure due to aeration device
pDWD
1.0
0.9
0.5
0.5
psi
Pressure due to pipe losses
PDWD,S
0.3
0.4
0.1
0.1
psi
Total pipe losses
pt
5.2
5.1
4.9
4.8
psi
H = 9.82.10_8 (J LPT2QA,chosen
(P2d )s
f _ (0.029 • a0.0271
0.148 J
QA,chosen
0.283
T2 = T1
pz )
pa,1
Q

Biological Process Calculation
Symbol Value Units
Type of wastewater
municipal
Temperature
T
12 0C
pH
-
7.5 -
H2CO3 alkalinity
Alk;
275 mg/I as CaCO3
Site pressure / elevation
pa;
14.2 psi
Average daily flow
Q;
104,000 gpd
Max. daily flow
QI, max,d
120,000 gpd
Peak flow
QI, max,p
144.4 gpm
Peak factor
-
2.0 -
Average daily flow
QI
394 m3/d
Max. monthly average daily flow
QI, max,d
454 m3/d
Hourly peak flow
QI, max,h
32.8 m3/h
Total BOD
SBOD,I
250 mgBOD/I
Total COD
SCODJ
400 mgCOD/I
COD/BOD ratio
-
1.60 -
Rapidly biodegradable COD
SS,;
100 mgCOD/I
Volitale fatty acids (VFA)
SVFAj
15 mgCOD/I
Fermentable COD
SF,
85 mgCOD/I
Slowly biodegradable COD
SSSj
216 mgCOD/I
Biodegradable COD
Sb;o,l
316 mgCOD/I
Soluble inert COD
SsIN,I
24 mgCOD/I
Particulate inert COD
SPIN,I
60 mgCOD/I
NO3
NN03j
0 mg/I
NH4
Nal
40.0 mg/I
TKN
NTKNJ
60.0 mg/I
TP
PI
8.0 mg/I
Dissolved Oxygen
SO2j
0.0 mg/I
FSA fraction
fs/TKN,I
0.7 -
Fixed (inorganic) suspended solids
XFSS,i
47.8 mglSS/I
TSS concentration
STSSJ
270.0 mgTSS/I
Total BOD mass
FSBOD,I
98.4 kgBOD/d
Total COD mass
FSCOD,I
157.5 kgCOD/d
Total NH4 mass
FSa,I
15.7 kgNH4/d
Total TKN mass
FSTKNJ
23.6 kgTKN/d
Total P mass
FSP,
3.1 kgP/d
4

Symbol
value units
Temperature
Tblo
12 0C
Sludge retention time / Sludge age
SRT
41 d
Reactor volume
VPchosen
47,737 gallons
Reactor volume
VPchosen
181 m3
Reactor volume
VPcalc
47,627 gallons
Average MLSS concentration
XTSS
12,000 mgTSS/l
Food to microorganism ratio
F/MBOD,used
0.055 kgBOD/kgMLSS
Food to microorganism ratio
F/MCOD,used
0.082 kgCOD/kgMLSS
Membrane tank MLSS concentration
XM
14,368 mgTSS/l
Aerobic/Anoxic tank MLSS concentration
XBIo
11,775 mgTSS/l
Number of anaerobic zones
#AN
0 -
Number of anoxic zones
#AO
2 -
Number of aerobic zones
#AE
1 -
External recycle ratio
m
5 -
Internal recycle ratio
a
5 -
DO in m recycle
Om
0 m902/1
DO in a recycle
Oa
0 m902/1
Recycle ratio to anaerobic tank (PAO)
s
0 -
DO in s recycle
S02,s
0 m902/1
Nitrate on s recycle
SN03,s
0 mg/l
TKN/COD ratio
fTKN/COD
0.132 mgTKN/mgCOD
Carbon source addition (Micro C)
BMlcroC
80.0 Ib/d
Carbon source addition (Micro C)
SM;croC
8.25 gpd
Nominal hydraulic retention time
•
HRTn
11.0 h
Actual hydraulic retention time
HRTa
1.0 h
Symbol
Value Units
Waste Sludge
FXt
115 Ib/d
Waste Sludge
QW
1,162 gpd
Effluent BOD
SBOD,e
< 3 mgBOD/l
Effluent COD
SCOD,e
24 mgCOD/l
Effluent TSS
STSS,e
1.0 mgTSS/l
Effluent P
Pe
0.3 mgP/l
Effluent ammonia
Na,e
0.3 mgN/l
Effluent nitrate
NN03,e
4.5 mgN/l
Total effluent N (Nne + Nte)
Nt,e
6.5 mgN/l
Effluent nitrate @ fxdm & opt. recycle rate
NN03,e`
4.4 mgN/l
Total effluent N (Nf1e. + Nte)
Nt,e`
6.4 mgN/l
5

bympoi
value units
Sludge age
SRT
41 d
Mixed liquor suspended solids
XTss
12,000 mgTSS/I
Readiable biodegradabe COD flux
FSs,;
60 kgCOD/d
Daily flux of VFAs
FSvFA,;
6 kgCOD/d
Daily flux of fermentable COD
FSF;
33 kgCOD/d
Daily flux of biodegradable COD
FSb;°,;
145 kgCOD/d
Daily flux of particulate inert COD
FSPiNJ
24 kgCOD/d
Daily flux of fixed inorganic sus. solids
FSiss,;
19 kgISS/d
Influent particulate non-bio. COD
FXvss,i
16 kgVSS/d
Mass nitrogen into sludge prod.
FNsi°dge
4 kgN/d
Mass of nitrate generated per day
FNN03
19 kgN/d
VFAs stored by PAOs
FSs,PAO
0 kgCOD/d
Remaining biodegradable COD
FCODb,OHO
145 kgCOD/d
Mass nitrifiers
MXA
47 kgVSS
Active biomass PAO
MXPAO
0 KgAVSS
Endogenous active biomass PAO
MXE,PAO
0 kgEVSS
Bio mass
MXb;o
272 kgVSS
Active organism mass
MXOHO
272 kgVSS
Endogenous residue mass
MXE,OHO
425 kgVSS
Non -biodegradable particulate mass
MXi„
654 kgVSS
Volatile suspended solids mass
MXvss
1,351 kgVSS
Inorganic suspended solid mass
MXiss
812 kgISS
Total suspended solids mass
MXTss
2,163 kgTSS
Mass/Sludge TSS wasted
FXt
53 KgTSS/d
Mass/Sludge VSS wasted
FXv
33 kgVSS/d
Effluent COD
SCOD,e
24 mgCOD/I
COD mass out (effluent and waste)
•
FSCOD,e
9 kgCOD/d
Mass/Sludge COD wasted
FXcOD s
49 kgCOD/d
1W MXTss=MXTss+MXvss
MISS
38%
FXt= MXTss
MXVSS SRT
62%
VP =
MXTss
XTss

value units
OD for synth & endo respiration (PAO)
FOPA,
0 kgO2/d
OD for synth & endo respiration (OHO)
FOOHO
120 kgO2/d
Mass carbonaceous oxygen demand
FO,
120 kgO2/d
Carbonaceous oxygen utilization rate
Oo
66% -
Nitrification oxygen demand
FOn
86 kgO2/d
Total oxygen demand
FOt
206 kgO2/d
Oxygen recovered by denitrification
FOd
49 kgO2/d
• Net total oxygen demand (AOR)
FOtd
157 kgO2/d
Oxygen saturation @ operating temp.
cs
10.9 mg/I
• Desired oxygen level
cx
2.5 mg/I
Transfer coefficient
a
0.40 -
• Diffuser water depth
DWD
8.75 feet
Oxygen transfer efficiency
OTE
2 %
Standard total oxygen demand (SOR)
SOR
540 kgO2/d
• Required air flow
•
Qalr
275 scfm
Oxygen requir. per volume & depth
OS
18.1 902/(Nm3*mp)
Symbol Value Units
Permeate on cycle
To
8 minute
Permeate off cycle (relaxation)
Ts
2 minute
Effective membrane module surface
Am,ett
75.4 m2
Effective membrane module surface
Am,ett
812 ft2
Total number of membrane modules
NM
12 -
Total membrane module surface
Atotal
905 m2
Total membrane module surface
Atotal
9,739 ft2
Nominal average flux
Qave,n
22.7 Imh
Nominal monthly max. average flux
Qave,n,max,mo
26.1 Imh
Nominal peak flux (including duty cycles)
Qpeak,n
45.3 Imh
Average flux (excluding rest cycle)
Qave,n
10.7 gfd
Monthly max. average flux (ex. rest cycle)
Qave,n,max,mo
12.3 gfd
Peak flux (including duty cycles)
Qpeak,n
21.4 gfd
Total membrane module displacement vol.
Vmodules
132 ft3
Total membrane module displacement vol.
Vmodules
987 gallons
Aeration modules
A#
6-
Membrane module aeration requirement
Qam
28.5 acfm
•
Total membrane modules aeration
Qam,total
171 acfm
Membrane diffuser water depth
DWDm
9.0 feet
Oxygen requirement per volume & depth
OS
14 902/(Nm3'mp)
Standard oxygen rate, membrane aeration
SORm
566 IbO2/d
Standard oxygen rate, membrane aeration
SORm
259 kgO2/d
7

Sympoi
value units
Factor of safety
Sf
1.2 -
Nitrogen requirements
FNsynth
3 kgN/d
Nitrogen requirements
TKNi,synth
8.37 gN/m3
Influent non-bio. soluble organic N
Nnbios,i
1.8 mgN/I
Influent non-bio. particulate org. N
Nnbiop,i
4.9 mgN/I
Influent biodegradable organic N
Nbioj
18.2 mgN/I
Effluent non-bio. soluble organic N
Nnbios,e
1.8 mgN/I
NH4 concentration avail. for nitri.
Nan
48.2 mgN/I
Effluent ammonia
Na,e
0.3 mgN/I
Effluent TKN
NTKN,e
2.1 mgN/I
N concentration into sludge prod.
Ns
10.0 mgN/I
Nitrification capacity
No
47.9 mgN/I
Denitrification potential RBCOD
DplRBCOD
16.0 mgNO3-N/I
Denitrification potential SBCOD
DplSBCOD
10.5 mgNO3-N/I
Denitrification potential RBCOD
Dp3RBCOD
0.001 mgNO3-N/I
Denitrification potential SBCOD
Dp3SBCOD
8.7 mgNO3-N/I
Minimum sludge age for nitri.
SRTm
14.0 d
Denitrification potential primary tank
DP1
26.6 mgN/I
Denitrification potential secondary tank
Dp3
8.7 mgN/I
Denitri. potential recycle rate (fxm = fxdm)
DP.
43.5 mgN/I
Effluent nitrate
NN03,e
4.5 mgN/I
Effluent nitrate @ fxdm & recycle rate
NN03,e*
4•4 mgN/I
AV
NH4
4%
NO3 Other
° 32% Nsoluble
68 /0 28%
4&01---
Nitrogen effluent balance
0

bympoi
value
units
COD lost in anaerobic reatcor
SFANn
0.0
gCOD/m3
COD lost in anaerobic reatcor
SFANn`
0.0
gCOD/m3
Fermentable COD for AN reactor
SFl,conv
0.0
gCOD/m3
DO in influent
SO2,i
0.0
m902/1
PO4 release AN reactor
SP04,rel
0.0
gp/m3
P removal by PAOs
APPAO
0.0
gp/m3
P removal by OHOs
APOHO
0.5
gp/m3
P removal by endgeneous biomass
AP,,
1.3
gp/m3
P removal by influent inert mass
APxi
2.0
gp/m3
P into sludge production
Ps
3.7
gp/m3
Potential P removal by system
APSYS,POT
7.5
gP/m3
Actual P removal by system
APSYS,ACT
7.5
gP/m3
Effluent particulate P from TSS
XPe
0.0
gp/m3
Influent total P
Pi
8.0
gp/m3
Effluent total P
Pe.
0.5
gp/m3
P precipitated
Pprec
0.2
mgP/l
Precipitation chemical
BAlum
2.4
Ib/d
Precipitation chemical
Solution
0.2
gal/d
Density Alum
ZAL3+
0.100
IbAL/Ibprec
Density Iron
ZFE3+
0.077
IbFE/Ibprec
Alum efficiency
-
40.0
g/kg
Chemical precipitation sludge
-
0.4
Ib/d
Alkalinity Nitrification as CaCO3 (consumed)
AlkNitri
342 mg/l as CaCO3
Alkalinity Denitrification as CaCO3 (recovered)
AlkDenitri
188 mg/l as CaCO3
Alkalinity of
Alke
100 mg/l as CaCO3
Alkalinity inf
Alki
275 mg/l as CaCO3
Alkalinity Alum (consumed)
AlkAlum
1.2 mg/l as CaCO3
Alkalinity Total
Alktotal
120 mg/l as CaCO3
Alkalinity Added
Alkadded
-20 mg/l as CaCO3
Alkalinity Added
XAIkadded
0 Ib/d
Density caustic solution (50%)
-
12.76 lb/gal
Alkalinity recovered
Alkrecovered
0.4 IbCaCO3/lb
Caustic needed
-
0.0 Ib/d
Caustic needed
-
0.0 gpd
9

