NCG551425_Regional Office Physical File Scan Up To 6/25/2020

NC®ENR MAY o 1 2012
North Carolina Department of Environment and Natural ResOL rces
Division of Water Quality L
WATER C6 ALITY SECTION
Beverly Eaves Perdue Charles Wakild, P.E. ASH'-„ IL, FE.e�Free ?�-ICE
Governor Director -- --secretary
April 27, 2012
JOHN-.CROSLAND JR
5960 FAIRVIEW ROAD
SUITE 200
CHARLOTTE NC_ 28210
Subject: Acknowledgement of New Permit Application
Permit #: NCG551542
Facility: 939 Golf Course Road
Avery County
Dear Mr. Crosland:
The Division of Water Quality NPDES acknowledges receipt of your permit application, with payment and supporting
materials on April 24, 2012. This application package has been assigned the number listed above and will be reviewed by Bob
Guerra. By copy of this letter, we are also requesting.a Staff Report from the Asheville Regional Office.
The reviewer will perform a detailed review and contact you with a request for additional information if necessary. To ensure
the maximum efficiency in processing permit applications, the Division requests your assistance in providing a timely and
complete response to any additionalinformationrequests.
Please note at this time, processing permit applications can take as long as 60 - 90 days after receipt of a complete application.
To check on the -status of an application, please visit http://h2o.enr.state.nc.us/bims/Reports/reportsPermits.htm].
If you have any questions, please contact Bob Guerra at 919-807-6387, or via e-mail at [e-mail]. If the
reviewer is unavailable, you may leave a message, and they will respond promptly.
PLEASE REFER TO THE ABOVE APPLICATION NUMBER WHEN MAIGNG INQUIRIES ON THIS PROJECT.
Sincerely,. .
Dina Sprinkle
Point Source Branch
cc: AT5'1`rvilil P®�„gao +xce, Surface Water Protection Section
Permit Application File NCG551542
Michael W. Lash, Lash Engineering, 1104 Cindy Carr Drive,, Matthews, NC. 28105
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
Location: 512 N. Salisbury St. Raleigh, North Carolina 27604 One
Phone: [phone] Fax: [phone] NorthCarolina
Internet: www.ncwaterquality.org ?����L
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Linville, NC (Avery CPunty)

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Lash Engineering, Inc.
April 20, 2012
Bob Guerra
NPDES Permitting Program
Division of Water Quality
Raleigh, NC. 27699-1617
Re: Crosland Residence Request for General Permit
Lash Engineering, Inc.
Civil/Consulting/Wastewater/Planning
1104 Cindy Carr Drive
Matthews, NC 28105
Phone: [phone]
mikel@,LasliEn.--ineering.com
This property is located within an existing subdivision and cannot acquire sewer in a standard
fashion. The Owner is requesting a General Permit and "Authorization to Construct" for a direct
discharge system.
If I can be of any further service, please do not hesitate to call.
Sincerely
Michael Lash, PE.
A P P 24 2012

Lash Engineering, Inc.
Lash Engineering, Inc.
Civil/Consulting/W astewater/Plarming
11.04 Cindy Carr Drive
Matthews, NC 281.05
Phone: [phone]
mikelnLash Engineering.com
Project Summary for:
Crosland Residence at 939 Golf Course Road
Avery County; Linville, NC.
The project is located at 939 Golf Course Road in Linville, NC. in a subdivision on
the east side of Highway # 105 North of Linville, NC. The home proposed is a 4
bedroom residence located on a 0.76 acre lot. The Health Department has had
potential buyers interested in the property in the past and has made visits to the
property. Soil investigation has shown that the existing soils are incapable of
sustaining a typical septic system. Further analysis determined that an advanced
system with drip tubing could not be supported either. Therefore, the Health
Department has determined that the site cannot support an on -site disposal system.
A letter to that effect has been included in this application. Foothills Soils (Connie
Adams) has also determined that the existing soils would not support a disposal
system. Foothills Soils Consulting was not asked to make a report since it agreed
with the Health Department findings. The neighboring pieces of property are
developed into homes within the subdivision and adjacent to this property, making
additional acquisition of land for additional disposal very difficult. The online map
from the DWQ shows that there are several existing systems permitted within this
area of the subdivision. I cannot tell if they are direct discharge, only that they are
permitted through DWQ. That map (watershed determination) is also included
with this application.
A copy of the Health Department's findings is included in this application.
Because the Health Department has declined the site for disposal, a soil report was
not acquired. However, Connie with Foothills is prepared to write one if required.
A new system will be designed for 4 bedrooms at 480 gallons per day. The system
will utilize a 1,000 gallon septic tank and a new treatment facility will be added to
treat the wastewater to TS II standards with a UV light added for the removal of

pathogens. The system will also be installed with de -nitrification "bio-pack"
modules to reduce nitrogen output. The treatment facility will be down stream and
downhill of the proposed water well, which is over 100 feet away. A M-400
Septiech system designed for the 480 gallon system will be installed. The UV
light will be incorporated into the M-400 tank. The M-400 utilizes three sets of
pumps. One set is to remove the small amounts of dead bacteria (microbes) that
have been flushed through the media with the wastewater and have accumulated in
a reservoir on the tank bottom. They are then pumped back to the septic tank for
additional anaerobic digestion (denitrification). As such, sludge and flock do not
accumulate and the processor does not require pumping. This is called the "pump
back" pump. A Gould LSP03 is proposed. A second set is for recirculating the
effluent back through the media to get the TS II treatment levels. A Tsurumi OM2
pump is proposed. The third set is the effluent pumps which are used to pump the
effluent out once the treatment process is complete. The same pump as the pump
back is proposed (the Gould LSP03). This will make maintenance easier having
the same pump specified. These effluent pumps are more than adequate to pump
to the creek as the elevation change is very minor. I used a 10 foot head as a very
conservative number. The system is physically located 7' above the creek and 3'
above the road to assist in preventing any backup of the creek into the M-400 tank.
The creek would flow over the road and further down the hill prior to it backing up
into the effluent pipe of the system. A cleanout is also proposed at the exit of the
effluent pipe to assist with cleaning. The UV light is located on the discharge side
of the M-400 unit so treated effluent is passing through the light. The UV light is
the last stage the effluent passes prior to being discharged. The head losses of the
effluent passing through the UV light are very minor (negligible). I have included
these calculations.
The "Denite Package" will be installed with this unit. This SeptiTech nitrogen
reduction technology first nitrifies wastewater by the aerobic trickling filter
process. Nitrification of the ammonium (NH4) in the wastewater occurs in the
processor as it passes through the media. Nitrified wastewater is then passed into
an anoxic (<2 mg/1 dissolved oxygen) environment where a culture of anaerobic
bacteria satisfies their need for oxygen by chemically stripping the oxygen off
other compounds, such as NO3. To promote denitrification within the anoxic
environment, SeptiTech has developed zones of submerged media with the
required conditions of temperature, alkalinity, and BOD levels. Similar to the
aerobic process, the denitrification process is self-adjusting based on demand and
controlled by the PLC within the Control Panel to provide consistent results.

The system utilizes a Septitech Control Panel that has been designed to work for
this unit. It is a standard panel within a NEMA 4 enclosure setup for the floats,
pumps and internal monitoring of the system. A programmable micro -logic
controller (PLC) activates the recirculation and discharge pumps through a
program that self -adjusts these operations based on actual wastewater flow into the
processor (as monitored by the PLC). The processor constantly evaluates the water
usage and meters out the effluent discharge to the disposal area at the appropriate
interval to assure proper effluent treatment.
As part of the Control Panel, the unit will be provided with telemetry for off -site
monitoring of system performance. The Septitech M-400 is a State approved unit.
The State Certification (through DENR — not DWQ) for the tank has been included
with this submittal along with the NSF certification.
There is not a ground water issue where the tanks are located because of the slope
down to the creek. The units are approximately 7 feet higher than the creek at its
closest point and approximately 12 feet higher than the road. Should the creek
back up (due to a blocked culvert for instance), it would flow over the road prior to
flooding the area of the tanks. Therefore there is minimal if any upward pressure
from groundwater or flooding and as such no anti -floatation has been added to the
plans. There is no need.

(f�
Crosland
JOHN CROSLAND, JR.
CHAIRMAN OF THE BOARD
April 16, 2012
NCDENR
NPDES Permitting Program
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Re: 939 Golf Course Road — Linville Avery County North Carolina 28646
NPDES Permit Application
Gentlemen;
ref704-561-5217 far 704-676.1576
JC ROSL.AN D ftC ROSLA ND.CO M
I have engaged Michael Lash PE, with Lash Engineering Inc., to assist me in preparing and filing
a National Pollutant Discharge Elimination System application for the above captioned single
family lot.
This letter will serve to certify that 1 have designated him as my authorized representative for this
application.
Very truly yours,
John Crosland, Jr.
mg
encs.
5960 F,AIRVIEW ROAD I SUM 2001 Cf-GIRLOTTE, NC 28210 1 llll'l1'.CR0SLA.ND.COU

JOHN CROSLAND, JR.
5960 FAIRVIEW RD
SUITE 200
CHARLOTTE, NC 28210
PAY TO THE NCDENR
ORDER OF
Sixty Only"
BRANCH BANKING
CHARLOTTE, NC28202
66.112I531
Application for NPDES Permit
OD L063011' 1:053 LO L 1 2 11: L563 L65878n•
10630
4/16/2012
—60.00
DOLLARS

AYNEIA
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COO PY
Division of Water Quality / Water Quality Section
National Pollutant Discharge Elimination System
NOTICE OF INTENT - NCG550000
FOR AGENCY USE ONLY
Date Received
Year
Month
Day
Certificate of Coverne
NICIGI.1601 1104-11.
Check A Aniowm
Permit Assiened to
National Pollutant Discharge Elimination System application for coverage under General Permit
NCG550000: Single Family Domestic Units and/or facilities discharging less than 1000 gallons per
day of domestic wastewater and similar point source discharges
(Please print or type)
1) Region contact (Please note: This application will be returned if you have not met with a
representative from the appropriate regional office):
Please list the NCDENR Regional Office representative(s) with whom you have met:
Name: Lee Clark; Toe River Health Department Date: 4/2/12
2) Mailing address of ownerioperator:
Owner Name John Crosland; c/o Crosland Holdings
Street Address 5960 Fairview Road
City
Telephone No.
Charlotte
(Home) ( )
* Address to which all permit correspondence will be mailed
3) Location of facility producing discharge:
Street Address 939 Golf Course Road
City
County
Telephone No.
Linville
Avery County
[phone]
State
(Work)
NC. ZIP Code 28210
[phone]
State NC. ZIP Code 28646
4) Physical location information:
Please provide a narrative description of how to get to the facility (use street names, state road
numbers, and distance and direction from a roadway intersection).
N.on Hwy.#105 out of Linville; proceed to Grandfather Golf & Country Club on right.
5) This NPDES permit application applies to which of the following:
® New or Proposed (system not yet constructed)
❑ Existing (system fully constructed); If previously permitted by local or county health department,
please provide the permit number and issue date
❑ Modification (existing system with proposed changes); please -describe -the nature -of -the-.
modification: 11 E,°� ' :z'. �. ��
6) Description of Discharge:
a) Amount of wastewater to be discharged:
Number of bedrooms 4 x 120 gallons per bedroom = 480
gallons per day to be permitted.
Page 1 of 3 07/07