symaoi
value unas
Yield coefficient OHO
YOHO
0.40 mgVSS/mgCOD
Yield coefficient OHO,OBS
YOHO,obs
0.05 mgVSS/mgCOD
Fermentation rate at 200C
kF,20
0.06 m3/gVSSd
Temperature coefficient for kFT
ekF
1.029 -
Fermentation rate at T
kFT
0.05 m3/gVSSd
Endogenous respiration rate (decay)
bOHO,20
0.24 gVSS/gVSSd
Endogenous respiration rate T
bOHO,T
0.19 gVSS/gVSSd
Yield coefficient FSA
YA
0.10 mgVSS/mgFSA
Nitri. pH sensitivity coefficient
Ki
1.13 -
Nitri. pH sensitivity coefficient
Kmax
9.50 -
Nitri. pH sensitivity coefficient
Kii
0.30 -
Max. specific growth rate at 200C
NAm
0.45 1/d
Max. spec. growth rate - Temp/pH
NAmTpH
0.17 1/d
Half saturation coefficient
Kn
0.75 mgFSA/I
Half saturation coefficient - Temp
KnT
0.30 mgFSA/I
Endogenous respiration rate (decay)
bA
0.04 1/d
Temperature coefficient for kFT
en
1.123 -
Endogenous respiration rate T
bAT
0.016 1/d
Temperature sensitivity coefficient
enkl
1.20 -
Temperature sensitivity coefficient
enk2
1.08 -
Temperature sensitivity coefficient
enk3
1.03 -
Denitrification rates at 200C
ki
0.70 -
Denitrification rates at 20oC
k2
0.10 -
Denitrification rates at 200C
k3
0.07 -
Denitrification rates
k1T
0.163 -
Denitrification rates
k2T
0.055 -
Denitrification rates
k3T
0.057 -
Yield coefficient PAO
YPAO
0.45 gAVSS/gCOD
Yield coefficient PAO
YPAO,obs
0.17 gAVSS/gCOD
Endogenous respiration rate (decay)
bPAO 20
0.04 gEVSS/gCOD
Temperature coefficient for kFT
eb,PAO
1.029 -
Endogenous respiration rate T
bPAO,T
0.03 gEVSS/gVSSd
10

symaoi
value units
COD/BOD ratio
-
1.60 -
Readily biodegradable org. fraction (RBCOD)
fs,COD
0.25 g/gTCOD
Non -biodegradable particulate COD
fPNb,COD
0.15 g/gTCOD
Non -biodegradable soluble COD
fSNb,COD
0.06 g/gTCOD
SVFA fraction of RBCOD
fSVFA,SSi
0.15 g/gCODss
VSS/TSS of activated sludge
fVF
0.62 mgVSS/mgTSS
COD/VSS of activated sludge
fCv
1.48 kgCOD/kgVSS
True synthesis fraction
fs°
0.57 -
Endogenous residue fraction
fH/E,OHO
0.2 -
ISS content of OHOs
f1SS,0H0
0.15 -
Active fraction - VSS
favOHO
20% -
Active fraction - TSS
fat
13% -
Influent FSA fraction
fFSA,i
0.67 -
Non-bio. soluble orgN fraction (inerts)
fSNb,N
0.03 -
Non-bio. particulate orgN fraction
fn
0.12 -
Permissible unaer. sludge mass fraction
fXm
0.72 -
Design unaerated sludge mass fraction
fXt
0.50 -
Minimum primary anoxic mass fraction
fxlmin
0.12 -
Primary anoxic mass fraction
fXt
0.28 -
Secondary anoxic mass fraction
fx2
0.22 -
Anaerobic mass fraction
fAN
0.00 -
Non-bio. particulate orgP fraction
fP,XE,OHO
0.05 mgP/mgVSS
Endogenous residue fraction
fXE,PAO
0.25 gEVSS/gAVSS
P fraction in active PAO mass
fPPAO
0.38 gP/gAVSS
VSS/TSS ratio for PAO active mass
fV PAO
0.46 gVSS/gTSS
Ratio of P release /VFA uptake
fPO4,REL
0.5 gP/gCOD
Fraction of fixed inorganic s. solids of PAO
fFSS,PAO
1.3 gFSS/gAVSS
P content of TSS
fP,Tss
0.044 gP/gTSS
P content of VSS
fP,Fss,i
0.02 gP/gVSS
TKN/COD ratio
fns
0.13 mgTKN/mgCOD
Nitrogen content of active biomass
fN,VSS
0.10 gN/gAVSS
11

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Date: 10/07/14
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Page 2 of 2
Date: 10/07/14
Reviewed by: RGB

EPARTME
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U.S. DU SGEOLOl\GICAL SURVEYERIOR
science for a changing world
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Imagery ..................................................NAIP, June 2012
Roads..............................................02006-2012
TomTom
Roads within
US Forest Service Lands.............FSTopo Data
with limited Forest Service updates, 2012
Names...............................................................GNIS,
2013
Hydrography ....................National
Hydrography Dataset, 2012
Contours............................National
Elevation Dataset, 2008
Boundaries ....................Census,
IBWC, IBC, USGS, 1972 - 2012
'97 198 1
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UTM GRID AND 2013 MAGNETIC NORTH
DECLINATION AT CENTER OF SHEET
U.S. National Grid
100,000-m Squam ID
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ao
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Grid Zone Designation
17S
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SCALE 1:24 000
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RE ET
CONTOUR INTERVAL 40 FEET
NORTH AMERICAN VERTICAL DATUM OF 1988
This map was produced to conform with the
National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.11
'03
NORTH
CAROLINA
QUADRANGLE LOCATION
Greens
Sylva
Tuckasegee
Creek
South
Corbin
Glenville
Big
Knob
Ridge
Scaly
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Cashiers
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35°07'30"
305000mE 306_
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ROAD CLASSIFICATION
Expressway Local Connector
Secondary Hwy Local Road
Ramp 4WD
• Interstate Route US Route O State Route
FS Primary Route 0 FS Passenger FS High
Route Clearance Route
Check with local Forest Service unit
for current travel conditions and restrictions.
GLENVILLE, NC
2013

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736-742 Feeley Forest Trail, Nntg ala National Forest, Cullo,
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" IC; 7ECHNICRLPRATNEA
This digital Flood Insurance Rate Map (FIRM) was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency (FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding. This is demonstrated by the State's commitment
to map flood hazard areas at the local level. As a part of this effort, the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMA to produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
SEE FIS REPORT FOR ZONE D ESCRI PTI 0 NS AN D INDEX MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMATAT
HTTP://FRIS.NC.GOV/FRIS
SPECIAL FLOOD
HAZARD AREAS
OTHER AREAS OF
FLOOD HAZARD
Without Base Flood Elevation (BFE)
Zone A,V, A99
With BFE or Depth zone AE, AO, AH, VE, AR
Regulatory Floodway
0.2%Annual Chance Flood Hazard, Areas
of 1%Annual Chance Flood with Average
Depth Less Than One Foot or With Drainage
Areas of Less Than One Square Mile zone x
Future Conditions 1%Annual
Chance Flood Hazard Zone x
Area with Reduced Flood Risk due to Levee
See Notes zone x
OTHER Areas Determined to be Outside the
AREAS 0.2%Annual Chance Floodplain Zone
------------- Channel, Culvert, or Storm Sewer
Accredited or Provisionally Accredited
GENERAL Levee, Dike, or Floodwall
STRUCTURES Non -accredited Levee, Dike, or Floodwall
OTHER
FEATURES
BM5510 X North Carolina Geodetic Survey bench mark
BM5510® National Geodetic Survey bench mark
BM5510<81 Contractor Est. NCFMP Survey bench mark
012 1•$-2— Cross Sections with 1% Annual Chance
Water Surface Elevation (BFE)
a- - - - - Coastal Transect
--- --- Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Limit of Study
Jurisdiction Boundary
For information and questions about this map, available products associated with this FIRM including
historic versions of this FIRM, how to order products or the National Flood Insurance Program in general,
please call the FEMA Map Information eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Map
Service Center website at http://msc.fema.gov. An accompanying Flood Insurance Study report, Letter of Map
Revision (LOMR) or Letter of Map Amendment (LOMA) revising portions of this panel, and digital versions of this
FIRM may be available. Visit the North Carolina Floodplain Mapping Program website at http://www.ncfloodmaps.com
or contact the FEMA Map Service Center.
Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as
the current FIRM Index. These may be ordered directly from the Map Service Center at the number listed above.
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction.
To determine if flood insurance is available in the community, contact your Insurance agent or call the National
Flood Insurance Program at 1-800-638-6620.
Base map information shown on this FIRM was provided in digital format by the North Carolina Floodplain
Mapping Program (NCFMP). The source of this information can be determined from the metadata available in the
digital FLOOD database and in the Technical Support Data Notebook (TSDN).
ACCREDITED LEVEE NOTES TO USERS: If an accredited levee note appears on this panel check with your local
community to obtain more information, such as the estimated level of protection provided (which may exceed the
1-percent-annual-chance level) and Emergency Action Plan, on the levee system(s) shown as providing protection.
To mitigate flood risk in residual risk areas, property owners and residents are encouraged to consider flood
insurance and floodproofing or other protective measures. For more information on flood insurance, interested
parties should visit the FEMA Website at http://www.fema.gov/business/nfip/index.shtm.
PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS: If a Provisionally Accredited Levee (PAL) note
appears on this panel, check with your local community to obtain more information, such as the estimated level of
protection provided (which may exceed the 1-percent-annual-chance level) and Emergency Action Plan, on the
levee system(s) shown as providing protection. To maintain accreditation, the levee owner or community is
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations.
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided indicates the levee system does not comply with Section 65.10 requirements, FEMA will revise the flood
hazard and risk information for this area to reflect de -accreditation of the levee system. To mitigate flood risk in
residual risk areas, property owners and residents are encouraged to consider flood insurance and floodproofing
or other protective measures. For more information on flood insurance, interested parties should visit the FEMA
Website at http://www.fema.gov/business/nfip/index.shtm.
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS: For some coastal flooding zones the AE Zone
category has been divided by a Limit of Moderate Wave Action (LiMWA). The LiMWA represents the approximate
landward limit of the 1.5-foot breaking wave. The effects of wave hazards between the VE Zone and the LiMWA
(or between the shoreline and the LiMWA for areas where VE Zones are not identified) will be similar to, but less
severe than those in the VE Zone.
Limit of Moderate Wave Action (LiMWA)
COASTAL BARRIER RESOURCES SYSTEM (CBRS) NOTE
This map may include approximate boundaries of the CBRS for informational purposes only. Flood insurance is not
available within CBRS areas for structures that are newly built or substantially improved on or after the date(s)
indicated on the map. For more information see http://www.fws.gov/habitatconservation/coastal barrier.html, the
FIS Report, or call the U.S. Fish and Wildlife Service Customer Service Center at 1-800-344-WILD.
CBRS Area Otherwise Protected Area
Map Projection:
North Carolina State Plane Projection Feet (Zone 3200)
Datum: NAD 1983 (Horizontal), NAVD 1988 (Vertical)
1 inch = 500 feet 1:6,000
0 250 500
0 75 150
PANEL LOCATOR
1,000
Feet
Meters
300
0
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
NATIONAL FLOOD INSURANCE PROGRAM
cc FLOOD INSURANCE RATE MAP
NORTH CAROLINA a�eLft
0 y.
PANEL 7563 x
a+vo sti�4
FEMA
a
Ck* wcc Panel Contains:
t
COMMUNITY CID PANEL SUFFIX
b r'r`J JACKSON COUNTY 370282 7563 J
0
0
U.
O
ir 11111�
Ca
WM
►►
MAP NUMBER
3700756300J
MAP REVISED
4/19/2010

Srn7Ey
Trillium 6/3/2014
Legend
0 Panels Flood Hazard Areas
0 Political Are as — AE
Stream Centerline " Floodway (AE)
Cross Sections 0.2 % Chance Annual Flood Hazard
—T-F-r-r-r Levee Future Conditions 1%Annual Chance Flood Hazard
North Carolina
Floodplain Mapping Program

Trillium Links & Village WWTP Upgrade
Power Reliability Plan
The Trillium WWTP is protected from power outages by two natural gas powered generators
and their related automatic transfer switches. One generator is a 40 KW Generac Model
93A02814-S. The second generator is a Kohler 80 KW Model 80RZG.
These two generators will continue to serve the power needs of the project going forward.

AUTHORIZATION TO DISCHARGE SEPTAGE TO A WASTEWATER TREATMENT FACILITY
North Carolina Department of Environment and Natural Resources
Division of Waste Management - Solid Waste Section
1646 Mail Service Center, Raleigh, NC 27699-1646
Fee assessments and waste determinations will be required at the discretion of the wastewater
treatment facility. The facility has the ultimate prerogative to deny discharges of any wastes to the
incoming wastewater stream.
Wayne Price —Town of Franklin 828 524 449
(Plant Operator in Responsible Charge (ORC), ORC License Number, Name of Plant)
P 0 Box 1479,_ F_ranklin,_N. C. 28744
do hereby authorize Nelson Bates.,
(Phone Number) 828 524 6483
(Owner/Operator of Septage Management Firm)
of B&B Concrete Products, Inc. NCS #00220
(Septage Management Firm Name and NCS number)
to dispose of: domestic Septage yes , portable toilet waste ye
grease septage (grease trap pumpings) commercial/industrial septage from
Macon County _
(County or other Geographic Area)
at the above named wastewater treatment facility. Septage shall be discharged at:
Franklin Wastewater Treatment Plant 399 Sierra Drive Franklin N. C. 28734
(Location)
between the hours of 8:00 a.m — 4:00 p.m.
Reintroducing partially treated liquid into a grease trap is acceptable Yes JX No
This authorization shall be valid until December 31, 2014���_ dLl �
(Usually December 31, Year)
Signed 1 ✓ ' _���� Date November 18, 2013
(Facility Operator)
V F sn.
Subscribed and affirmed before me this ���� day of Nc �' W_ - ,-20,• 13
b a
Q. My Commission expires: V IF VU� a
(Nota�PblicT
=A( FICIALIRL]
dr o, • hA�
cr
Note: Falsification of this document by the septage management firm shall lead to permit revocation.
S:/Solid_Waste/CLA/SEPTAGE/FORMS/2014 Firm Application/WWTP Authorization Form 2014

---------- A
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Pat McCrory Charles Wakiid, P.E. John E, Skvarla 111
Governor Director Secretary
April 9, 2013
Mr. Freddie Bean
Tritium Land Company
One Trillium Center
Cashiers, N.C. 28717
Subject: Issuance of NPDES Permit NCO059200
Trillium Links & Village WWTP
Jackson County
De&x Mr. Bean:
Division personnel have reviewed and approved your application for renewal of the subject permit.
Accordingly, we are forwarding the attached NPDES discharge permit. This permit is issued pursuant to
the requirements of North Carolina General Statute 143-215.1 and the Memorandum of Agreement between
N(�th Carolina and the U.S. Environmental Protection Agency dated October 15, 2007 (or as subsequently
mended).
This final permit includes no major changes from the draft permit sent to you on January
30, 2013.
If any parts, measurement frequencies or sampling requirements contained in this permit are
unacceptable to you, you have the right to an adjudicatory hearing upon written request within thirty (30)
dais following receipt of this letter. This request must be in the form of a written petition, conforming to
Clapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative Hearings
(ei 14 Mail Service Center, Raleigh, North Carolina 27699-6714). Unless such demand is made, this
dp ision shall be final and binding.
Please note that this permit is not transferable except after notice to the Division. The Division may
Auire modification or revocation and reissuance of the permit. This permit does not affect the legal
14uirements to obtain other permits which may be required by the Division of Water Quality or permits
Iquired by the Division of Land Resources, the Coastal Area Management Act or any other Federal or Local
�yernmental permit that may be required. If you have any questions concerning this permit, please
antact Charles Weaver at telephone number [phone].
3Since ely,
vmvw
r Charles Wakild, P.E.
t Central Files
Asheville Regional Office/Surface Water Protection.
NPDES Unit
17 Mail Service Center, Raleigh, North Carolina 27699-1617 One
12 North Salisbury Street, Raleigh, North Carolina 27604 NorthCaaroiina
lone: 919 807-6300 / VAX 919 807-6489 / http://portal.ncdenr,org/weblwq Nafia"ally
t Equal OpportunitylOrmative Action Employer-- 501/6 Recycled1101/a Post Consumer Paper

Permit NC0059200
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and
regulations promulgated and adopted by the North Carolina Environmental Management Commission, and the
Federal Water Pollution Control Act, as amended,
Trillium Links & Village, LLC
is hereby authorized to discharge wastewater from a facility located at the
Trillium Links & Village WWTP
298 Fenley Forest Trail
Cashiers
Jackson County
to receiving waters designated as an unnamed tributary to Hurricane Creep (Thorpe Labe) in subbasin 04-
04-02 of the Little Tennessee River Basin in accordance with effluent ]imitations, monitoring requirements,
and other conditions set forth in Parts I, II, III and IV hereof.
This permit shall become effective May 1, 2013.
This permit and authorization to discharge shall expire at midnight on October 31, 2017.
Signed this day April 9, 2013
r Charles Wakild, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission

Permit Nea059200
SUPPLEMENT TO PERMIT COVER SHEET
All previous NPDES Permits issued to this facility, whether for operation or discharge are hereby revoked. As of this
permit issuance, any previously issued permit bearing this number is no longer effective. Therefore, the exclusive
authority to operate and discharge from this facility arises under the permit conditions, requirements, terms, and
provisions included herein.
Trillium Links & Village, LLC is hereby authorized to:
1. Continue to operate an existing 0.04 MGD wastewater treatment facility that includes the
following components:
♦ Manual bar screen
♦ 20,000-gallon flow equalization with flow splitter box
♦ Extended aeration package WWTP with dual -train aeration basins and clarifiers with
sludge returns
♦ 7400-gallon aerobic digester
♦ Dual -media tertiary filter system
♦ Tablet chlorine disinfection
♦ Chlorine contact chamber
♦ Tablet dechlorination
♦ Ultrasonic flow meter
♦ Post aeration
♦ Standby propane generator
The facility is located at the Trillium Links & Village WWTP near Glenville off Fenley
Forest Trail in Jackson County.
2. Discharge from said treatment works at the location specified on the attached map into
an unnamed tributary to Hurricane Creek (Thorpe Lake), a class WS-III Trout HQW
stream in hydrologic unit 06010203 of the Little Tennessee River Basin.

Quad: Glenville, N.C. NCO059200
Subbasin: 04-04-02 Latitude: 35'08'47" TriLLIurn Links & Village WWTP
Longitude: 83'08'19"
Receiving Stream: UT Hurricane Creek
Stream Class: WS-III Trout HQW
Facility
Location
JaAison County
L
_Map =notouscale
t

Permit NCO059200
A. (1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
During the period beginning on the effective date of this permit and lasting until expiration, the Permittee is
authorized to discharge from outfall 001. Such discharges shall be limited and monitored by the Perinittee as
specified below:
PARAMETER LIMITS MONITORING REQUIREMENTS
�.
PCS Cotle ] Monthly Daily Measurement Sample Type Sample Lacatfon�
_
Avera a a imam : Fre uenc
Flow
50050 0.04 MGD Continuous Recording Influent or Effluent
BOD, 5-day (20°C) [00310]
A ril 1 —October 31
5.0 mg/L
7.5 mg/L
Weekly
Y
Composite Effluent
p
BOD,
November 1 —March 31
(Nov 5-day (— Ma [0 1)
10.0 mg/L
15.0 mg/L
Weekly
Y
Composite Effluent
p
Total Suspended Solids
00530
20.0 mg/L
30.0 mg/L
Weekly
Y
Composite
p Effluent
NHa as N [00610—October
A ril 1—October3l
3.0 mg1L
15.0 mg/L
Weekly
Y
Cam oslte Effluent
p
NHa as N [00610]
November 1 — March 31
6.0 mg/L
30.0 mg/L
Weekly
Y
Composite Effluent
p
Dissolved Oxygen
00300
Daily average
> 6.0 mg/L
—
Weekly
Y
Grab Effluent
Dissolved Oxygen
[003001
Weekly
Grab U & D
Fecal Coliform (geometric mean)
31616
2001100 ml
400 / 100 ml
Weekly
Y
Grab Effluent
Total Residual Chlorine2
00601
17 tag/L 21Week Grab Effluent
Temperature (°C)
00010
Weekly Grab U & D
Total Nitrogen [00600]
NO2+NOs+TKN
Quarterly Composite Effluent
Total Phosphorus
[006651
Quarterly Composite Effluent
pH
00400
> 6.0 and < 9.0 standard units Weekly Grab Effluent
— —
Footnotes:
I. LT: at least 100 feet upstream froin the outfall. D: downstream at the mouth of the UT to Thorpe Lake.
2. The Permittee shall report
all effluent TRC values reported by a NC -certified laboratory [including field -certified].
Effluent values < 50 µg/L will be treated as zero for compliance purposes.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

NPDES Permit Standard Conditions
Page 1 of 18
PART II
STANDARD CONDITIONS FOR NPDES PERMITS
Section A. Definitions
2/Month
Samples are collected twice per month with at least ten calendar days between sampling events. These samples shall be
representative of the wastewater discharged during the sample period.
3/Week
Samples are collected three times per week on three separate calendar days. These samples shall be representative of
the wastewater discharged during the sample period.
Act or "the Act"
The Federal Water Pollution Control Act, also known as the Clean Water Act (CWA), as amended, 33 USC 1251, et.
seq.
Annual Average
The arithmetic mean of all "daily discharges" of a pollutant measured during the calendar year. In the case of fecal
coliform, the geometric mean of such discharges.
Arithmetic Mean
The summation of the individual values divided by the number of individual values.
Bypass
The known diversion of waste streams from, any portion of a treatment facility including the collection system, which is
not a designed or established or operating mode for the facility.
Calendar Day
The period from midnight of one day until midnight of the next day. However, for purposes of this permit, any
consecutive 24-hour period that reasonably represents the calendar day may be used for sampling.
Calendar Week
The period from Sunday through the following Saturday.
Calendar Quarter
One of the following distinct periods: January through March, April through June, July through September, and
October through December.
Composite Sample,
A sample collected over a 24-hour period by continuous sampling or combining grab samples of at least 100 mL in
such a manner as to result in a total sample representative of the wastewater discharge during the sample period. The
Director may designate the most appropriate method (specific number and size of aliquots necessary, the time interval
between grab samples, etc.) on a case -by -case basis. Samples may be collected manually or automatically. Composite
samples may be obtained by the following methods.
(1) Continuous: a single, continuous sample collected over a 24-hour period proportional to the rate of flow.
(2) Constant time/variable volume: a series of grab samples collected at equal time intervals over a 24 hour period
of discharge and combined proportional to the rate of flow measured at the time of individual sample
collection, or
(3) Variable time/constant volume: a series of grab samples of equal volume collected over a 24 hour period with
the time intervals between samples determined by a preset number of gallons passing the sampling point. Flow
measurement between sample intervals shall be determined by use of a flow recorder and totalizer, and the
preset gallon interval between sample collection fixed at no greater than 1/24 of the expected total daily flow at
the treatment system, or
Version 1110912011