NCG650000 N.O.I.
b) Type of facility producing waste (please check one):
® Primary residence ❑ Vacation/second home
❑ Other:
7) Please check the components that comprise the wastewater treatment system:
® Septic tank ❑ Dosing tank ❑ Recirculating sand filter(s)
❑ Primary sand filter ❑ Secondary sand filter ® Other form of disinfection Aerobic
Treatment Unit
wl UV Light
❑ Chlorination ❑ Dechlorination ❑ Post Aeration (specify type)
8) Receiving waters:
a) What is the name of the body or bodies of water (creek, stream, river, lake, etc.) that the facility
wastewater discharges end up in? UT of Linville River
b) Stream Classification (if known): C: Tr
9) Application Requirements:
Applications for new/proposed facilities (unbuilt) should include the following:
® An original letter and two (2) copies requesting a general permit and Authorization to Construct
(ATC).
® A signed and completed original and two copies of this Notice of Intent application.
] A check or money order for the permit fee of $60.00 made payable to NCDENR.
® Letter from the county health department evaluating the proposed site for all types of ground
absorption and innovative non -discharge systems. Document the repair potential of the failed system.
® An evaluation of the possibility of connecting to a regional sewer system (approximate distance &
cost to connect).
® A 7Q10 flow estimate at the proposed wastewater discharge point from the US Geological Survey
(919- 571-4000)
® Three sets of plans and specifications of proposed treatment system. Please note that a
Professional Engineer (P.E.) will be required to certify all new systems.
® The following setbacks must be met for all new facilities (15A NCAC 02T .0506(b)).
o Any private or public water supply source -100 ft
o Surface Waters - 50 ft
o Any habitable residence under separate ownership or not to be maintained as part of
project site -100 ft
o Any property line - 50 ft
o Any well with exception of monitoring wells - 100ft
Applications -for existing (permitted or un ermitted facilities requiring modifications should
include the following: IS/ 1111
❑ An original letter and two (2) copies requesting a general permit (if the system is unpermitted)
and/or an Authorization to Construct (ATC).
❑ A signed and completed original and two copies of this Notice of Intent Application.
❑ A check or money order for the permit fee of $60.00 made payable to NCDENR (not required for
currently permitted systems).
Page 2 of 3 7/07

NCG550000 N.O.I.
❑ Three sets of plans and specifications of the proposed treatment system. Please note that a
Professional Engineer (P.E.) will be required to certify all modifications other than the addition of
chlorination/dechlorination.
® Invoice showing the septic tank has been pumped and serviced within the last 12 months (only
when existing septic tank will be used)
Applications for existing (unpermitted) facilities with no proposed modifications should include
the following:
® An original letter and two (2) copies requesting a general permit.
®A signed and completed original and two copies of this Notice of Intent Application.
❑ A check or money order for the permit fee of $60.00 made payable to NCDENR.
❑ Invoice showing the septic tank has been pumped and serviced within the last 12 months
10) Additional Application Requirements:
a) If a consulting engineer is submitting this application:
® Please include documentation from the applicant showing that the engineer (or firm) has been
designated an authorized representative of the applicant.
® Final plans for the treatment system must be signed and sealed by a North Carolina
registered Professional Engineer and stamped - "Final Design - Not released for construction".
® Final specifications for all major treatment components must be signed and sealed by a North
Carolina registered Professional Engineer and shall include a narrative description of the
treatment system to be constructed.
11) Certification:
I certify that I am familiar with the information contained in this application and that to the best of my
knowledge and belief such information is true, complete, and accurate.
Printed Name of Person Signing: -i c 14.";
Title:
N -/,,/, -%Z
of Applicant) I (Date Signed)
North Carolina General Statute 143-215.6 b (i) provides that:
Any person who knowingly makes any false statement, representation, or certification in any
application, record, report, plan or other document filed or required to be maintained under Article 21
or regulations of the Environmental Management Commission implementing that Article, or who
falsifies, tampers with or knowingly renders inaccurate any recording or monitoring device or method
required to be operated or maintained under Article 21 or regulations of the Environmental
Management Commission implementing that Article, shall be guilty of a misdemeanor punishable by
a fine not to exceed $25,000, or by imprisonment not to exceed six months, or by both. (18 U.S.C.
Section 1001 provides a punishment by a fine of not more than $25,000 or imprisonment not more
than 5 years, or both, for a similar offense.)
Mail package to:
NPDES Permitting Program
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Page 3 of 3 7/07

NCG550000 N.O.I.
Phone: [phone]
The submission of this document does not guarantee the issuance of an NPDES permit
Page 4 of 3 7/07

Lash Engineering, Inc.
April 20, 2012
Bob Guerra
NPDES Permitting Program
Division of Water Quality
Raleigh, NC. 27699-1617
Re: Crosland Residence Setback Requirements
Lash Engineerh-ig-, Inc.
Civil/Consulting/Wastewater/Planning
1104 Cindy Carr Drive
Matthews, NC 28105
Phone: [phone]
mikel a LashEngineering.com
This site is extremely small which makes all the setbacks difficult for adherence. The site is 104'
wide at the front and expands out (pie shaped) to 260' at the back. The lot is 185' deep from
front to back. We have worked with the Architect to place the residence in a location that makes
sense for the lot and allows maximum distance for setbacks. The 50' setback off the property
lines (including the R/W) was added to the plans. The water wells were located on the adjoining
lots and were added to the plan with 100' circular setbacks added. The remaining setbacks are
for the creeks. There is one main creek that runs through the middle of the property. This is the
creek that is to be used for disposal. It has a watershed of about 104 acres with springs feeding.
I have observed this creek during the winter and summer months and found it always flowing
well at all times. As you are looking at the lot from the front, there is a small drainage way to the
left with a small watershed. This creek is a dry weather creek, adds minimally to the total flow
at the road but is located far to the left more than 50' away from the proposed units. There is
another dry weather creek on the far right of the property (near the proposed water well). It has a
very small watershed of about 0.5 acres. The 50' setbacks are required off of "Surface Waters"
which I am assuming are the blue lines on an USGS map or lines located on the watershed
classification map on the DWQ website (I can't find a definitive definition). None of these lines
show up on either map and a copy of both maps are included in this submittal. However, a 25'
setback is being maintained, in addition the system is located approximately 10' higher than the
road so it is virtually impossible for the creeks to back up to even the bottom of the units. If the
culvert were to be blocked the flow of water from the creeks would flow over the road and never
back up into the property. The offset from the house is approximately 60'. The control panel is
located at the unit and is within a few feet of the driveway for easy maintenance and visibility.
If I can be of any further service, please do not hesitate to call.
SincerelAashPE.
Michael

Tim Barbee
Driller Service, Inc. — Hickory
1800 Highland Ave
NE Hickory, NC 28601
March 3, 2009
Dear Mr. Barbee:
I am writing this letter to inform you that Michael Lash, P.E of Lash Engineering, Inc is
certified to design treatment and disposal systems using the SeptiTech, LLC line of
pretreatment processors.
Regards,
Joshua Cobb, P.E.
Design Engineer
70 Commercial Street, Suite 3
Lewiston, Me 04240
[phone]

NORTH CAROLINA DEPARTMENT
OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENVIRONMENTAL HEALTH
ON -SITE WASTEWATER SECTION
CONTROLLED DEMONSTRATION
WASTEWATER SYSTEM APPROVAL
CONTROLLED DEMONSTRATION NO: CDOWS-2006-01
ISSUED TO: Paul Beauregard
SeptiTech, Inc
220 Lewiston Rd
Gray, ME 04039
Tel: [phone]; Fax: [phone]
www SeptiTech com
FOR: SeptiTech Pretreatment Systems
APPROVAL DATE: January 19, 2006
In accordance with General Statute 130A-343 as amended by Session Law 2001-505 (House Bill
1019) and NCAC 18A 1969,a proposal by SeptiTech, Inc ,for approval of subsurface
wastewater systems utilizing the SeptiTech systems have been reviewed, and systems have been
found to meet the standards of a controlled demonstration system when all of the following
conditions are met:
A. GENERAL
l Scope of this Controlled Demonstration Approval includes:
a Performance standards for advanced onsite pretreatment system
b Use, design and construction requirements for the specified models of SeptiTech
pretreatment systems
c Sizing and siting specifications for SeptiTech pretreatment systems and associated
subsurface wastewater systems that meet these performance standards
d Operation, maintenance and monitoring of these SeptiTech pretreatment systems and
associated subsurface systems to ensure the treatment performance shall continue to
be met
e Proposal for evaluation of this Controlled Demonstration system
01/18/06
1ofI

2 This Controlled Demonstration Approval is applicable to domestic strength sewage
systems (non -industrial wastewater) utilizing SeptiTech Pre-treatment Systems that have
a design flow not exceeding 3000 gallons per day Influent waste strength to the
SeptiTech Pre-treatment System shall not exceed domestic septic tank quality effluent,
and be in accordance with the following parameters:
Table 1
Influent Characteristics, SeptiTech
Pretreatment systems
Not to Exceed
m /1
Biochemical Oxygen
350
Demand
BOD
Total Suspended
200
Solids
TSS
Total Kjeldahl
100
Nitrogen
TKN
Grease plus Oil
30
In addition, any site utilizing these systems shall have sufficient alkalinity to perform the
proper amount of nitrification The influent also shall not have a pH, or toxins that
significantly inhibit microbial growth
This controlled demonstration is initially limited to 200 systems with design flows of up
to 3,000 gallons per day Prior to the approval of any individual system under the
controlled demonstration approval, the manufacturer of all proposed tanks must be
identified and tank construction details must be State -approved, as typically required for
generically approved Residential Wastewater Treatment Units (previously terined
"ATUs")
4 Use of SeptiTech pretreatment systems where the overall system has a design flow
exceeding 3,000 gallons per day may be permitted after approval by the State on a case -
by -case basis in accordance with the Large Systems State Review/Approval Process
(Rule 15A NCAC 18A 1938)
B. ADVANCED TREATMENT PERFORMANCE STANDARDS (TS-11)*
01 / 18/06
2 of 2