NPDES Permit Standard Conditions
Page 2 of 18
(4) Constant time/constant volume: a series of grab samples of equal volume collected over a 24-hour period at a
constant time interval. Use of this method requires prior approval by the Director. This method may only be
used in situations where effluent flow rates vary less than 15 percent. The following restrictions also apply:
➢ Influent and effluent grab samples shall be of equal size and of no less than 100 milliliters
➢ Influent samples shall not be collected more than once per hour.
➢ Permittees with wastewater treatment systems whose detention time < 24 hours shall collect effluent grab
samples at intervals of no greater than 20 minutes apart during any 24-hour period.
➢ Permittees with wastewater treatment systems whose detention time exceeds 24 hours shall collect effluent
grab samples at least every six hours; there must be a minimum of four samples during a 24-hour sampling
period,
Continuous flow measurement
Flow monitoring that occurs without interruption throughout the operating hours of the facility. Flow shall be
monitored continually except for the infrequent times when there may be no flow or for infrequent maintenance
activities on the flow device.
Daily Discharge
The discharge of a pollutant measured during a calendar day or any 24-hour period that reasonably represents the
calendar day for purposes of sampling. For pollutants measured in units of mass, the "daily discharge" is calculated as
the total mass of the pollutant discharged over the day. For pollutants expressed in other units of measurement, the
"daily discharge" is calculated as the average measurement of the pollutant over the day. (40 CFR 122.2; see also
"Composite Sample," above.)
Daily Maximum
The highest "daily discharge" during the calendar month.
Daily, Sampling
Parameters requiring daily sampling shall be sampled 5 out of every 7 days per week unless otherwise specified in the
permit. Sampling shall be conducted on weekdays except where holidays or other disruptions of normal operations
prevent weekday sampling. If sampling is required for all seven days of the week for any permit parameter(s), that
requirement will be so noted on the Effluent Limitations and Monitoring Page(s).
DWQ or "the Division"
The Division of Water Quality, Department of Environment and Natural Resources.
Effluent
Wastewater discharged following all treatment processes from a water pollution control facility or other point source
whether treated or untreated.
EMC
The North Carolina Environmental Management Commission
EPA
The United States Environmental Protection Agency
Facility Closure
Cessation of all activities that require coverage under this NPDES pen -nit. Completion of facility closure will allow this
permit to be rescinded.
Geometric Mean
The Nth root of the product of the individual values where N = the number of individual values. For purposes of
calculating the geometric mean, values of "0" (or "< [detection level]") shall be considered = 1.
Grab Sample
Individual samples of at least 100 mL collected over a period of time not exceeding 15 minutes. Grab samples can be
collected manually. Grab samples must be representative of the discharge (or the receiving stream, for instream
samples).
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Hazardous Substance
Any substance designated under 40 CFR Part 116 pursuant to Section 311 of the CWA.
Instantaneous flow measurement
The flow measured during the minimum time required for the flow measuring device or method to produce a result in
that instance. To the extent practical, instantaneous flow measurements coincide with the collection of any grab
samples required for the same sampling period so that together the samples and flow are representative of the discharge
during that sampling period.
.Monthly Average concentration limit
The arithmetic mean of all "daily discharges" of a pollutant measured during the calendar month. In the case of fecal
coliform or other bacterial parameters or indicators, the geometric mean of such discharges.
Permit Issuing Authori
The Director of the Division of Water Quality.
uarterl Average concentration limit
The arithmetic mean of all samples taken over a calendar quarter.
Severe proveM damage
Substantial physical damage to property, damage to the treatment facilities which causes them to become inoperable, or
substantial and permanent loss of natural resources which can reasonably be expected to occur in the absence of a
bypass. Severe property damage excludes economic loss caused by delays in production.
Toxic Pollutant:
Any pollutant listed as toxic under Section 307(a)(1) of the CWA.
Upset
An incident beyond the reasonable control of the Permittee causing unintentional and temporary noncompliance with
permit effluent limitations and/or monitoring requirements. An upset does not include noncompliance caused by
operational error, improperly designed treatment facilities, inadequate treatment facilities, lack of preventive
maintenance, or careless or improper operation.
Weekly Average concentration limit
The arithmetic mean of all "daily discharges" of a pollutant measured during the calendar week. In the case of fecal
coliform or other bacterial parameters or indicators, the geometric mean of such discharges.
Section B. General Conditions
1. Duty to Comply
The Permittee must comply with all conditions of tlus permit. Any permit noncompliance constitutes a violation of
the CWA and is grounds for enforcement action; for permit termination, revocation and reissuance, or
modification; or denial of a permit renewal application [40 CFR 122.411.
a. The Permittee shall comply with effluent standards or prohibitions established under section 307(a) of the
CWA for toxic pollutants and with standards for sewage sludge use or disposal established under section
405(d) of the CWA within the time provided in the regulations that establish these standards or prohibitions or
standards for sewage sludge use or disposal, even if the permit has not yet been modified to incorporate the
requirement.
b. The CWA provides that any person who violates section[s] 301, 302, 306, 307, 308, 318 or 405 of the Act, or
any permit condition or limitation implementing any such sections in a permit .issued under section 402, or any
requirement imposed in a pretreatment program approved under sections 402(a)(3) or 402(b)(8) of the Act, is
subject to a civil penalty not to exceed $37,500 per day for each violation. [33 LUSC 1319(d) and 40 CFR
122.41(a)(2)]
c. The CWA provides that any person who negligently violates sections 301, 302, 306, 307, 308, 318, or 405 of
the Act, or any condition or limitation implementing any of such sections in a permit issued under section 402
of the Act, or any requirement imposed in a pretreatment program approved under section 402(a)(3) or
402(b)(8) of the Act; is subject to criminal penalties of $2,500 to $25,000 per day of violation, or
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imprisonment of not more than 1 year, or both. In the case of a second or subsequent conviction for a negligent
violation, a person shall be subject to criminal penalties of not more than $50,000 per day of violation, or by
imprisonment of not more than 2 years, or both. [33 USC 1319(c)(1) and 40 CFR 122.41(a)(2)]
d. Any person who knowingly violates such sections, or such conditions or limitations is subject to criminal
penalties of $5,000 to $50,000 per day of violation, or imprisonment for not more than 3 years, or both. In the
case of a second or subsequent conviction for a knowing violation, a person shall be subject to criminal
penalties of not more than $100,000 per day of violation, or imprisonment of not more than 6 years, or both.
[33 USC 1319(c)(2) and 40 CFR 122.41(a)(2)]
e. Any person who knowingly violates section 301, 302, 303, 306, 307, 308, 318 or 405 of the Act, or any permit
condition or limitation implementing any of such sections in a permit issued under section 402 of the Act, and
who knows at that time that he thereby places another person in imminent danger of death or serious bodily
injury, shall, upon conviction, be subject to a fine of not more than $250,000 or imprisonment of not more than
15 years, or both. In the case of a second or subsequent conviction for a knowing endangerment violation, a
person shall be subject to a fine of not more than $500,000 or by imprisonment of not more than 30 years, or
both. An organization, as defined in section 309(c)(3)(B)(iii) of the CWA, shall, upon conviction of violating
the i1 n-iinent danger provision, besubject to a fine of not more than. $1,000,000 and can be fined up to
$2,000,000 for second or subsequent convictions. [40 CFR 122.41(a)(2)]
f. Under state law, a civil penalty of not more than $25,000 per violation may be assessed against any person
who violates or fails to act in accordance with the terms, conditions, or requirements of a permit, [North
Carolina General Statutes § 143-215.6A]
g. Any person may be assessed an administrative penalty by the Administrator for violating section 301, 302,
306, 307, 308, 318 or 405 of this Act, or any permit condition or limitation implementing any of such sections
in a permit issued under section 402 of this Act. Administrative penalties for Class I violations are not to
exceed $16,000 per violation, with the maximum amount of any Class I penalty assessed not to exceed
$37,500. Penalties for Class H violations are not to exceed $16,000 per day for each day during which the
violation continues, with the maximum amount of any Class II penalty not to exceed $177,500. [33 USC
1319(g)(2) and 40 CFR 122.41(a)(3)]
2. Duty to Mitigate
The Permittee shall take all reasonable steps to minimize or prevent any discharge or sludge use or disposal in
violation of this permit with a reasonable likelihood of adversely affecting human health or the environment [40
CFR 122.41(d)].
3. Civil and Criminal Liability
Except as provided in permit conditions on 'Bypassing" (Part II.C.4), "Upsets" (Part E.C,5) and "Power Failures"
(Part 11.C.7), nothing in this permit shall be construed to relieve the Permittee from any responsibilities, liabilities,
or penalties for noncompliance pursuant to NCGS 143-2153, 143-215.6 or Section 309 of the Federal Act, 33 USC
1319. Furthermore, the Permittee is responsible for consequential damages, such as fish kills, even though the
responsibility for effective compliance may be temporarily suspended.
4. Oil and Hazardous Substance Liability
Nothing in this permit shall be construed to preclude the institution of any legal action or relieve the Permittee
from any responsibilities, liabilities, or penalties to which the Permittee is or may be subject to under NCGS 143-
215,75 et seq. or Section 311 of the Federal Act, 33 USG 1321. Furthermore, the Pemaittee is responsible for
consequential damages, such as fish kills, even though the responsibility for effective compliance may be
temporarily suspended.
5. Property Rights
The issuance of this permit does not convey any property rights in either real or personal property, or any exclusive
privileges, nor does it authorize any injury to private property or any invasion of personal rights, nor any
infringement of Federal, State or local laws or regulations [40 CFR 122.41(g)].
6. Onshore or Offshore Construction
This permit does not authorize or approve the construction of any onshore or offshore physical structures or
facilities or the undertaking of any work in any navigable waters.
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7, Severability
The provisions of this permit are severable. If any provision of this permit, or the application of any provision of
this permit to any circumstances, is held invalid, the application of such provision to other circumstances, and the
remainder of this permit, shall not be affected thereby [NCGS 15013-23].
8. Duty to Provide Information
The Permittee shallfiu-nish to the Permit Issuing Authority, within a reasonable time, any information which the
Permit Issuing Authority may request to determine whether cause exists for modifying, revoking and reissuing, or
terminating this permit or to determine compliance with this permit. The Pennittee shall also furnish to the Permit
Issuing Authority upon request, copies of records required by this permit [40 CFR 122.41(h)].
9. Duty to Reat?ply
If the Permittee wishes to continue an activity regulated by this permit after the expiration date of this permit, the
Permittee must apply for and obtain a new permit [40 CFR 122.41(b)].
10. Expiration of Permit
The Permittee is not authorized to discharge after the expiration date. In order to receive automatic authorization to
discharge beyond the expiration date, the Permittee shall submit such information, forms, and fees as are required
by the agency authorized to issue permits no later than 180 days prior to the expiration date unless permission for a
later date has been granted by the Director. (The Director shall not grant permission for applications to be
submitted later than the expiration date of the existing permit.) [40 CFR 122.21(d)] Any Permittee that has not
requested renewal at least 180 days prior to expiration, or any Permittee that does not have a permit after the
expiration and has not requested renewal at Ieast 180 days prior to expiration, will subject the Permittee to
enforcement procedures as provided in NCGS 143-215.6 and 33 USC 1251 et. seq.
11. &Maton7 Reguirements
All applications, reports, or information submitted to the Permit Issuing Authority shall be signed and certified [40
CFR 122.41(k)].
a. All permit applications shall be signed as follows:
(1) For a corporation: by a responsible corporate officer. For the purpose of this Section, a responsible
corporate officer means: (a) a president, secretary, treasurer or vice president of the corporation in charge
of a principal business function, or any other person who performs similar policy or decision making
functions for the corporation, or (b) the manager of one or more manufacturing, production, or operating
facilities, provided, the manager is authorized to make management decisions wbich govern the operation
of the regulated facility including having the explicit or implicit duty of making major capital investment
recommendations, and initiating and directing other comprehensive measures to assure long terra
environmental compliance with environmental laws and regulations; the manager can ensure that the
necessary systems are established or actions taken to gather complete and accurate information for permit
application requirements; and where authority to sign documents has been assigned or delegated to the
manager in accordance with corporate procedures .
(2) For a partnership or sole proprietorship: by a general partner or the proprietor, respectively; or
(3) For a municipality, State, Federal, or other public agency: by either a principal executive officer or
ranking elected official [40 CFR 122.22],
b. All reports required by the permit and other information requested by the Permit Issuing Authority shall be
signed by a person described in paragraph a. above or by a duly authorized representative of that person. A
person is a duly authorized representative only if:
(1) The authorization is made in writing by a person described above;
(2) The authorization specified either an individual or a position having responsibility for the overall operation
of the regulated facility or activity, such as the position of plant manager, operator of a well or well field,
superintendent, a position of equivalent responsibility, or an individual or position having overall
responsibility for environmental matters for the company. (A duly authorized representative may thus be
either a named individual or any individual occupying a named position.); and
(3) The written authorization is submitted to the Permit Issuing Authority [40 CFR 122.22]
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c. Changes to authorization: If an authorization under paragraph (b) of this section is no longer accurate because
a different individual or position has responsibility for the overall operation of the facility, a - ew authorization
satisfying the requirements of paragraph (b) of this section must be submitted to the Director prior to or
together with any reports, information, or applications to be signed by an authorized representative [40 CFR
122.221
d. Certification. Any person signing a document under paragraphs a. or b. of this section shall make the following
certification [40 CFR 122.221. NO OTHER STATEMENTS OF CERTIFICATION WILL BE ACCEPTED:
"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 orpersons 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, inchiding the possibility offines and imprisonment for knowing violations. "
12. Permit Actions
This permit may be modified, revoked and reissued, or terminated for cause. The filing of a request by the
Permittee for a permit modification, revocation and rcissuance, or termination, of a notification of planned changes
or anticipated noncompliance does not stay any permit condition [40 CFR 122.41(f)].
13. Permit Modification, Revocation and Reissuance, or Termination
The issuance of this permit does not prohibit the permit issuing authority from reopening and modifying the permit,
revoking and reissuing the permit, or terminating the permit as allowed by the laws, rules, and regulations
contained in Title 40, Code of Federal Regulations, Parts 122 and 123; Title 15A of the North Carolina
Administrative Code, Subchapter 02H .0100; and North Carolina General Statute 143.215.1 et. al.
14. Annual Administering and Compliance Monitoring Fee Requirements
The Permittee must pay the annual administering and compliance monitoring fee within thirty days after being
billed by the Division. Failure to pay the fee in a timely manner in accordance with 15A NCAC 02H .0105(b)(2)
may cause this Division to initiate action to revoke the permit.
Section C. Operation and Maintenance of Pollution Controls
1. Certified Operator
Owners of classified water pollution control systems must designate operators, certified by the Water Pollution
Control System Operators Certification Commission (WPCSOCC), of the appropriate type and grade for the
system, and, for each classification must [T15A NCAC 08G .0201]:
a. designate one Operator In Responsible Charge (ORC) who possesses a valid certificate of the type and grade at
least equivalent to the type and grade of the system;
b. designate one or more Back-up Operator(s) in Responsible Charge (Back-up ORCs) who possesses a valid
certificate of the type of the system and no more than one grade less than the grade of the system, with the
exception of no backup operator in responsible charge is required for systems whose minimum visitation
requirements are twice per year; and
c. submit a signed completed "Water Pollution Control System Operator Designation Form" to the Commission
(or to the local health department for owners of subsurface systems) countersigned by the designated certified
operators, designating the Operator in Responsible Charge (ORC) and the Back-up Operator in Responsible
Charge (Back-up ORC):
(1) 60 calendar days prior to wastewater or residuals being introduced into a new system; or
(2) within 120 calendar days following:
➢ receiving notification of a change in the classification of the system requiring the designation of a new
Operator in Responsible Charge (ORC) and Back-up Operator in Responsible Charge (Back-up ORC)
of the proper type and grade; or
➢ a vacancy in the position of Operator in Responsible Charge (ORC) or Back-up Operator in
Responsible Charge (Back -tip ORC).
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(3) within seven calendar days of vacancies in both ORC and Back-up ORC positions replacing or designating
at least one of the responsibilities.
The ORC of each Class I facility (or the Back-up ORC, when acting as surrogate for the ORC) must:
➢ Visit the facility as often as is necessary to insure proper operation of the treatment system; the treatment
facility must be visited at least weekly
➢ Comply with all other conditions of 15A NCAC 08G .0204.
The ORC of each Class 11, III and IV facility (or the Back-up ORC, when acting as surrogate for the ORC) must:
➢ Visit the facility as often as is necessary to insure proper operation of the treatment system; the treatment
facility must be visited at Ieast five days per week, excluding holidays
➢ Properly manage and document daily operation and maintenance of the facility
➢ Comply with all other conditions of 15A NCAC 08G .0204.
2. Proper Operation and Maintenance
The Permittee shall at all times properly operate and maintain all facilities and systems of treatment and control
(and related appurtenances) which are installed or used by the Permittee to achieve compliance with the conditions
of this permit. Proper operation and maintenance also includes adequate laboratory controls and appropriate quality
assurance procedures. This provision requires the Permittee to install and operate backup or auxiliary facilities only
when necessary to achieve compliance with the conditions of the permit [40 CFR 122.41(e)].
NOTE: Properly and officially designated operators are fully responsible for all proper operation and maintenance
of the facility, and all documentation required thereof, whether acting as a contract operator [subcontractor] or a
member of the Perrnittee's staff.
3. Need to Halt or Reduce not a Defense
It shall not be a defense for a Permittee in an enforcement action that it would have been necessary to halt or
reduce the permitted activity in order to maintain compliance with the condition of this permit [40 CFR 122.41(c)].
4. Bypassing of Treatment Facilities
a. Bypass not exceeding limitations [40 CFR 122.41(m)(2)]
The Permittee may allow any bypass to occur which does not cause effluent limitations to be exceeded, but
only if it also is for essential maintenance to assure efficient operation. These bypasses are not subject to the
provisions of Paragraphs b. and c. of this section.
b. Notice [40 CFR 122.41(m)(3)]
(1) Anticipated bypass. If the Permittee knows in advance of the need for a bypass, it shall submit prior notice,
if possible at least ten days before the date of the bypass; including an evaluation of the anticipated quality
and effect of the bypass.
(2) Unanticipated bypass. The Permittee shall submit notice of an unanticipated bypass as required in Part
II.E.6. (24-hour notice).
c. Prohibition of Bypass
(1) Bypass from the treatment facility is prohibited and the Permit Issuing Authority may take enforcement
action against a Permittee for bypass, unless:
(A) Bypass was unavoidable to prevent loss of life, personal injury or severe property damage;
(B) There were no feasible alternatives to the bypass, such as the use of auxiliary treatment facilities,
retention of untreated wastes or maintenance during normal periods of equipment downtime. This
condition is not satisfied if adequate backup equipment should have been installed in the exercise of
reasonable engineering judgment to prevent a bypass which occurred during normal periods of
equipment downtime or preventive maintenance; and
(C) The Permittee submitted notices as required under Paragraph b. of this section.
(2) Bypass from the collection system is prohibited and the Pernut Issuing Authority may take enforcement
action against a Permittee for a bypass as provided in any current or fixture system -wide collection system
permit associated with the treatment facility.
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(3) The Permit Issuing Authority may approve an anticipated bypass, after considering its adverse effects, if
the Permit Issuing Authority determines that it will meet the three conditions listed above in Paragraph a
(1) of this section.
5. Upsets
a. Effect of an upset [40 CFR 122.41(n)(2)]: An upset constitutes an affirmative defense to an action brought for
noncompliance with such technology based permit effluent limitations if the requirements of paragraph b. of
this condition are met. No determination made during administrative review of claims that noncompliance was
caused by upset, and before an action for noncompliance, is final administrative action subject to judicial
review.
b. Conditions necessary for a demonstration of upset: Any Pennittee who wishes to establish the affirmative
defense of upset shall demonstrate, through properly signed, contemporaneous operating logs, or other relevant
evidence that:
(1) An upset occurred and that the Permittee can identify the cause(s) of the upset;
(2) The Permittee facility was at the time being properly operated; and
(3) The Permittec submitted notice of the upset as required in Part II.E.6.(b) of this permit.
(4) The Permittee complied with any remedial measures required under Part H.B.2. of this permit.
c. Burden of proof [40 CFR 122.41(n)(4)]: The Permittee seeking to establish the occurrence of an upset has
the burden of proof in any enforcement proceeding.
6. Removed Substances
Solids, sludges, filter backwash, or other pollutants removed in the course of treatment or control of wastewaters
shall be utilized/disposed of in accordance with NCGS 143-215.1 and in a manner such as to prevent any pollutant
from such materials from entering waters of the State or navigable waters of the United States except as permitted
by the Commission. The Permittee shall comply with all applicable state and Federal regulations governing the
disposal,of sewage sludge, including 40 CFR 503, Standards for the Use and Disposal of Sewage Sludge; 40 CFR
Part 258, Criteria For Municipal Solid Waste Landfills; and 15A NCAC Subchapter 2T, Waste Not Discharged To
Surface Waters. The Permittee shall notify the Permit Issuing Authority of any significant change in its sludge use
or disposal practices.
7. Power Failures
The Permittee is responsible for maintaining adequate safeguards (as required by 15A NCAC 02H .0124) to
prevent the discharge of untreated or inadequately treated wastes during electrical power failures either by means
of alternate power sources, standby generators or retention of inadequately treated effluent.
Section D. Monitoring and Records
Re resentative Sam lin
Samples collected and measurements taken, as required herein, shall be representative of the permitted discharge.
Samples collected at a frequency less than daily shall be taken on a day and time that is representative of the
discharge for the period the sample represents. All samples shall be taken at the monitoring points specified in this
permit and, unless otherwise specified, before the effluent joins or is diluted by any other wastestream, body of
water, or substance. Monitoring points shall not be changed without notification to and the approval of the Permit
Issuing Authority [40 CFR 122.410)].
2, Reporting
Monitoring results obtained during the previous month(s) shall be summarized for each month and reported on a
monthly Discharge Monitoring Report (DMR) Form (MR 1, 1. 1, 2, 3) or alternative forms approved by the
Director, postmarked no later than the last calendar day of the month following the completed reporting period.
The first DMR is due on the last day of the month following the issuance of the permit or in the case of a new
facility, on the last day of the month following the commencement of discharge. Duplicate signed copies of these,
and all other reports required herein, shall be submitted to the following address:
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NC DENR / Division of Water Quality / Surface Water Protection Section
ATTENTION: Central Files
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
3, Flow Measurements
Appropriate flow measurement devices and methods consistent with accepted scientific practices shall be selected
and used to ensure the accuracy and reliability of measurements of the volume of monitored discharges. The
devices shall be installed, calibrated and maintained to ensure that the accuracy of the measurements is consistent
with the accepted capability of that type of device. Devices selected shall be capable of measuring flows with a
maximum deviation of less than 10% from the true discharge rates throughout the range of expected discharge
volumes. Flow measurement devices shall be accurately calibrated at a minimum of once per year and maintained
to ensure that the accuracy of the measurements is consistent with the accepted capability of that type of device.
The Director shall approve the flow measurement device and monitoring Iocation prior to installation.
Once -through condenser cooling water flow monitored by pump logs, or pump hour meters as specified in Part I of
this permit and based on the manufacturer's pump curves shall not be subject to this requirement.
4. Test Procedures
Laboratories used for sample analysis must be certified by the Division. Pernuttees should contact the Division's
Laboratory Certification Section (919 733-3908 or http://portal.ncdenr.org/web/wq/lab/cert) for information
regarding laboratory certifications.
Facilities whose personnel are conducting testing of field -certified parameters only must hold the appropriate field
parameter laboratory certifications.
Test procedures for the analysis of pollutants shall conform to the EMC regulations (published pursuant to NCGS
143-215.63 et. seq.), the Water and Air Quality Reporting Acts, and to regulations published pursuant to Section
304(g), 33 USC 1314, of the CWA (as amended), and 40 CFR 136; or in the case of sludge use or disposal,
approved under 40 CFR 136, unless otherwise specified in 40 CPR 503, unless other test procedures have been
specified in this permit [40 CFR 122.411.
To meet the intent of the monitoring required by this permit, all test procedures must produce minimum detection
and reporting levels that are below the permit discharge requirements and all data generated must be reported down
to the minimum detection or lower reporting level of the procedure. If no approved methods are determined
capable of achieving minimum detection and reporting levels below permit discharge requirements, then the most
sensitive (method with the lowest possible detection and reporting level) approved method must be used.
Penalties for Tam erin
The CWA provides that any person who falsifies, tampers with, or knowingly renders inaccurate, any monitoring
device or method required to be maintained under this permit shall, upon conviction, be punished by a fine of not
more than $10,000 per violation, or by imprisonment for not more than two years per violation, or by both. If a
conviction of a person is for a violation committed after a first conviction of such person under this paragraph,
punishment is a fine of not more than $20,000 per day of violation, or by imprisonment of not more than 4 years,
or both [40 CFR 122.411.
6. Records Retention
Except for records of monitoring information required by this permit related to the Pemiittee's sewage sludge use
and disposal activities, which shall be retained for a period of at least five years (or longer as required by 40 CFR
503), the Permittee shall retain records of all monitoring information, including:
➢ all calibration and maintenance records
➢ all original strip chart recordings for continuous monitoring instrumentation
➢ copies of all reports required by this permit
➢ copies of all data used to complete the application for this permit
These records or copies shall be maintained for a period of at least 3 years from the date of the sample,
measurement, report or application. This period may be extended by request of the Director at any time [40 CFR
122.41].
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7. Recording Results
For each measurement or sample taken pursuant to the requirements of this permit, the Permittee shall record the
following information [40 CFR 122.41]:
a. The date, exact place, and time of sampling or measurements;
b. The individual(s) who performed the sampling or measurements;
c. The date(s) analyses were performed;
d. The individual(s) who performed the analyses;
e. The analytical techniques or methods used; and
f. The results of such analyses.
8. Ins ection and En
The Permittee shall allow the Director, or an authorized representative (including an authorized contractor acting as
a representative of the Director), upon the presentation of credentials and other documents as may be required by
law, to;
a. Enter, at reasonable times, upon the Permittee's premises where a regulated facility or activity is located or
conducted, or where records must be kept under the conditions of this permit;
b. Have access to and copy, at reasonable times, any records that must be kept under the conditions of this permit;
c. Inspect at reasonable times any facilities, equipment (including monitoring and control equipment), practices,
. or operations regulated or required under this permit; and
d. Sample or monitor at reasonable times, for the purposes of assuring permit compliance or as otherwise
authorized by the CWA, any substances or parameters at any location [40 CFR 122.41(i)].
Section E Reporting Re uirements
1. Change in Discharge
All discharges authorized herein shall be consistent with the terms and conditions of this permit. The discharge of
any pollutant identified in this permit more frequently than or at a level in excess of that authorized shall constitute
a violation of the permit.
2. Planned Changes
The Permittee shall give notice to the Director as soon as possible of any planned physical alterations or additions
to the permitted facility [40 CFR 122.41(1)]. Notice is required only when:
a. The alteration or addition to a permitted facility may meet one of the criteria for new sources at 40 CFR
122.29(b); or
b. The alteration or addition could significantly change the nature or increase the quantity of pollutants