Treatment Standard II (TS-II): Tertiary treatment with nitrogen -reduction
Pretreatment systems meeting TS-11 are designed, installed and operated to meet the
following standards:
a Carbonaceous Biochemical oxygen Demand, 5-day (CBOD5) <15 mg/1
b Total suspended solids < 15 mg/1
c Ammonia -nitrogen < 10 mg/1
d Total nitrogen (Total Kjeldahl Nitrogen +NOx-N) standard shall be met through one of
the following methods:
(1) Total nitrogen concentration in the SeptiTech effluent < 15 mg/l, or
(2) Total nitrogen reduction of 50% Measured as the difference between the septic tank
effluent (TKN) and SeptiTech effluent (TKN+NOx-N), or
(3) Calculated as a maximum daily load (this criteria shall only be applicable when the
average daily flow for the past 30 days is below 25 percent of the design flow and
when the effluent CBOD5 is less than 5 mg/1): Nitrogen reduction may be measured
in terms of pounds of total nitrogen actually delivered to the field per day Up to
004 lbs per day for every 60 gallons of daily design flow is allowed See Attachment
C for guidance on calculating this for compliance determination
e Fecal coliform bacteria densities < 10,000 colonies/100ml
Standards are arithrrretic means, except fecal coliform is a geometric mean
When the disposal system is designed according to section D 4below, the treatment system
shall, in addition to c and d above, meet the following standards:
a CBOD5
b. TSS
c. Fecal Coliform
< 10 rng/L
< 10 mg/L
< 1,000 colonies/100m1.
*Note: SeptiTech TS-II systems may be used for sites approved/permitted for TS-I treatment
systems,
C. SITING CRITERIA
Approved Controlled Demonstration Systems may be installed on sites that are suitable for a
conventional wastewater system and that have a repair area of sufficient size to allow
installation of a conventional, modified or alternative wastewater system, an approved
innovative wastewater system, or an accepted wastewater system if the controlled
demonstration wastewater system fails to perform properly All repair systems for TS-II
Septi-Tech pretreatment systems shall be approved innovative TS-II treatment systems
Ground absorption systems receiving effluent from approved SeptiTech TS-II Pretreatment
Systems may also be used on sites classified as Provisionally Suitable for conventional,
modified, alternative or innovative systems in accordance with 15A NCAC 18A 1900 etseq
The following modifications to siting criteria, vertical or horizontal separation distance
requirements shall be acceptable:
O1/18/06
3 of 3

I Minimum initial vertical separation siting criteria and minimum vertical separation distances
for trench bottoms specified in Rules 1955 (m), 1956, and 1957 may be reduced for
systems with design flows of up to 3,000 gallons per day as follows:
- by a maximum of 25 percent for gravity dosed drainfields, and,
- by a maximum of 50 percent for pressure dosed drainfields (LPP or DRIP distribution),
When all of the following conditions are met:
a the initial vertical separation siting criteria shall not be reduced to less than 12 inches
from the soil surface to rock or any unsuitable soil horizon, and
b the trench bottom vertical separation distance shall not be reduced to less than 12 inches
to rock, groundwater, or tidal water, and shall not be reduced to less than 6 inches from
any other soil wetness condition„ and
the site shall be evaluated by a Licensed Soil Scientist as provided in section H below,
and
d with the exception of horizontal setback reductions from Drainage Systems, no other
reductions in horizontal setbacks or increases in Long Term Acceptance Rates, as
provided for in Sections C 5and D 2, below, shall be used when any reductions in initial
vertical separation siting criteria or trench bottom vertical separation distances are
utilized Furthermore, no reduction in trench area shall be allowed for alternative
drainfield materials to include PPBPS
2 Drainage Systems: When a SeptiTech Pretreatment System is to be utilized for systems with
design flows of up to1,000 gallons per day, drainage may by used on sites with Group III
Soil Texture, and soils with Provisionally Suitable (or Suitable) structure are allowed within
the vertical separation zone A groundwater lowering system may also be used to meet the
siting criteria or vertical separation requirements for soil wetness conditions for fill systems
specified in Rule 19570)(1), provided the conditions of C 1 A are met Site evaluation by
a Licensed Soil Scientist shall be required, and the drainage system shall be designed by a
person with demonstrated knowledge of drainage systems (see Section H, below)
Saprolite Systems: When an SeptiTech TS-I or TS-11 Pretreatment System is to be utilized for
systems with design flows of up tol,000 gallons per day, saprolite with sandy clay loam
texture may be used The maximum LTAR for sandy clay loam saprolite texture shall be 0 2
gpd/ftz for conventional trenches and 0 10 gpd/ftz for LPP trenches Nitrification trenches in
saprolite may be installed up to five feet deep Site evaluation by a Licensed Soil Scientist or
Professional Geologist shall be required (see Section H, below)
4 , Minimum horizontal setbacks shall be as specified in Rile 1950,except as provided for in
Table 2 for system with a design flow of up to 1000 gallons per day
01/18/06
4 of 4

Table 2
Minimum horizontal setbacks for ground absorption systems
Se tiTech TS-11 Pretreatment Sys eni are used*
Land Feature or Component
Existing
Rules
[.1950 (a
TSII
SeptiTech
Any private water supply source
100
50
Any public water supply source
100
100
Streams classified as WS-1
100
50
Waters classified as S.A
100
50
Other coastal waters
50
25
Any other stream, canal, marsh or other surface
waters
50
25
Any Class I or Class 11 reservoir
100
50
Any permanent storms water retention pond
50
25
Any other lake or pond
50
25
Any building foundation
5
5
Any basement
15
15
Any propertyline
10
10
Top of slope of embankments or cuts of 2 feet or
more vertical height
15
15
Any water line
10
10
U slo to Interceptor drains
10
7
Sideslo a Interceptor drain
15
10
Dowuslo a Interceptor drain
25
15
Groundwater Lowering Ditch
25
15
Any swimming pool
15
15
Any' other nitrification field (except repair area
20
10
*- Note: With the exception of the Drainage Systems horizontal setback reductions, the reductions
in horizontal setbacks in Table 2, above, shall not be allowed when reductions in initial conditions
or vertical separation distances are used in accordance with Section CA, above, or when any
increase in Long Term Acceptance Rate (LTAR) is used in accordance with Section D2, below.
These reductions also do not apply to systems with a design flow in excess of 1000 gallons per day.
5 Bed systems on sites that have a design flow not to exceed 3000 gallons per day may be
used (see additional requirements for bed systems from 1000 - 3000 gpd in d below):
on sites classified as Suitable or Provisionally Suitable and where the soil is classified
based on texture as Soil Group I or 1I, in accordance with 15A NCAC 1 SA 1900 et seq ,
and at least 24-inches of Group 1 or 11 Soil shall be present beneath the gravel bed
bottom, and/or
b on sites where at least the first 36 inches below the naturally occurring soil surface
consist of Soil Group I (sand or loamy sand), and no soil wetness condition exists within
the first 12 inches below the naturally occurring soil surface The requirement for 36
inches of Soil Group I may be reduced to 18 inches when hydraulic analysis by a
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licensed soil scientist demonstrates that effluent will not come to the ground surface and
the required separation to soil wetness can be maintained The site shall have a uniform
slope not exceeding two (2) percent, unless hydraulic analysis by a licensed soil scientist
demonstrates that effluent will not come to the ground surface and the required
separation to soil wetness can be maintained In no case shall slope exceed ten (10)
percent Fill material, if needed, shall be sand or loamy sand, containing not more than
10-percent debris, and/or
c on existing fill sites which meet the requirements of 15A NCAC 18A 1957(b)(2)(A, B
and C), and only when the design flow shall not exceed 480 gallons per day
All applicable vertical separation requirements shall be met except that the gravel bed bottom
may have a minimum separation distance of only 12 inches from any soil wetness condition for
systems installed on sites which meet Sections C 5 a or b, above, 18 inches for systems installed
on sites which meet Section C 5 q and 24 inches for systems installed which meet Section C 5 d
requirements (unless the groundwater mounding analysis substantiates a greater or lesser
separation is necessary), above The vertical separation requirement may be met by adding
Group I soil, but shall not be met with the use of a groundwater lowering system The system
shall be considered to be a fill system only if the LPP bed bottom is installed less than six inches
below the naturally occurring soil surface [Note: for fill systems, the requirements in Rule
19571b) for the side slope of the fill shall be met, as determined beginning at a point six -inches
above the top edge of the gravel bed]
D. SIZING CRITERIA
1 The system sizing criteria shall be based upon the Long Term Acceptance Rate (LTAR)
specified in the appropriate portion of the Rules for the type of ground absorption system to
be used
2 The LTAR may be increased up to a factor of two when all of the following conditions are
met:
a initial vertical separation siting criteria or vertical separation distances for trench bottoms
specified in Rules 1955411), 1956 or 1957 have not been reduced
b sandy clay loam saprolite is not proposed to be used,
c horizontal separation distances specified iu Rule 1950 have not been reduced,
d for systems to be installed in fill, a pressure dosed drainfield (LPP or DRIP distribution)
is to be used
e for systems to be installed on sites with Group III or IV soils within three feet of the
trench bottom or on sites requiring drainage of Group II or III soils, the site has been
evaluated by a Licensed Soil Scientist (see Section H, below)
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f for any system larger than 1000 gallons per day, the site shall be evaluated by a Licensed
Soil Scientist (see Section H, below)
3 For ground absorption systems utilizing modified, graveless or other types of nitrification
trenches separately approved in accordance with Rules 1956 or 1969, no reductions in
linear footage of nitrification trench or system area shall be applied when the LTAR has been
increased in accordance with section D 2, above
4 For bed disposal systems, the minimum number of square feet of bottom area which is
determined by dividing the design daily sewage flow by the LTAR may be reduced by up
to 25 percent as long as the following conditions can be met:
a All beds shall utilize pressure distribution (LPP or Drip)
(1) LPP laterals, when used, shall be placed on maximum, of three-foot centers
Orifices shall be spaced on three foot centers, maximum and sized at 1/8"
diameter, minimum
(2) Drip tubing, when used, shall be placed on two -foot centers, maximum, with
maximum emitter spacing of 24-inches
b Beds shall have a gravel depth of 12-inches, minimum
c A minimum of two equally sized beds shall be used for systems greater than 1500
gpd The beds shall be separated by a minimum of 20 feet
d Flow to bed fields shall be equalized over a 24-hour period by time dosing and utilize
telemetry controls Pump tanks are sized per rule 1952 (c)
e No such reduction in bottom area shall be allowed for bed disposal systems in
existing fill (Section C,5 c,above)
f Horizontal separation distances specified in Rule 1950 nay not be reduced
E. DESIGN CRITERIA
1 The system consists of a septic tank, and a process tank as specified in Table 3 below
Table 3
Design Flow
Minimum
Process
SeptiTech
(gallons per day)
Septic Tank
Tank Size
Unit
Size* (gallons)
(gallons)
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<_ 500
1000
1000
M400(D)
(UV)(DUV)
501-600
1500
1500
M550(D)
(UV)(DUV)
601 - 750
2000
1500
M750(D)
(UV)(DUV)
751-1200
2500
2000
M1200(D)
(UV)(DUV)
1201-1500
3750
4000
M1500(D)
(UV)(DUV)
1501 - 4500
8000
8000
M3000H(D)
(UV)(DUV)
*SeptiTech systems can receive effluent from any two compartment septic tank with filter (or
combination thereof) that meets state sizing requirements.
a The septic tanks shall be approved by the state and SeptiTech, Inc As part of this
approval, the septic tanks will have an inlet sanitary tee and a state approved,
appropriately sized effluent filter on the outlet end
b The process tank will be configured as per the drawings provided for the appropriate
model
c Pump specifications are as follows:
Residential units: Recirculation pump is generally the Tsurumi 50PU2 15; Rmip back
pump is always the Goulds LSP-03; Discharge is as applicable from the pumps
provided
Conunercial units: Recirculation prunp(s) can be either the 50PU2 15 or Tsurumi
50PU2 75; Pump back pump(s) are generally the Goulds LSP-03; Discharge is as
applicable from the pumps provided or as necessary
d The SeptiTech bead media are encapsulated in textile mesh bags that withstand 150 PSI
tensile strength minimum The media is suspended on a racking of Sch 40 pipe above the
designed bottom reservoir Effluent is recirculated by low pressure pipe above the media
and open design spray nozzles diffuse the effluent in circular patterns
e Filtrate from the SeptiTech media flows by gravity into the bottom reservoir of the
process tank where it makes it's way into the decant chamber All SeptiTech
systems shall be discharged via pump which may or may not include an in -line UV
disinfection unit
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f The UV disinfection system will be one of the following:
(1) Residential models use the" Poudmaster 40" UV model #02940 (or equally rated
if necessary) Specifications provided
(2) Cormnercial models depend upon size, volume, and desired result
Other UV systems may be specifically approved by the State
SeptiTech Systems will utilize a standard control panel The control panel is in a
NEMA 4X enclosure, and shall be located inside or outside with provisions to keep
the PLC warm (panel heater) Separate control and alarm circuits will be provided
SeptiTech does offer telemetry as an option on all control panels and telemetry is
standard on all cornrnercial systems The Telemetry Control Panel shall be connected
to an active phone line The operator of the system must be able to access the panel
directly on site and shall be available with a 24-hour notice to the county if required
h Tamper resistant screws shall be used in the covers of residential systems and locks
provided on corninercial systems
i Buoyancy calculations shall be completed by a N C professional engineer for plastic
tanks that may intersect the water table
j The control panel, which will control drainfreld dosing pumps, shall have pump cycle
and run timer recording capability and shall meet the requirements of 1952
k Geotextile fabric shall be used between the rock layer and backfill material
1 A 3 foot setback shall be maintained between the dispersal field and concrete tanks
When a plastic tank is used the setback shall be increased to ten feet minimum due to
hydrostatic loading when the tank is installed at or in the slope of a leachfield
in Timed dosing shall be provided to the disposal field
2 SeptiTech systems shall be designed by a SeptiTech, lnc certified designer or a North
Carolina Professional Engineer working within the scope of their professional license
F. INSTALLATION AND TESTING PROCEDURES
1 A preconstruction conference shall be required to be attended by the systems designer,
SeptiTech certified installer, and local health department (LHD), prior to beginning
construction of the SeptiTech Pre-treatment System and associated ground absorption
system
2 The. SeptiTech System shall be located in compliance with the horizontal setback
requirements of Rule 1950(a) (or Rule 1951,if applicable) and shall be located to prevent
surface/subsurface water inflow/infiltration
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3 All SeptiTech systems shall be installed according to directions provided in the
"Installation Manual" and instructions found on CAD drawings of each system
Additionally, all SeptiTech systems and components used with, but not manufactured by
SeptiTech Inc ,shall be installed in accordance with all applicable regulations and
manufacturer instructions
4 All companies installing SeptiTech systems shall be in possession of all necessary
permits and licenses before attempting any portion of an installation
5 Watertightness of the tanks and any dosing tanks shall be demonstrated by a 24-hour
leakage test conducted at the installation site A water level change of 1/2 inch or more,
within a 24" riser, over 24 hours, or visual observation of leakage shall be cause for
failure of the watertightness test Initial water level shall be to 2" above the riser/adapter
seam
6 The SeptiTech distributor or his/her representative shall inspect each installation and
shall provide an acceptance letter to the LHD prior to issuance of the operation permit
7 Specified site preparation steps and construction specifications for the ground absorption
system shall be strictly adhered to, including specified depth of trenches in relation to site
limiting conditions
8 Prior to operation permit issuance, the local health department shall inspect at least the
following:
a The health department shall observe the watertightness testing
b The health department staff shall witness the system test mode Then the health
department shall witness the test of pumps and alarm
c Record the pump models
d Check to ensure the air intake manifold is installed
e Check that the riser hatches have tamperproof bolts, and/or riser lock ring
9 Each SeptiTech Control Panel shall have a label as shown in Attachment A
G. OPERATION, MAINTENANCE AND TESTING
All SeptiTech Pretreatment Systems shall be maintained according to the latest
revision of the SeptiTech Operation and Maintenance Manual as published by
SeptiTech, Inc
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2 All SeptiTech pretreatment systems require operation and maintenance An
operation and maintenance agreement with a North Carolina certified Subsurface
Operator shall be in place The operator shall be authorized by SeptiTech Inc to
operate the SeptiTech Pretreatment System The operator must have proper
equipment and training to access, and disseminate information from control
panels on site As well, the operator must be able to make field adjustments to the
panel as necessary for proper function of the system
3 System classification, management and inspection shall be in accordance with Rule
1961 SeptiTech Pretreatment Systems shall be classified at a minimum as a Type Va
system according to Table V(a) of Rule 1961(b)
4 System Inspections: Both the local health department and the Operator -in -Responsible
Charge (ORC) shall conduct monitoring inspections and sampling of SeptiTech Pretreatment
Systems at a minimum frequency as specified Table V of Rule 1961(b) and the Operation
Permit, and as specified in the SeptiTech Operation & Maintenance Manual titled
``Maintenance Checklist", whichever is most restrictive
5 At each SeptiTech System inspection the ORC shall, at a minimum, observe, monitor,.
and record:
a wastewater level in the tanks,
b the effluent filter in the septic tank for clogging
c watertightness of tanks, risers and pipe connections at tanks,
d operation of pumps, floats, valves, electrical controls and alarms,
e pumping frequency from PLC in control panel
f the SeptiTech Pretreatment System for any structural damage, accessibility, adequate
ventilation, excess odors, ponding of effluent, insect infestations, vegetative growth over
the drainfield, the drainfield area for surfacing the effluent, and a sample of SeptiTech
Pretreatment System effluent collected from the discharge chamber to check for effluent
clarity and odor, and,
g the pump cycle and run time information from the PLC and any water meter readings
At least once per year the ORC shall, at a minimum, ineasure and report to the health
department:
a Any accumulation of sludge or grease presence in the decant chamber,
b drainfield pump delivery rate (pressure test), and
c drainfield dosing volume
7 The ORC shall also conduct other additional observations, measurements, monitoring, and
maintenance activities as specified in the Operation Permit and as reconunended by the
manufacturer
8 Effluent Sampling and Test Protocol:
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SeptiTech Pre-treatment System effluent samples shall be collected by the ORC These
samples shall be taken for at least.an 18-month period or until Innovative Approval for
the system is granted by the State, in which case sampling for these systems shall follow
the Innovative Approval requirements After the initial 18 month monitoring period, the
necessary monitoring frequency shall be evaluated by the State
Samples for drip disposal systems or other pressurized dispersal systems shall be
collected from a tap on the drainfield forcernain (prior to spin filters for drip systems)
The preferred location of the tap is in the pump tank discharge assembly The sample
shall not commence until at least 30 seconds of continuous discharge through the sample
tap has been completed
b A SeptiTech representative and a DENR Authorized On -Site Wastewater Agent shall
supervise at least the initial sampling event
All systems shall be tested for effluent CBOD5, TSS, NH3-N, TKN, NOx-N, and
fecal coliform bacteria
d Reporting shall be done quarterly (April I", July I", October I", January I't) for all
data
e All samples shall be obtained, preserved, and analyzed in accordance with 40 CFR
136 Astate certified wastewater laboratory shall analyze samples for the treatment
performance standards specified in Section B and complete chain of custodies shall
be maintained It is noted however that septic tank effluent samples can be highly
diluted due to the recirculation of effluent in SeptiTech denite systems
When samples do not meet treatment standards specified in Section B, the system
shall be resarnpled two more times within the next 60 days with samples collected no
less than 48 hours apart The average system performance shall then be calculated as
the, arithmetic mean (geometric mean for fecal coliforms) of results from the three
samples System maintenance or repair shall be required whenever the average
system performance as calculated above does not meet the applicable treatment
standards specified in Section B
g All samples must be taken using the USEPA's Good Laboratory Practices standards
(40 CFR 160) All samples must be analyzed using a state certified water quality
laboratory, and complete chain of custodies must be maintained
h All samples must be preserved, transported and tested while strictly adhering to
USEPA approved "Standard Methods for the Examination of Water and
Wastewater", APHA, 19"' ed In addition, regardless of transport time, all CBOD
samples must submerged in water with a temperature 5 4° C inunediately, and all
nitrogen samples must immediately be preserved with enough sulfuric acid (H2SO4)
to reduce the pH to 4 standard units or less Special care to prevent contamination for
samples collected for fecal analysis shall be practiced
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i All costs of sampling during the initial 18-month monitoring period shall be the
responsibility of SeptiTech Pre-treatment Systems
9 Notification and Performance of Maintenance and Repairs
The ORC shall alert the system owner in a timely fashion of needed maintenance or
repair activities including, but not limited to, landscaping, tank sealing, tank
pumping, pipe or control system repairs, media replacement, and adjustments to any
other system component The ORC shall notify the system owner, the SeptiTech
North Carolina authorized representative (see attachment E), and the local health
department whenever the pump delivery rate efficiency or average pump run time are
not within 25% of initial measurements conducted prior to system startup
b System troubleshooting and needed maintenance shall be provided to maintain the
pump delivery rate and average pump run time within 25% of initial measurements
conducted during system startup
The septic tank will be pumped as needed upon recommendation of the ORC or as
necessary Please refer to the SeptiTech Operation & Maintenance Manual for
preferred pumping intervals However, at a minimum, the septic tank will be pumped
whenever the solids level exceeds 25% of the tank's total liquid working capacity or
the scum layer is more than. 4 inches thick
d The ORC shall notify the local Health Department and system owner in writing
whenever repairs are required Applicable permits must be obtained from the local
health department prior to any wastewater system repairs All maintenance activities
shall also be recorded in the ORC reports provided to the local health department
10 Reporting
a After each required ORC system inspection, the ORC shall provide a completed
written report to the system owner and the local health department within 30 days At
a minimum this report must specify:
(1) the date and time of inspection,
(2) system operating conditions observed according to G 5,above,
(3) system operating conditions measured according to G 6and G 7above,
(4) results from any laboratory analysis of any effluent samples,
(5) maintenance activities performed since the last inspection report,
(6) an assessment of overall system performance, and
(7) a determination of whether the system is malfunctioning, and the specific
nature of the malfunction
b Reporting On a Semi -Annual Basis, the designated testing organization (see Section H)
and SeptiTech, Inc shall provide a report to the local health department and the Onsite
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Wastewater Section of effluent data and operator reports for each system installed in
North Carolina under this Controlled Demonstration Approval This report shall be in
electronic format and may be published on the On -Site Wastewater Sections website
without confidentiality The contents of this report shall not be altered from the original
document without approval from SeptiTech, Inc
H. RESPONSIBILITIES AND PERMITTING PROCEDURES
Prior to the installation of a SeptiTech Pretreatment System at a site, the owner or owners
agent shall .notify the local health department of their proposed use of such a system The
local health department shall issue an Improvement Peiinit or Authorization to Construct or
amend a previously issued Improvement Permit or Authorization to Construct allowing for
the use of up to 200 of the proposed Controlled Demonstration Systems upon a finding that
all provisions of this Approval and all other applicable rules shall be met Use of the
proposed Controlled Demonstration System and any conditions shall be described in the
Improvement Permit and Authorization to Construct or amended Improvement Permit and
Authorization to Construct, as well as described on the Operation Permit to be issued upon
the acceptable completion of the system installation Notification of the issuance of all
permits/Authorizations by the local health department pursuant to this Controlled
Demonstration Approval shall be submitted to. the On -Site Wastewater Section.
2 Prior to the issuance of the Improvement Perrot, the site shall be evaluated by a Licensed
Soil Scientist, whenever the following conditions are applicable:
a initial vertical separation siting criteria or vertical separation distances for trench bottoms
are proposed to be reduced in accordance with Section C l,above,
b drainage is proposed for Group III soils or a groundwater lowering system is proposed to
be used in conjunction with a fill system (the drainage system shall be designed by
someone with demonstrated knowledge of drainage systems),
c sandy clay loam texture saprolite is proposed to .be used (this evaluation could be
performed by a Professional Geologist or a Licensed Soil Scientist),
d the LTAR is proposed to be increased on sites with Group III or 1V soils within 3 feet of
the trench bottoms or on sites where drainage of Group II or III soils is proposed, in
accordance with Section D 2, above, or
e The system design flowrate is greater than 1000 gpd and any reductions are being taken
3 Where required, the Licensed Soil Scientist (or Professional Geologist where appropriate),
shall conduct a detailed assessment of the site conditions and provide to the local health
department a written, sealed report that includes:
a detailed descriptions of landscape position and soil morphological conditions to a depth
01 / 18/06
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of at least three feet below the trench bottom in the drainfield and repair area,
b field estimates of the depth and thickness of each of the soil horizons,
c reconunended depth for placement of the trench bottoms and the recomiliended
LTAR,
d a hydraulic assessment, based on site -specific information, substantiating the
projected effectiveness of system performance This shall include documentation that
indicates the treated sewage effluent at the proposed LTAR will not discharge to the
surface of the ground when the system is installed and operated within design
parameters, and justification for any proposed drainage systems, and,
other site -specific requirements for system design, installation, site preparation,
modifications and final landscaping
The local health department may request the assistance of their Regional Soil Scientist in
evaluating this report prior to Improvement Permit issuance
4 Design responsibility: Prior to the issuance of an Authorization to Construct for a SeptiTech
System, a submission prepared by a SeptiTech certified designer or North Carolina
Professional Engineer (N C P E required for all systems exceeding 1,000 gpd), and a
Licensed Soil Scientist or Professional Geologist, as applicable, shall be submitted for
review and approval by the local health department Approval shall be contingent upon the
following:
Site -specific design for the pretreatment system including the SeptiTech unit with
approved tankage, and sampling point
b Site -specific soils report is provided as applicable
c The drainfield dosing tank and drainfield layout may be completed by either the local
health department or the Certified Designer/Professional Engineer
d All design submittals shall be accompanied by a letter from SeptiTech, Inc or its North
Carolina authorized representative
5 It is recommended that local authorized enviromnental health practitioners attend a design
training session offered by the manufacturer prior to permitting the system Also, at the
request of the local health department, your Regional Engineer will review the design
6 The SeptiTech Pretreatment System shall be installed by a competent professional contractor
authorized in writing by the manufacturer to perform such work The SeptiTech authorized
designer shall certify in writing that the system was installed in accordance with the
approved design prior to Operation Permit issuance A Professional Engineer shall certify in
writing that a system required to be designed by an engineer was installed in accordance
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with the approved plans and specifications prior to Operation Perinit issuance For sites
required to be evaluated by a Licensed Soil Scientist or Professional Geologist (see Section
12, above), the health department may specify as a condition on the Improvement Permit and
Authorization to Construct that a Licensed Soil Scientist or Professional Geologist oversee
critical phases of the drainiield installation and certify in writing that the installation was in
accordance with their specified site/installation requirements prior to the Operation Permit
issuance
7 The operator shall be present during initial system commissioning The ORC shall be
certified both as a NC Subsurface Operator and an authorized SeptiTech Inc Pretreatment
System Operator The operator shall submit a letter to the LHD that the system has been
accepted and has been found to be satisfactory prior to issuance of the operation permit
Within 60 days of this Controlled Demonstration Approval, the manufacturer shall enter
into a contract for an evaluation of the performance of the controlled demonstration
wastewater system with an independent laboratory, consultant, or other entity that has
expertise in the evaluation of wastewater systems and that is approved by the
Department A semi-annual report shall be submitted to the Department beginning 6
months after the effective date of this Approval, and a final report submitted 18 months
after the first system installed pursuant to this approval is operational These reports
shall provide information to the Department based upon the monitoring data and
observations made from the Controlled Demonstration systems installed pursuant to this
Approval This should include an assessment of system performance in. relation to the
established treatment performance standards; an assessment of physical and chemical
properties of the materials used to construct the system, in terms of strength, durability,
and chemical resistance to loads and conditions experienced; recommended areas of
applicability for the system; and any conditions and limitations related to the use of the
system The report shall be in electronic format and may be published on the On -Site
Wastewater Sections website without confidentiality The contents of this report shall
not be altered from the original document without approval from SeptiTech, Inc
Approved By:
Date:
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Attachment A
Label is 4 75" long by 1 5" tall
NON -TYPICAL SEPTIC SYSTEM
SEPTITECH CONTROLLED
DEMONSTRATION.
SUBSURFACE WW OPERATOR
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NORTH CAROLINA DEPARTMENT
OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENVIRONMENTAL HEALTH
ON -SITE WASTEWATER SECTION
CONTROLLED DEMONSTRATION
WASTEWATER SYSTEM APPROVAL
CONTROLLED DEMONSTRATION NO: CDWS-2006-01
ISSUED TO: Paul Beauregard
SeptiTech, Inc
220 Lewiston Rd
Gray, ME 04039
Tel: [phone]; Fax: [phone]
,�vww SeptiTech com
FOR: SeptiTech Pretreatment Systems
APPROVAL DATE: January 19, 2006
In accordance with General Statute 130A-343 as amended by Session Law 2001-505 (House Bill
1019) and NCAC 18A 1969,a proposal by SeptiTech, Inc ,for approval of subsurface
wastewater systems utilizing the SeptiTech systems have been reviewed, and systems have been
found to meet the standards of a controlled demonstration system when all of the following
conditions are met:
A. GENERAL
1 Scope of this Controlled Demonstration Approval includes:
a Performance standards for advanced onsite pretreatment system
b Use, design and construction requirements for the specified models of SeptiTech
pretreatment systems
c Sizing and siting specifications for SeptiTech pretreatment systems and associated
subsurface wastewater systems that meet these performance standards
d Operation, maintenance and monitoring of these SeptiTech pretreatment systems and
associated subsurface systems to ensure the treatment performance shall continue to
be met
e Proposal for evaluation of this Controlled Demonstration system
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2 This Controlled Demonstration Approval is applicable to domestic strength sewage
systems (non -industrial wastewater) utilizing SeptiTech Pre-treatment Systems that have
a design flow not exceeding 3000 gallons per day Influent waste strength to the
SeptiTech Pre-treatment System shall not exceed domestic septic tank quality effluent,
and be in accordance with the following parameters:
Table 1
Influent Characteristics, SeptiTech
Pretreatment systems
Not to Exceed
mg/1
Biochemical Oxygen
350
Demand
BOD)
Total Suspended
200
Solids
TSS
Total Kjeldahl
100
Nitrogen
TKN)
Grease plus Oil
30
In addition, any site utilizing these systems shall have sufficient alkalinity to perform the
proper amount of nitrification The influent also shall. not have a pH, or toxins that
significantly inhibit microbial growth
This controlled demonstration is initially limited to 200 systems with design flows of up
to 3,000 gallons per day Prior to the approval of any individual system under the
controlled demonstration approval, the manufacturer of all proposed tanks must be
identified and tank construction details must be State -approved, as typically required for
generically approved Residential Wastewater Treatment Units (previously termed
"ATUs")
4 Use of SeptiTech pretreatment systems where the overall system has a design flow
exceeding 3,000 gallons per day may be permitted after approval by the State on a case -
by -case basis in accordance with the Large Systems State Review/Approval Process
(Rule 15A NCAC 18A 1938)
B. ADVANCED TREATMENT PERFORMANCE STANDARDS (TS-11)*
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I Treatment Standard II (TS-II): Tertiary treatment with nitrogen -reduction
Pretreatne t systems meeting TS-II are designed, installed and operated to meet the
following sta dards:
a Carbonaceous iochemical oxygen Demand, 5-day (CBOD5) <15 mg/1
b Total suspende olids < 15 mg/l
c Ammonia-nitrog < 10 mg/l
d Total n ldahl Nitrogen +N x-N) standard shall be met through one of
t
- — - -attoiun the Septi ech effluent < 15 mg/l, or
(2) Total nitrogen reduction of 50% Measured as the difference between the septic tank
effluent (TKN) and SeptiTech effluent (TKN+NOx-N), or
(3) Calculated as a maximum daily load (this criteria shall only be applicable when the
average daily flow for the past 30 days is below 25 percent of the design flow and
when the effluent CBOD5 is less than 5 mg/1): Nitrogen reduction may be measured
in terms of pounds of total nitrogen actually delivered to the field per day Up to
004 lbs per day for every 60 gallons of daily design flow is allowed See Attachment
C for guidance on calculating this for compliance determination
e Fecal coliform bacteria densities < 10,000 colonies/100m1
Standards are arithmetic means, except fecal coliform is a geometric mean
2 When the disposal system is designed according to section D 4below, the treatment system
shall, in addition to c aid d above, meet the following standards:
a CBOD5
b. TSS
c. Fecal Coliform
< 10 mg/L
<_ 10 mg/L
< 1,000 colonies/100m1.
*Note: SeptiTech TS-II systems may be used for sites approved/permitted for TS-I treatment
systems
C. SITING CRITERIA
Approved Controlled Demonstration Systems may be installed on sites that are suitable for a
conventional wastewater system and that have a repair area of sufficient size to allow
installation of a conventional, modified or alternative wastewater system, an approved
innovative wastewater system, or an accepted wastewater system if the controlled
demonstration wastewater system fails to perform properly All repair systems for TS-II
Septi-Tech pretreatment systems shall be approved innovative TS-l1 treatment systems
Ground absorption systems receiving effluent from approved SeptiTech TS-11 Pretreatment
Systems may also be used on sites classified as Provisionally Suitable for conventional,
modified, alternative or innovative systems in accordance with 15A NCAC 18A 1900 etseq
The following modifications to siting criteria, vertical or horizontal separation distance
requirements shall be acceptable:
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I Minimum initial vertical separation siting criteria and minimum vertical separation distances
for trench bottoms specified in Rules 1955 (m), 1956, and 1957 may be reduced for
systems with design flows of up to 3,000 gallons per day as follows:
- by a maximum of 25 percent for gravity dosed drainfields, and,
- by a maximum of 50 percent for pressure dosed drainfields (LPP or DRIP distribution),
When all of the following conditions are met:
a the initial vertical separation siting criteria shall not be reduced to less than 12 inches
from the soil surface to rock or any unsuitable soil horizon, and
b the trench bottom vertical separation distance shall not be reduced to less than 12 inches
to rock, groundwater, or tidal water, and shall not be reduced to less than 6 inches from
any other soil wetness condition„,and
the site shall be evaluated by a Licensed Soil Scientist as provided in section H below,
and
d with the exception of horizontal setback reductions from Drainage Systems, no other
reductions in horizontal setbacks or increases in Long Term Acceptance Rates, as
provided for in Sections C Sand D 2, below, shall be used when any reductions in initial
vertical separation siting criteria or trench bottom vertical separation distances are
utilized Furthermore, no reduction in trench area shall be allowed for alternative
drainf eld materials to include PPBPS
Drainage Systems: When a SeptiTech Pretreatment System is to be utilized for systems with
design flows of up to 1,000 gallons per day, drainage may by used on sites with Group III
Soil Texture, and soils with Provisionally Suitable (or Suitable) structure are allowed within
the vertical separation zone A groundwater lowering system may also be used to meet the
siting criteria or vertical separation requirements for soil wetness conditions for fill systems
specified in Rule 19570)(1), provided the conditions of C I A are met Site evaluation by
a Licensed Soil Scientist shall be required, and the drainage system shall be designed by a
person with demonstrated knowledge of drainage systems (see Section H, below)
Saprolite Systems: When an SeptiTech TS-I or TS-II Pretreatment System is to be utilized for
systems with design flows of up to1,000 gallons per day, saprolite with sandy clay loam
texture may be used The maximum LTAR for sandy clay loam saprolite texture shall be 0 2
gpd/ft2 for conventional trenches and 0 10 gpd/ft2 for LPP trenches Nitrification trenches in
saprolite may be installed up to five feet deep Site evaluation by a Licensed Soil Scientist or
Professional Geologist shall be required (see Section H, below)
4 Minimum horizontal setbacks shall be as specified in Rule 1950,except as provided for in
Table 2 for system with a design flow of up to 1000 gallons per day
01/18/06
4 of 4