discharged. This notification applies to pollutants subject neither to effluent limitations in the permit, nor to
notification requirements under 40 CFR 122.42(a)(1); or
c. The alteration or addition results in a significant change in the Pen-nittee's sludge use or disposal practices, and
such alteration, addition or change may justify the application of permit conditions that are different from or
absent in the existing permit, including notification of additional use or disposal sites not reported during the
permit application process or not reported pursuant to an approved land application plan.
3, Anticipated Noncompliance
The Permittee shall give advance notice to the Director of any planned changes to the permitted facility or other
activities that might result in noncompliance with the permit [40 CFR 122.41(1)(2)].
4. Transfers
This permit is not transferable to any person without prior written notice to and approval from the Director in
accordance with 40 CFR 122.61. The Director may condition approval in accordance with NCGS 143-215.1, in
particular NCGS 143-215.1(b)(4)b.2., and may require modification or revocation and reissuance of the permit, or
a minor modification, to identify the new permittee and incorporate such other requirements as may be necessary
tinder the CWA [40 CFR 122.41(1)(3), 122.611 or state statute.
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5. Monitoring Resorts
Monitoring results shall be reported at the intervals specified elsewhere in this permit [40 CFR 122.41(1)(4)].
a. Monitoring results must be reported on a Discharge Monitoring Report (DMR) (See Part II.D.2) or forms
provided by the Director for reporting results of monitoring of sludge use or disposal practices.
b. If the Permittee monitors any pollutant more frequently than required by this permit using test procedures
approved under 40 CFR Part 136 and at a sampling location specified in this permit or other appropriate
instrument governing the discharge, the results of such monitoring shall be included in the calculation and
reporting of the data submitted on the DMR.
6. Twenty-four Hour Reporting
a. The Pen-nittee shall report to the Director or the appropriate Regional Office any noncompliance that
potentially threatens public health or the environment. Any information shall be provided orally within 24
hours from the time the Permittee became aware of the circumstances. A written submission shall also be
provided within 5 days of the time the Permittee becomes aware of the circumstances. The written submission
shall contain a description of the noncompliance, and its cause; the period of noncompliance, including exact
dates and times, and if the noncompliance has not been corrected, the anticipated time it is expected to
continue; and steps taken or planned to reduce, eliminate, and prevent reoccurrence of the noncompliance [40
CFR 122,41(1)(6)].
b. The Director may waive the written report on a case -by -case basis for reports under this section if the oral
report has been received within 24 hours.
c. Occurrences outside normal business hours may also be reported to the Division's Emergency Response
personnel at [phone], [phone] or [phone].
7. Other Noncompliance
The Permittee shall report all instances of noncompliance not reported under Part H.E.5 and 6. of this permit at the
time monitoring reports are submitted. The reports shall contain the information listed in Part II.E.6. of this pen it
[40 CFR 122.41(1)(7)1.
8. Other Information
Where the Permittee becomes aware that it failed to submit any relevant facts in a permit application, or submitted
incorrect information in a permit application or in any report to the Director, it shall promptly submit such facts or
information [40 CFR 122.41(1)(8)].
9. Noncompliance Notification
The Permittee shall report by telephone to either the central office or the appropriate regional office of the Division
as soon as possible, but in no case more than 24 hours or on the next working day following the occurrence or first
knowledge of the occurrence of any of the following:
a. Any occurrence at the water pollution control facility which results in the discharge of significant amounts of
wastes which are abnormal in quantity or characteristic, such as the dumping of the contents of a sludge
digester; the known passage of a slug of hazardous substance through the facility; or any other unusual
circumstances.
b. Any process unit failure, due to known or unknown reasons, that render the facility incapable of adequate
wastewater treatment such as mechanical or electrical failures of pumps, aerators, compressors, etc.
c. Any failure of a pumping station, sewer line, or treatment facility resulting in a by-pass without treatment of all
or any portion of the influent to such station or facility.
Persons reporting such occurrences by telephone shall also file a written report within 5 days following first
knowledge of the occurrence. Also see reporting requirements for municipalities in Part IV.C.2.c. of this permit.
10. Availability of Reports
Except for data determined to be confidential under NCGS 143-2153 (a)(2) or Section 308 of the Federal Act, 33
USC 1319, all reports prepared in accordance with the terms shall be available for public inspection at the offices
of the Division. As required by the Act, effluent data shall not be considered confidential. Knowingly making any
false statement on any such report may result in the imposition of criminal penalties as provided for in NCGS 143-
215.1(b)(2) or in Section 309 of the Federal Act.
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11. Penalties for Falsification of Reports
The CWA provides that any person who knowingly makes any false statement, representation, or certification in
any record or other document submitted or required to be maintained under this permit, including monitoring
reports or reports of compliance or noncompliance shall, upon conviction, be punished by a fine of not more than
$25,000 per violation, or by imprisonment for not more than two years per violation, or by both [40 CFR 122.411.
12. Annual Performance Reports
Pemrittees who own or operate facilities that collect or treat municipal or domestic waste shall provide an annual
report to the Permit Issuing Authority and to the users/customers served by the Permittee (NCGS 143-215.1 C). The
report shall summarize the performance of the collection or treatment system, as well as the extent to which the
facility was compliant with applicable Federal or State laws, regulations and rules pertaining to water quality. The
report shall be provided no later than sixty days after the end of the calendar or fiscal year, depending upon which
annual period is used for evaluation.
The report shall be sent to:
NC DENR 1 Division of Water Quality 1 Surface Water Protection Section
ATTENTION: Central Files
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
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PART III
OTHER REQUIREMENTS
Section A. Construction
a. The Permittec shall not commence construction of wastewater treatment facilities, nor add to the plant's treatment
capacity, nor change the treatment process(es) utilized at the treatment plant unless (1) the Division has issued an
Authorization to Construct (AtC) permit or (2) the Permittee is exempted from such AtC permit requirements
under Item b, of this Section.
b. In accordance with NCGS 143-215.l(a5) [SL 2011-394], no permit shall be required to enter into a contract for the
construction, installation, or alteration of any treatment work or disposal. system or to construct, install, or alter any
treatment works or disposal system within the State when the system's or work's principle function is to conduct,
treat, equalize, neutralize, stabilize, recycle, or dispose of industrial waste or sewage from an industrial facility and
the discharge of the industrial waste or sewage is authorized under a permit issued for the discharge of the
industrial waste or sewage into the waters of the State. Notwithstanding the above, the permit issued for the
discharge may be modified if required by federal regulation.
c. Issuance of an AtC will not occur until Final PIans and Specifications for the proposed construction have been
submitted by the Permittee and approved by the Division.
Section B. Groundwater Monitoring
The Pennittee shall, upon written notice from the Director, conduct groundwater monitoring as may be required to
determine the compliance of this NPDES permitted facility with the current groundwater standards.
Section C. Changes in Discharges of Toxic Substances
The. Permittee shall notify the Permit Issuing Authority as soon as it knows or has reason to believe (40 CFR 122.42):
a. That any activity has occurred or will occur which would result in the discharge, on a routine or frequent basis, of
any toxic pollutant which is not limited in the permit, if that discharge will exceed the highest of the following
"notification levels";
(1) One hundred micrograms per liter (100 µg/L);
(2) Two hundred micrograms per liter (200 µg/L) for acrolein and acrylonitrile; five hundred micrograms per liter
(500 µg/L) for 2,4-dinitrophenol and for 2-methyl-4,6-dinitrophenol; and one milligram per liter (1 mg/L) for
antimony;
(3) Five tines the maximum concentration value reported for that pollutant in the permit application.
b. That any activity has occurred or will occur which would result in any discharge, on a non -routine or infrequent
basis, of a toxic pollutant which is not limited in the pennit, if that discharge will exceed the highest of the
following "notification levels";
(1) Five hundred micrograms per liter (500 µg/L);
(2) One milligram per titer (I mg/L) for antimony;
(3) Ten times the maximum concentration value reported for that pollutant in the permit application.
Sectio_n_D. Facility Closure Requirements
The Permittee must notify the Division at least 90 days prior to the closure of any wastewater treatment system covered
by this permit. The Division may require specific measures during deactivation of the system to prevent adverse
impacts to waters of the State. This permit cannot be rescinded while any activities requiring this permit continue at the
permitted facility.
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PART IV
SPECIAL CONDITIONS FOR MUNICIPAL FACILITIES
Section A. Definitions
In addition to the definitions in Part II of this permit, the following definitions apply to municipal facilities:
Indirect Discharge or Industrial User
Any non -domestic source that discharges wastewater containing pollutants into a POTW regulated under section
307(b), (c) or (d) of the CWA. [40 CFR 403.3 (i) and 0) and 15A NCAC 02H .0903(b)(I1)]
Interference
Inhibition or disruption of the POTW treatment processes; operations; or its sludge process, use, or disposal which
causes or contributes to a violation of any requirement of the Permittee's (or any satellite POTW's if different from the
Permittee) NPDES, collection system, or non -discharge permit or prevents sewage sludge use or disposal in
compliance with specified applicable State and Federal statutes, regulations, or permits. (15A NCAC 02H
.0903(b)(14)1
Pass Through
A discharge which exits the POTW into waters of the State in quantities or concentrations which, alone or with
discharges from other sources, causes a violation, including an increase in the magnitude or duration of a violation, of
the Permittee's (or any satellite POTW's, if different from the Permittee) NPDES, collection system, or non -discharge
permit. [15A NCAC 02H .0903(b)(23)1
Publicly Owned Treatment Works (POTW)
A treatment works as defined by Section 212 of the CWA, which is owned by a State or local government organization.
This definition includes any devices and systems used in the storage, treatment, recycling and reclamation of municipal
sewage or industrial wastes of a liquid nature. It also includes the collection system, as defined in 15A NCAC 2T
.0402, only if it conveys wastewater to a POTW treatment plant. The terra also meats the local government
organization, or municipality, as defined in section 502(4) of the CWA, which has jurisdiction over indirect discharges
to and the discharges from such a treatment works. In this context, the organization may be the owner of the POTW
treatment plant or the owner of the collection system into which an indirect discharger discharges. This second type of
POTW may be referred to as a "satellite POTW organization." [15A NCAC 02H .0903(b)(26)]
"Significant Industrial User" or "SIU"
An Industrial User that discharges wastewater into a publicly owned treatment works and that {I5A NCAC 02H
.0903(b)(33)1:
1. Discharges an average of 25,000 gallons per day or more of process wastewater to the POTW (excluding sanitary,
noncontact cooling and boiler blowdown wastewaters); or
2. Contributes process wastewater which makes up five percent or more .of the NPDES or non -discharge permitted
flow limit or organic capacity of the POTW treatment plant. In this context, organic capacity refers to BOD, TSS
and ammonia; or
3. Is subject to categorical standards loader 40 CFR Part 403.6 and 40 CFR Parts 405-471; or
4. Is designated as such by the Pernrittee on the basis that the Industrial User has a reasonable potential for adversely
affecting the POTW's operation or for violating any pretreatment standard or requirement, or the POTW's effluent
limitations and conditions in its NPDES or non -discharge permit, or to limit the POTW's sludge disposal options;
5. Subject to approval under 15A NCAC 02H .0907(b), the Permittee may determine that an Industrial User meeting
the criteria in paragraphs I or 2 of this definition above has no reasonable potential for adversely affecting the
POTW's operation or for violating any pretreatment standard or requirement, the POTW's effluent limitations and
conditions in its NPDES or non -discharge permit, or to limit the POTW's sludge disposal options, and thus is not a
Significant Industrial User (SIU); or
6. Subject to approval under 15A NCAC 02H .0907(b), the Pernnittee may determine that an Industrial User meeting
the criteria in paragraph 3 of this definition above meets the requirements of 40 CFR Part 403.3(v)(2) and thus is a
non -significant categorical Industrial User.
Section B. Publicly Owned Treatment Works (POTWs)
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All POTWs must provide adequate notice to the Director of the following [40 CFR 122.42(b)]:
1. Any new introduction of pollutants into the POTW from an indirect discharger, regardless of the means of
transport, which would be subject to section 301 or 306 of CWA if it were directly discharging those pollutants;
and
2. Any substantial change in the volume or character of pollutants being introduced by an indirect discharger as
influent to that POTW at the time of issuance of the permit.
3. For purposes of this paragraph, adequate notice shall include information on (1) the quality and quantity of effluent
introduced into the POTW, and (2) any anticipated impact that may result from the change of the quantity or
quality of effluent to be discharged from the POTW.
Section C. Municipal Control of Pollutants from Industrial Users.
I . Effluent limitations are listed in Part I of this permit. Other pollutants attributable to inputs from Industrial Users
discharging to the POTW may be present in the Permittee's discharge. At such time as sufficient information
becomes available to establish limitations for such pollutants, this permit may be revised to specify effluent
limitations for any or all of such other pollutants in accordance with best practicable technology or water quality
standards.
2. Prohibited Discharges
a. The Permittee shall develop and enforce their Pretreatment Program to implement the prohibition against the
introduction of pollutants or discharges into the waste treatment system or waste collection system which
cause or contribute to Pass Through or Interference as defined in I5A NCAC 02H .0900 and 40 CFR 403. [40
CFR 403.5(a)(1)]
b. The Permittee shall develop and enforce their Pretreatment Program to implement the prohibitions against the
introduction of the following wastes in the waste treatment or waste collection system [40 CFR 403.5(b)]:
(1) Pollutants which create a fire or explosion hazard in the POTW, including, but not limited to,
wastestreams with a closed cup flashpoint of less than 140 degrees Fahrenheit or 60 degrees Centigrade
using the test methods specified in 40 CFR 261.21;
(2) Pollutants which cause corrosive structural damage to the POTW, but in no case discharges with pH lower
than 5.0, unless the works is specifically designed to accommodate such discharges;
(3) Solid or viscous pollutants in amounts which cause obstruction to the flow in the POTW resulting in
Interference;
(4) Any pollutant, including oxygen demanding pollutants (BOD, etc.) released in a Discharge at a flow rate
and/or pollutant concentration which will cause Interference with the POTW;