Table 2
Minimum horizontal setbacks for ground absorption systems
Se tiTech TS-11 Pretreatment System are used*
Land Feature or Component
Existing
Rules
[.1950 (a)]
TSII
SeptiTech
Any private water supply source
100
50
Any public water supply source
100
100
Streams classified as WS-1
100
50
Waters classified as S.A
100
50
Other coastal waters
50
25
Any other stream, canal, marsh or other surface
waters
50
25
Any Class I or Class lI reservoir
100
50
Any permanent storm water retention pond
50
25
Any other lake or pond
50
25
Any building foundation
5
5
Any basement
15
15
Any propertyline
10
10
Top of slope of embankments or cuts of 2 feet or
more vertical height
15
15
Any water line
10
10
U slo e Interceptor drains
10
7
Sideslo pe Interceptor drain
15
10
Downslo pe Interceptor drain
25
15
Groundwater Lowering Ditch
25
15
Any swimming pool
15
15
Any other nitrification field (except repair area
20
10
*- Note: With the exception of the Drainage Systems horizontal setback reductions, the reductions
in horizontal setbacks in Table 2, above, shall not be allowed when reductions in initial conditions
or vertical separation distances are used in accordance with Section C.1, above, or when any
increase in Long Term Acceptance Rate (LTAR) is used in accordance with Section D2, below.
These reductions also do not apply to systems with a design flow in excess of 1000 gallons per day.
5 Bed systems on sites that have a design flow not to exceed 3000 gallons per day may be
used (see additional requirements for bed systems from 1000 - 3000 gpd in d below):
a on sites classified as Suitable or Provisionally Suitable and where the soil is classified
based on texture as Soil Group I or 11, in accordance with 15A NCAC 18A 1900 et seq ,
and at least 24-inches of Group I or II Soil shall be present beneath the gravel bed
bottom, and/or
b on sites where at least the first 36 inches below the naturally occurring soil surface
consist of Soil Group I (sand or loamy sand), and no soil wetness condition exists within
the first 12 inches below the naturally occurring soil surface The requirement for 36
inches of Soil Group I may be reduced to 18 inches when hydraulic analysis by a
01/18/06
5 of 5