(5) Heat in amounts which will inhibit biological activity in the POTW resulting in Interference, but in no
case heat in such quantities that the temperature at the POTW Treatment Plant exceeds 40°C (104°F)
unless the Division, upon request of the POTW, approves alternate temperature limits;
(6) Petroleum oil, non -biodegradable cutting oil, or products of mineral oil origin in amounts that will cause
Interference or Pass Through;
(7) Pollutants which result in the presence of toxic gases, vapors, or fumes within the POTW in a quantity that
may cause acute worker health and safety problems; or
(8) Any trucked or hauled pollutants, except at discharge points designated by the POTW.
c. The Permittee shall investigate the source of all discharges into the POTW, including slug loads and other
unusual discharges, which have the potential to adversely impact the Permittee's Pretreatment Program and/or
the operation of the POTW.
The Perinittec shall report such discharges into the POTW to the Director or the appropriate Regional Office.
Any information shall be provided orally within 24 hours from the time the Permittee became aware of the
circumstances. A written submission shall also be provided within 5 days of the time the Permittee becomes
aware of the circumstances. The written submission shall contain a description of the discharge; the
investigation into possible sources; the period of the discharge, including exact dates and times; if the
discharge has not ceased, the anticipated time it is expected to continue; and steps taken or planned to reduce,
eliminate, and prevent reoccurrence of the noncompliance,
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3. With regard to the effluent requirements listed in Part I of this permit, it may be necessary for the Per nittee to
supplement the requirements of the Federal Pretreatment Standards (40 CFR, Part 403) to ensure compliance by
the Permittee with all applicable effluent limitations. Such actions by the Permittee may be necessary regarding
some or all of the industries discharging to the municipal system.
4. The Permittee shall require any Industrial User (IU) discharging to the POTW to meet Federal Pretreatment
Standards developed under Section 307(b) of the Act as amended (which includes categorical standards and
specific local limits, best management practices and narrative requirements). Prior to accepting wastewater from
any Significant Industrial User (SIU), the Permittee shall either develop and submit to the Division a new
Pretreatment Program or, as necessary, a modification of an existing Pretreatment Program, for approval as
required under section D below as well as 15A NCAC 02H .0907(a) and (b). [40 CFR 122.440)(2)]
5. This permit shall be modified, or alternatively, revolted and reissued, to incorporate or modify an approved POTW
Pretreatment Program or to include a compliance schedule for the development of a POTW Pretreatment Program
as required under Section 402 (b)(8) of the CWA and implementing regulations or by the requirements of the
approved State pretreatment program, as appropriate.
Section D. Pretreatment Programs
Under authority of sections 307 (b) and (c) and 402(b)(8) of the CWA and implementing regulations 40 CFR 403,
North Carolina General Statute 143-215.3(14) and implementing regulations 15A NCAC 02H .0900, and in accordance
with the approved pretreatment program, all provisions and regulations contained and referenced in the pretreatment
program submittal are an enforceable part of this permit. [40 CFR 122.440)(2)]
The Permittee shall operate its approved pretreatment program in accordance with Section 402(b)(8) of the CWA, 40
CFR 403, 15A NCAC 02H .0900, and the legal authorities, policies, procedures, and financial provisions contained in
its pretreatment program submission and Division approved modifications thereof. Such operation shall include but is
not limited to the implementation of the following conditions and requirements. Terms not defined in Part IT or Part N
of this permit are as defined in 15A NCAC 02H .0903 and 40 CFR 403.3.
1. Sewer Use Ordinance SUO
The Permittee shall maintain adequate legal authority to implement its approved pretreatment program. [15A
NCAC 02H .0903(b)(32), .0905 and .0906(b)(1); 40 CER 403.8(f)(1) and 403.9(b)(1) and (2)]
2. Industrial Waste Survev (IWS)
The Permittee shall implement an IWS consisting of the survey of users of the POTW collection system or
treatment plant, as required by 40 CFR 403.8(f)(2)(i-iii) and 15A NCAC 02H .0905 [also 40 CFR 122,440)(1)],
including identification of all Industrial Users that may have an impact on the POTW and the character and amount
of pollutants contributed to the POTW by these Industrial Users and identification of those Industrial Users
meeting the definition of SIU. Where the Permittee accepts wastewater from one or more satellite POTWs, the
IWS for the Permittee shall address all satellite POTW services areas, unless the pretreatment program in those
satellite service areas is administered by a separate Permittee with an approved Pretreatment Program. The
Permittee shall submit a summary of its fWS activities to the Division at least once every five years, and as
required by the Division. The IWS submission shall include a summary of any investigations conducted under
paragraph C.2.c. of this Part. [15A NCAC 02H .0903(b)(13), .0905 and .0906(b)(2); 40 CFR 403.8(f)(2) and 403,9]
3. Monitoring Plan
The Pertittee shall implement a Division -approved Monitoring Plan for the collection of facility specific data to
be used in a wastewater treatment plant Headworks Analysis (HWA) for the development of specific pretreatment
local limits. Effluent data from the Plan shall be reported on the DMRs (as required by Parts 11.D and Il.E.5.). [15A
NCAC 02H .0903(b)(16), .0906(b)(3) and .0905]
4. Headworks Analysis HWA and Local Limits
The Perrittee shall obtain Division approval of a HWA at least once every five years, and as required by the
Division. Within 180 days of the effective date of this permit (or any subsequent permit modification) the
Permittee shall submit to the Division a written technical. evaluation of the need to revise local limits (i.e., an
updated HWA or documentation of why one is not needed) [40 CFR 122.44]. The Permittee shall develop, in
accordance with 40 CFR 403.5(c) and 15A NCAC 021-1.0909, specific Local Limits to implement the prohibitions
listed in 40 CFR 403.5(a) and (b) and 15A NCAC 02H .0909. Pursuant to 40 CFR 403.5, local limits are
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enforceable Pretreatment Standards as defined by 40 CFR 403.3(1). [15A NCAC 02H .0903(b)(10), .0905, and
.0906(b)(4)]
Industrial User Pretreatment Permits (IUP) & Allocation Tables
In accordance with NCGS 143-215.1, the Permittee shall issue to all Significant Industrial Users, permits for
operation of pretreatment equipment and discharge to the Permittec's collection system or treatment works. These
permits shall contain limitations, sampling protocols, reporting requirements, appropriate standard and special
conditions, and compliance schedules as necessary for the installation of treatment and control technologies to
assure that their wastewater discharge will meet all applicable pretreatment standards and requirements. The
Permittee shall maintain a current Allocation Table (AT) which summarizes the results of the HWA and the limits
from all IUPs. Permitted ]UP loadings for each parameter cannot exceed the treatment capacity of the POTW as
determined by the HWA. [15A NCAC 02H .0906(b)(6), .0909, .0916, and .0917; 40 CFR 403.5, 403.8(f)(1)(iii);
NCGS 143-215.67(a)]
6. Authorization to Construct (AtQ
The Permittee shall ensure that an Authorization to Construct permit (AtC) is issued to all applicable Industrial
Users for the construction or modification of any pretreatment facility. Prior to the issuance of an AtC, the
proposed pretreatment facility and treatment process must be evaluated for its capacity to comply with all
Industrial User Pretreatment Permit (IUP) limitations. [I5A NCAC 02H .0906(b)(7) and .0905; NCGS 143-
215.1(a)(8)]
7. POTW Inspection & Monitoring of their IUs
The Permittee shall conduct inspection, surveillance, and monitoring activities as described in its Division
approved pretreatment program in order to determine, independent of information supplied by Industrial Users,
compliance with applicable pretreatment standards. [I5A NCAC 02H .0908(e); 40 CFR 403.8(f)(2)(v)] The
Permittee must:
a. Inspect all Significant Industrial Users (SIUs) at least once per calendar year;
b. Sample all Significant Industrial Users (STUB) at least once per calendar year for all SIU permit -limited
parameters including flow except as allowed under 15A NCAC .0908(e); and
c. At least once per year, document an evaluation of any non -significant categorical Industrial User for
compliance with the requirements in 40 CFR 403.3(v)(2), and either continue or revoke the designation as non-
significant.
8. lU Self Monitoring and Reporting
The Permittee shall require all Industrial Users to comply with the applicable monitoring and reporting
requirements outlined in the Division -approved pretreatment program, the industry's pretreatment permit, or in 15A
NCAC 02H .0908. [15A NCAC 02H .0906(b)(5) and .0905; 40 CFR 403.8(f)(1)(v) and (2)(iii); 40 CFR
122.440)(2) and 40 CFR 403.12]
9. Enforcement Response Plan ERP
The Permittee shall enforce and obtain appropriate remedies for violations of all pretreatment standards
promulgated pursuant to section 307(b) and (c) of the CWA (40 CFR 405 et. seq.), prohibitive discharge standards
as set forth in 40 CFR 403.5 and I5A NCAC 02H .0909, specific local limitations, and other pretreatment
requirements. All remedies, enforcement actions and other, shall be consistent with the Enforcement Response
Plan (ERP) approved by the Division. [15A NCAC 0211.0903(b)(7), .0906(b)(8) and .0905; 40 CFR 403.8(f)(5)]
10. Pretreatment Annual Resorts PAR.)
The Permittee shall report to the Division in accordance with 15A NCAC 02H .0908. In lieu of submitting annual
reports, Modified Pretreatment Programs developed under 15A NCAC 02H .0904 (b) may be required to submit a
partial annual report or to meet with Division personnel periodically to discuss enforcement of pretreatment
requirements and other pretreatment implementation issues.
For all other active pretreatment programs, the Perrittee shall submit two copies of a Pretreatment Annual Report
(PAR) describing its pretreatment activities over the previous calendar year to the Division at the following
address:
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NC DENR I Division of Water Quality 1 Surface Water Protection Section
Pretreatment, Emergency Response, and Collection Systems (PERCS) Unit
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
These reports shall be submitted by March 1 of each year and shall contain the following:
a. Narrative
A narrative summary detailing actions taken, or proposed, by the Permittee to correct significant non-
compliance and to ensure compliance with pretreatment requirements;
b. Pretreatment Program Summaa (PPS)
A pretreatment program summary (PPS) on forms or in a format provided by the Division;
c. Significant Non -Compliance Report (SNCR
A list of Industrial Users (Ns) in significant noncompliance (SNC) with pretreatment requirements, and the
nature of the violations on forms or in a format provided by the Division;
d. Industrial Data SummM Forms IDSF
Monitoring data from samples collected by both the POTW and the Significant Industrial Users (SIfJs). These
analytical results must be reported on Industrial Data Summary Forms (IDSl~) or on other forms or in a. format
provided by the Division;
e. Other Information
Copies of the POTW's allocation table, new or modified enforcement compliance schedules, public notice of
Ns in SNC, a summary of data or other information related to significant noncompliance determinations for
IUs that are not considered SIUs, and any other information, upon request, which in the opinion of the Director
is needed to determine compliance with the pretreatment implementation requirements of this permit;
11. Public Notice
The Permittee shall publish annually a list of Industrial Users (IUs) that were in significant noncompliance (SNC)
as defined in the Permittee's Division -approved Sewer Use Ordinance with applicable pretreatment requirements
and standards during the previous twelve month period. This list shall be published within four months of the
applicable twelve-month period. [15A NCAC 02H .0903(b)(34), .0908(b)(5) and .0905 and 40 CFR
403.8(f)(2)(viii)]
12. Record Kecpin�
The Permittee shall retain for a minimum of three years records of monitoring activities and results, along with
support information including general records, water quality records, and records of industrial impact on the
POTW and shall retain all other Pretreatment Program records as required by 15A NCAC 02H .0908(f . [15A
NCAC 02H .0908(f); 40 CFR 403.12(o)]
13. Pretreatment Program Resources
The Permittee shall maintain adequate funding and qualified personnel to accomplish the objectives of its approved
pretreatment program. and retain a written description of those current levels of inspection. [I 5A NCAC 021-1
.0906(b)(9) and (10) and .0905; 40 CFR 403.8(f)(3), 4039(b)(3)]
14. Modification to Pretreatment Programs
Modifications to the approved pretreatment program including but not limited to local limits modifications, POTW
monitoring of their Significant Industrial Users (SIUs), and Monitoring Plan modifications, shall be considered a
permit modification and shall be governed by 40 CFR 403.18, 15 NCAC 02H .0114 and 15A NCAC 02H .0907.
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STATE OF NORTH CAROLINA
COUNTY OF T4 C t<S ,,.4J
Permit No.A/e DU S 9) Qy
OPERATIONAL AGREEMENT
This AGREEMENT made pursuant to G.S. 143-215.1 (dl) and entered into this day of
6 % , by and between the North Carolina Environmental Management
Commission, an agency of the State of North Carolina, hereinafter known as the COMMISSION; and
TA i l f r � ,4 L i fJ K s IJ�') l ae� �= �rto�erT� Dw�s �f1Ss'�! �T; �o",� a non-profit corporation organized
and existing under and by virtue of the laws of the State of North Carolina, hereinafter known as the
ASSOCIATION.
WITNESSETH:
1. The ASSOCIATION was formed for the purpose, among others, of handling the property, affairs and
business of the development known as -ra i 1 �� w� � ;,�rcr d-1/r (4 � 9 � � L ,L c-
(hereinafter the Development); of operating, maintaining, re -constructing and repairing the common
elements of the lands and improvements subject to unit ownership, including the wastewater collection
system with pumps, wastewater treatment works,:and/or disposal facilities (hereinafter Disposal System);
and of collecting dues and assessment to provide funds for such operation, maintenance, re -construction
and repair.
2. The ASSOCIATION desires, to construct and/or operate a Disposal System to provide `sanitary sewage
disposal to serve the Development on said lands:
3. The ASSOCIATION has applied to the COMMISSION for the;issuance of a permit pursuant to G.S. 143-
215.'1 to construct, raintain, and/or operate the Disposal System:
4. The Development was created subject to unit ownership in the dwellings units, other improvements and
lands through filing of a Declaration of Unit Ownership (hereinafter Declaration), pursuant to Chapter
47C of the North Carolina General Statutes.
5. The COMMISSION desires to assure that the Disposal System of the Development is properly
constructed, maintained and operated in accordance with law and, permit provisions in order to protect the
quality of the waters of the State and the public interest therein.
NOW, THEREFORE, in consideration of the promises and- the benefits to' be derived by each of the parties
hereto, the COMMISSION and ASSOCIATION do hereby mutually agree as follows:
l . The ASSOCIATION shall `construct `the Disposal System and/or make any additions or modifications :to
the: Disposal System 'in 'accordance with 'the'�permit and plans and specifications hereafter issued and
approved by the COMMISSION, and shall thereafter properly operate and maintain such systems and
facilities in accordance with applicable permit provisions' and Iaw.
2. The ASSOCIATION shall provide in the Declaration and Association Bylaws that the Disposal System
and appurtenances thereto are part of the common elements and shall` thereafter be properly maintained
and operated in conformity with law and the provisions of the permit for construction, operation, repair,
and maintenance of the system and facilities. The Declaration and Bylaws shall identify the entire
wastewater treatment, collection and disposal system as a common element, which will receive the highest
priority for expenditures by.the Association except for Federal,State, and local taxes and insurance.
FORM: HOA 08-13 Page I of 2

3, The ASSOCIATION shall provide in the Declaration and Association Bylaws that the Disposal System
will be maintained out of the common expenses. In order to assure that there shall be funds readily
available to repair, maintain, or construct the Disposal System beyond the routine operation and
maintenance expenses, the Declaration and Association Bylaws shall provide that a fund be created out of
the common expenses. Such fund shall be separate from the routine maintenance fund allocated for the
facility and shall be part of the yearly budget.
4. In the event the common expense allocation and separate fund(s) are not adequate for the construction,
repair, and maintenance of the Disposal System, the Declaration and Association Bylaws shall provide for
special assessments to cover such necessary costs. There shall be no limit on the amount of such
assessments, and the Declaration and Bylaws shall be provided such that special assessments can be made
as necessary at any time.
5. If a wastewater collection system and wastewater treatment and/or disposal facility provided by any city,
town, village, county, water and sewer authorities, or other unit of government shall hereinafter become
available to serve the Development, the ASSOCIATION shall take such action as is necessary to cause the
existing and future wastewater of the.Developmen! to be; accepted and discharged into said governmental
system, and shall ,convey or transfer. as much of.the Disposal System and such: necessary easements as the
governmental unit may require as condition of accepting the Development's wastewater.
6. Recognizing that it would be contrary to the public interest and 'to the public health, safety and welfare for
the. ASSOCIATION to enter into voluntary dissolution without having made adequate provision for the
continued proper maintenance, repair and operation of its Disposal System, the ASSOCIATION shall
provide in the ASSOCIATION Bylaws that the ASSOCIATION shall .not.enter into voluntary dissolution
without first having transferred its, said system and facilities to some. person, corporation or other entity
acceptablepp b to and approved the COMMISSION by the issuance of a. permit.
Y
7. The ASSOCIATION:'shall'not transfer, convey, assign or otherwise relinquish or release its 'responsibility
for the operation and maintenance of its Disposal System until a permit has been reissued to the
ASSOCIATION's successor._
8. The agreements set forth in numbered paragraphs '1, 2; 'J, 4, 5;' 6, and; 7 above shall be conditions of any
permit issued by the COMMISSION to the,ASSOCIATION for the construction, maintenance; repair and
operation of the Disposal System..:
9. A copy of this agreement shall be filed at the Register of Deeds in the Connty(ies)'where the Declaration
is filed and in the offices of the Secretary of State of North Carolina with;the Articles of Incorporation. of
the Association.
IN WITNESS WHEREOF, this agreement was ,executed! in duplicate' originals by the duly authorized
representative of the parties hereto :on the;day and year written, as. indicated by each: of the parties named below:
FOR THE ENVIRONMENTAL -T-�c 11,J- Urt kA
MANAGEMENT' COMMISSION Name of ASSOCIATION
Bv: r9�..a -.�✓ .
Thomas A. Reeder, Director (Signature)
Division of Water Resources
(Date)
FORM: HOA 08-13
Print Name and Title
-7 /-2 z� l
(Date)
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