t� tt� �s to ... ,�,tttttt�tttt. tttttttt�
�, r ,� t
The Process Science of the SeptiTech® System:
Summary
SeptiTech® uses an enhanced recirculating biological trickling filter system in a treatment process that is
optimized to remove a high percentage of BOD, TSS, and nitrogen from wastewater through aerobic and
anaerobic degradation. The SeptiTech processor is added to a conventional system between the septic
tank and final soil absorption system (typically a leach field).
Initially, raw wastewater passes through a baffled septic tank, sized according to state code, where a
portion of the solids and grease are separated out. Wastewater flows (typically via gravity) from the
septic tank into the reservoir of the processing tank beneath the trickling filter. The SeptiTech treatment
process uses unique characteristics of a patented filter media to construct a trickling filter in which. the
treatment occurs in the mixed -liquor as it passes though the filter. The filter consists of a bed of highly
permeable hydrophobic media situated over a reservoir into which the percolate drains. Within the
reservoir is a pump that distributes a combination of percolate and newly added wastewater fi•om the
baffled septic tank to the top of the media.
SeptiTech residential models use polystyrene hydrophobic bead filter media, which occupy the upper
portion of the treatment unit. Due to the hydrophobic nature of the media, microbes present in the
wastewater do not strongly attach to the media, but are rather entrained within the wastewater as it flows
through the media. In this suspended state, the microbes use and transform the nutrients and organic
materials provided by the constant supply of fresh wastewater to form new cell mass. The open spaces
within the media allow air to freely pass through, providing ample oxygen to support the microorganisms.
The percolate from the filtering process drains into the reservoir for further recirculation (approximately
70 times/day) or discharge. Several times per day, a portion of the wastewater in the reservoir is pumped
back to the septic tank where denitrification occurs. Nitrification of the ammonium in the wastewater
occurs in the liquor as it passes through the media.
The timing and sequence of the recirculation of wastewater in the lower collection reservoir, as well as
the recirculation of a portion of the waste back to the septic tank, is controlled by a programmable logic
controller (PLC). The PLC also controls the discharge to the leaching system. A more specific
description of the process is provided as follows:
How the Standard SeptiTech® System works:
Step 1 Wastewater is discharged from the home or business to a partitioned septic tank where
solids settle and begin to undergo anaerobic decomposition. The decanted effluent flows into the
SeptiTech processor tank for treatment.
Step 2 Wastewater from the septic tank enters the processor and collects in a reservoir at the base
of the tank where it mixes with treated water. Wastewater is pumped up to the treatment area
above the reservoir where outside air is passively drawn into the wastewater stream. Oxygenated
wastewater is uniformly sprayed over the media by low-pressure spray nozzles. The media
consists of polystyrene beads that provide a hydrophobic surface and an exceptionally high

treatment area to wastewater volume ratio. The microbes residing in the pore spaces of the filter
beads break down pollutants in the wastewater as it migrates downward through the media and
back into the reservoir below. The wastewater can be circulated through the filter media 70 or
more times in a 24-hour period by the recirculation pump.
A programmable micro -logic controller (PLC) activates the recirculation and discharge pumps
through a program that self adjusts these operations based on actual wastewater flow into the
processor (as monitored by the PLC). The processor constantly evaluates the water usage and
meters out the effluent discharge to the soil absorption system in equal doses over a 24-hour
period (a dosing schedule can be customized to the project specification).
SeptiTech processors are sized based on the projected design flow with additional capacity to
accommodate wastewater surges (morning and evening flows, special events, etc). Under surge
conditions, the PLC senses the increased flow into the system and adjusts the treatment process to
gradually accommodate the accumulated surge flow while maintaining treatment effectiveness. If
the PLC senses reduced flow, it will ratchet the system down, and after several days enter "sleep
mode" during which the processor only operates long enough to maintain the microbe culture.
SeptiTech processing starts automatically with any wastewater input. The recirculation system
then remains in operation, continuing to automatically reset as necessary, as long as wastewater is
discharged into the processor or until the entire accumulated surge flow has been discharged.
Microbes have a short life cycle, flourishing and dying within a few hours. Due to the unique
physical characteristics of SeptiTech's patented media, the wastewater and microbes do not wet
or strongly adhere to the media surfaces, thereby reducing the potential for the media clogging.
Instead of being stationary, the microbes migrate along with the wastewater increasing their
degradation effectiveness. Dead microbes are flushed through the media with the wastewater and
drain into the reservoir at the base of the processor tank. A "pump -back" system periodically
pumps them back to the septic tank for additional anaerobic digestion (denitrification). As such,
sludge and flock do not accumulate and the processor does not require pumping.
Step 3 After completing the prescribed treatment process in the processor, the treated water is
time dosed to the disposal field to insure small frequent dosing of the field and proper absorption
by the soil. In addition, pressurized delivery to the field allows placement of the disposal
trenches all in one area or in several mini -disposal areas on the same lot.
Step 4 Finally, SeptiTech disposal trenches lie nearer to the surface of the ground than in a
standard leach field to enable the action of soil microbes to further polish the effluent.
In addition to our standard biological trickling filter processor, SeptiTech systems can provide enhanced
pathogen destruction and can further reduce total nitrogen through the use of complimentary ultraviolet
(UV) sterilization and Denitrification processes, respectively.
UV Sterilization
Typical residential wastewater carries fecal coliform at a concentration of 10' to 109 colonies per 100
milliliters (col/100 ml) of wastewater'. Standard SeptiTech processors reduce this concentration to levels
ranging from less than 10 to 1,000 col/100 ml.
'Design Manual - Onsite Wastewater Treatment and Disposal Systems, Environmental Protection Agency, Washington, D.C. 1980.

However, in certain applications (e.g., close proximity to surface water, water supply wells, irrigation
disposal, etc.) a further reduction of bacteria and viruses may be desired. Due to the clarity of the
effluent from the SeptiTech processor, UV sterilization technology can be used to destroy the majority of
the pathogens remaining. This technology.is currently installed in over sixty SeptiTech systems in a
number of states including several coastal islands. Fecal coliform concentrations typically range from
non -detectable to 0,5-col/100 ml and average 0.1-col/100 mi. Actual concentrations depend on variations
in wastewater strength and clarity. To produce a more consistently low coliform concentration (less than
0.05 col/100 ml), SeptiTech has developed an enhanced UV process that is being used in several
commercial systems.
Denitrification
For critical resource areas that exhibit a high degree of sensitivity to the effects of nitrogen loading,
SeptiTech has developed a denitrification process to further enhance total nitrogen removal during
pretreatment. The SeptiTech denitrification systems have been proven. to remove a larger percentage of
total nitrogen by combining the nitrifying capabilities of our aerobic biological trickling filter system with
an enhanced denitrification procedure.
The SeptiTech nitrogen reduction technology first nitrifies wastewater by the SeptiTech aerobic trickling
filter process. Nitrification of the ammonium (NH4) in the wastewater occurs in the processor as it passes
through the media. Nitrified wastewater is then passed into an anoxic (>2 mg/1 dissolved oxygen)
environment where a culture of anaerobic bacteria satisfies their need for oxygen by chemically stripping
the oxygen off other compounds, such as NO3. To promote denitrification within the anoxic environment,
SeptiTech has developed zones of submerged media with the required conditions of temperature,
alkalinity, and BOD levels. Similar to the aerobic process, the denitrification process is self-adjusting
based on demand and controlled by the PLC to provide consistent results.
SeptiTech's nitrogen reduction technology has completed a full year of verification testing under the US
EPA Environmental Technologies Initiative, Source Water Protection Program. This testing was designed
to verify nutrient reduction of the SeptiTech treatment technology and was being conducted by the
Barnstable County Department of Health at the Massachusetts Septic System Test Center in Bourne.
During the testing, the SeptiTech system was loaded with influent wastewater from a sanitary sewer.
SeptiTech's nitrogen reduction capability was measured by constituents that demand oxygen for treatment
(BOD and CBOD), and nitrogen species (TKN, NH4, NO2, and NO3). Operational characteristics such as
labor to perform maintenance, maintenance tasks, durability of the hardware, noise and odor production
were also monitored. Effluent testing showed CBOD5 and TSS was 98% removed. Average Total
Nitrogen in effluent was 14 mg/1. A full report for this testing is posted on the EPA (www.epa.gov/etv)
and NSF (www.ns£ora/ety) web sites.

THE ENVIRONMENTAL TECHNOLOGY VERIFICATION
PROGRAM
4 14w,
i
O E IDS A &
U.S. Environmental
Protection Agency
NSF International
ETV Joint Verification Statement
TECHNOLOGY TYPE: BIOLOGICAL WASTEWATER TREATMENT —
NITRIFICATION AND DENITRIFICATION FOR NITROGEN
REDUCTION
APPLICATION: REDUCTION OF NITROGEN IN DOMESTIC WASTEWATER
FROM INDIVIDUAL RESIDENTIAL HOMES
TECHNOLOGY NAME: SEPTITECH® MODEL 400 SYSTEM
COMPANY:
SEPTITECH, INC.
ADDRESS:
220 LEWISTON ROAD PHONE: [phone]
GRAY, MAINE 04039 FAX: [phone]
WEB SITE:
http://www.septitech.com
EMAIL:
info(a,septitech.com
NSF International (NSF) operates the Water Quality Protection Center (WQPC) under the U.S.
Environmental Protection Agency's Environmental Technology Verification (ETV) Program. The WQPC
evaluated the performance of a fixed film trickling filter biological treatment system for nitrogen removal
for residential applications. This verification statement provides a summary of the test results for the
SeptiTech® Model 400 System. The Barnstable County (Massachusetts) Department of Health and the
Environment (BCDHE) performed the verification testing.
The U.S. Environmental Protection Agency (EPA) created the ETV Program to facilitate deployment of
innovative or improved environmental technologies through performance verification and dissemination
of information. The goal of the ETV program is to further environmental protection by substantially
accelerating the acceptance and use of improved and more cost-effective technologies. ETV seeks to
achieve this goal by providing high quality, peer reviewed data on technology performance to those
involved in the design, distribution, permitting, purchase, and use of environmental technologies.
ETV works in partnership with recognized standards and testing organizations, stakeholder groups
consisting of buyers, vendor organizations, and permitters, and the full participation of individual
technology developers. The program evaluates the performance of innovative technologies by developing
test plans that are responsive to the needs of stakeholders, conducting field or laboratory tests (as
appropriate), collecting and analyzing data, and preparing peer reviewed reports. All evaluations are
conducted in accordance with rigorous quality assurance protocols to ensure that data of known and
verifiable quality are generated and that the results are defensible.
02/04AVQPC-SWP The accompanying notice is an integral part of this verification statement. April 2003
vs- i

ABSTRACT
Verification testing of the SeptiTech® Model 400 System was conducted over a twelve month period at
the Massachusetts Alternative Septic System Test Center (MASSTC) located at Otis Air National Guard
Base in Bourne, Massachusetts. Sanitary sewerage from the base residential housing was used for the
testing. An eight -week startup period preceded the verification test to provide time for the development of
an acclimated biological growth in the SepfiTecl? System. The verification test included monthly
sampling of the influent and effluent wastewater, and five test sequences designed to test the unit
response to differing load conditions and power failure. The SeptiTech® System proved capable of
removing nitrogen from the wastewater. The influent total nitrogen (TN), as measured by TKN, averaged
39 mg/L, with a median of 39 mg/L. The effluent TN (TKN plus nitrite/nitrate) concentration averaged
14 mg/L over the verification period, with a median concentration of 14 mg/L, which included an average
TKN concentration of 6.8 mg/L and a median concentration of 5.7 mg/L. The system operating conditions
(pumps and float settings) were controlled by a programmable logic controller (PLC), which was adjusted
at the end of the startup period and then remained constant during the test. All mechanical equipment,
pumps, level switches, alarms, etc. operated properly throughout the test. There were two service calls
during the test. During the first call, eight months into the test, the system was cleaned and the PLC reset.
The second call for a high water alarm determined that the effluent pipe had collapsed due to an
installation problem not related to the system itself. After a lightning strike at the test site, the modem for
the PLC was replaced.
TECHNOLOGY DESCRIPTION
The following description of the SeptiTech System was provided by the vendor and does not represent
verified information.
The SeptiTech® System is a two stage treatment technology, based on a fixed film trickling filter, using a
patented highly permeable hydrophobic media. The first stage of treatment occurs in the primary tank (for
this test a 1,500 gallon two compartment septic tank, standard unit uses a 1,000 gallon tank) in which the
solids are settled and partially digested. The second stage of the SeptiTech® System, is a processor that
provides secondary wastewater treatment. Microorganisms present in the wastewater grow within the
media, using the nutrients and organic materials provided by the constant supply of flesh wastewater to
form new cell mass. Air is drawn into the system via an air intake pipe at the top of the SeptiTech System.
Venturis located in the sprinkler head distribution piping aerate the wastewater sprayed onto the media.
The system does not have a fan or compressor.
The SeptiTech® System is designed to remove total nitrogen from the wastewater by nitrification and
denitrification. Nitrification occurs in the second stage of the SeptiTech System, where ammonia nitrogen
is converted to nitrite and nitrate (predominately nitrate), while denitrification occurs in the
anaerobic/anoxic primary tank. According to SeptiTech, denitrification also occurs in the BioPack SF 30
Random Stack Media used in the system tested, which floats in the reservoir below the aerobic media.
The verification testing was performed using a full scale, commercially available unit, which was
received as a self-contained system ready for installation. Wastewater from the septic (primary) tank
flows by gravity to the Processor reservoir section, located below the filter media. There are four pumps
located in the reservoir. One pump recirculates wastewater from the reservoir to the top of the Processor,
where the wastewater is sprayed over the filter media. The second and third pumps are used to return
wastewater and solids from the reservoir back to the septic tank. The fourth pump is for the discharge of
treated wastewater to the disposal location. The SeptiTech® Model 400 System is supplied with a PLC,
which controls the frequency and duration of pump operation, as well as all alarm functions, data
collection, and communication packages.
02/04AVQPC-SWP The accompanying notice is an integral part of this verification statement. April 2003
vs-ii

VERIFICATION TESTING DESCRIPTION
Vest. Site
The MASSTC site is located at the Otis Air National Guard Base in Bourne, Massachusetts. The site uses
domestic wastewater from the base residential housing and sanitary wastewater from other military
buildings in testing. A chamber located in the main interceptor sewer to the base wastewater treatment
facility provides a location to obtain untreated wastewater. The raw wastewater, after passing through a
one -inch bar screen, is pumped to a dosing channel at the test site. This channel is equipped with four
recirculation pumps that are spaced along the channel length to, ensure mixing, such that the wastewater is
of similar quality at all locations along the channel. Wastewater is dosed to the test unit using a pump
submerged in the dosing channel. A prograrmnable logic controller (PLC) is used to control the pumps
and the dosing sequence or cycle.
Methods and Procedures
The SeptiTech® System was installed by a contractor, with assistance from the BCDHE support team, in
June 2001. The unit was installed according to installation instructions supplied by SeptiTech, Inc. On
June 14, 2001, the primary tank was filled with wastewater and the dosing sequence began. An eight -
week startup period allowed the biological community to become established and the operating conditions
to be monitored. The standard dosing sequence was used for the entire startup period.
The system was monitored during the startup period, including visual observation of the system, routine
calibration of the dosing system, and collection of influent and effluent samples. Three sets of samples
were collected for analysis. Influent samples were analyzed for pH, alkalinity, temperature, BOD5, TKN,
NH3, and TSS. Effluent samples were analyzed for pH, alkalinity, temperature, CBOD5, TKN, NH3, TSS,
dissolved oxygen, NO2 -, and NO3 _-
The verification test consisted of a twelve-month test period, incorporating five sequences with varying
stress conditions simulating real household conditions. The five stress sequences were performed at two -
month intervals, and included washday, working parent, low load, power/equipment failure, and vacation
test sequences. Monitoring for nitrogen reduction was accomplished by measurement of nitrogen species
(TKN, NH3, NO2, NO3). Biochemical oxygen demand (BOD5) and carbonaceous biochemical oxygen
demand (CBOD5) and other basic parameters (pH, alkalinity, TSS, temperature) were monitored to
provide information on overall system performance. Operational characteristics, such as electric use,
residuals generation, labor to perform maintenance, maintenance tasks, durability of the hardware, noise
and odor production, were also monitored.
The SeptiTech® Model 400 System has a design capacity of 440 gallons per day. The verification test was
designed to load the system at design capacity (:L 10 percent) for the entire twelve-month test, except
during the low load and vacation stress tests. The SeptiTech' System was dosed 15 times per day with
approximately 29-30 gallons of wastewater per dose. The unit received five doses in the morning, four
doses mid -day, and six doses in the evening. Dosing volume was controlled by adjusting the pump run
time for each cycle, based on twice weekly pump calibrations. Volume per dose and total daily volume
varied only slightly during the test period. The daily volume, averaged on a monthly basis, ranged from
432 to 449 gallons per day. This was within the range allowed in the protocol for the 440 gallons per day
design capacity.
The sampling schedule included collection of twenty-four hour flow weighted composite samples of the
influent and effluent wastewater once per month under normal operating conditions. Stress test periods
02/04/WQPC-SWP The accompanying notice is an integral part of this verification statement. April 2003
vs-iii

were sampled on a more intense basis with six to eight composite samples being collected during and
following each stress test period. Five consecutive days of sampling occurred in the twelfth month of the
verification test. All composite samples were collected using automatic samplers located at the dosing
channel (influent sample) and at the discharge of the unit. Grab samples were collected on each sampling
day to monitor the system pH, dissolved oxygen, and temperature.
All samples were cooled during sample collection, preserved, if appropriate, and transported to the
laboratory. All analyses were performed according to "Standard Methods for the Examination of Water
and Wastewater, " 19`" Edition, 1998. Washington, D.C. or other EPA approved methods. An established
quality assurance/quality control (QA/QC) program was used to monitor field sampling and laboratory
analytical procedures. QA/QC requirements included field duplicates, laboratory duplicates and spiked
samples, and appropriate equipment/instrumentation calibration procedures. Details on all analytical
methods and QA/QC procedures are provided in the full Verification Report.
PERFORMANCE VERIFICATION
Overview
Evaluation of the SeptiTech® Model 400 System at MASSTC began on June 14, 2001, when the system
pumps were activated, and the wastewater dosing started. Three samples of the influent and effluent were
collected during the startup period, which continued until August 13, 2001. Verification testing began at
that time and continued for twelve months, until August 12, 2002. During the verification test, 54 sets of
samples of the influent and effluent were collected to determine the system performance.
Startup
Overall, the unit started up with no difficulty. The installation instructions were easy to follow and
installation proceeded without difficulty. SeptiTech representatives setup the PLC, which controlled all
recirculation, recycle, and discharge pump tunes. No changes were made to the unit during the startup
period, and no special maintenance was required.
The SeptiTech® System removed CBOD5 and TSS after the first three weeks of operation, and continued
to improve over the next five weeks. At the end of the eight week startup, effluent CBOD5 was <2.0 mg/L
and TSS was 2 mg/L. The effluent TN concentration dropped from 24 mg/L after three weeks of
operation to 8.5 mg/L at the end of the startup period. Influent TN concentration ranged from 30 to 42
mg/L during this time. Both the nitrification and denitrification processes were established as shown by
the effluent TKN and nitrate concentrations of 2.3 mg/L and 6.0 ing/L, respectively. During the startup
period, ten percent of the treated wastewater was being recycled to the septic tank. Shortly after the end of
the startup, SeptiTech changed this recycle ratio to twenty percent by adjusting the pump rates in the
PLC. The discharge pump rate was also adjusted to account for daily dosing of the system at full design
flow. No other changes were made to the system.
Verification Best Results
The sampling program emphasizes sampling during and following the major stress periods. This results in
a large number of samples being clustered during five periods, with the remaining samples spread over
the remaining months (monthly sampling). Both average (mean) and median results are presented, as the
median values compared to average values can help in analyzing the impacts of the stress periods. In the
case of the SeptiTech® System results, the median concentrations for ammonia nitrogen are somewhat
lower than the average concentrations due to reduced nitrification efficiency from February through May,
which impacted the twelve month average concentration.
The TSS and BOD5/CBOD5 results for the verification test, including all stress test periods, are shown in
Table 1. The influent wastewater had an average BOD5 of 250 mg/L and a median BOD5 of 240 mg/L.
02/04/WQPC-SWP The accompanying notice is an integral part of this verification statement. April 2003
VS -iv

The TSS in the influent averaged 150 mg/L and had a median concentration of 140 mg/L. The effluent
showed an average CBOD5 of 5.4 mg/L with a median CBOD5 of 4.7 mg/L. The average TSS in the
effluent was 3 mg/L and the median TSS was 2 ing/L. CBOD5 concentrations in the effluent typically
ranged from 1 to 10 mg/L, and TSS ranged from 1 to 10 mg/L, except for two sampling days during the
twelve month verification test.
Table 1. BOD5/CBOD5 and TSS Data Summary
BOD5
CBOD5
TSS
Influent
Effluent
Percent
Influent
Effluent
Percent
(mg/L)
(mg/L)
Removal
(mg/L)
(mg/L)
Removal
Average
250
5.4
98
150
3
98
Median
240
4.7
98
140
2
98
Maximum
380
22
>99
280
13
>99
Minimum
140
1.3
93
73
1
90
Std. Dev.
66
4.0
1.3
1 46
3
2.1
Note: Data in Table 1 are based on 54 samples.
The nitrogen results for the verification test, including all stress test periods, are shown in Table 2. The
influent wastewater had an average TKN concentration of 39 mg/L, with a median value of 39 mg/L, and
an average ammonia nitrogen concentration of 24 mg/L, with a median of 24 mg/L. The average TN
concentration in the influent was 39 mg/L (median of 39 mg/L), based on the assumption that the nitrite
and nitrate concentrations in the influent were negligible. The effluent had an average TKN concentration
of 6.8 mg/L and a median concentration of 5.7 mg/L. The average NH3 N concentration in the effluent
was 5.1 mg/L and the median value was 2.4 mg/L. The nitrite concentration in the effluent averaged 0.32
mg/L. Effluent nitrate concentrations averaged 6.7 mg/L with a median of 7.0 mg/L. Total nitrogen was
determined by adding the daily concentrations of the TKN (organic plus ammonia nitrogen), nitrite, and
nitrate. Average TN in the effluent was 14 mg/L (median 14 mg/L) for the twelve month verification
period. The SeptiTech® System averaged a 64 percent reduction of TN for the entire test, with a median
removal of 64 percent.
Table 2. Nitrogen Data Summary
TKN
(mg/L)
Ammonia
(mg/L)
Total Nitrogen
(mg/1L)
Nitrate
(mom)
Nitrite
(mg/]L)
Temperature
(°C)
Influent Effluent
Influent Effluent
Influent Effluent
Effluent
Effluent
Effluent
Average
39 6.8
24 5.1
39 14
6.7
0.32
16
Median
39 5.7
24 2.4
39 14
7.0
0.31
15
Maximum
69 27
29 20
69 27
15
0.70
28
Minimum
18 0.7
19 0.6
18 7.5
0.3
0.04
5.8
Std. Dev.
6.6 6.3
2.3 5.2 j
6.6 4.6
1 4.5
1 0.10 1
6.4
Note: The data in Table 2 are based on 54 samples, except for Temperature, which is based on 48
samples.
Verification Test Discussion
By the end of the eight -week startup period and start of the verification test, the system was operating
with an acclimated biomass for both nitrification and denitrification. From August to December, the TN
reduction was typically in the 61 to 78 percent range with TN effluent concentrations of 8 to 11 mg/L.
The washday stress test performed in Utober 2001 did not appear to have an impact on nitrogen
reduction. Likewise, in December 2001, the working parent stress test was performed and the
02/04/WQPC-SWP The accompanying notice is an integral part of this verification statement. April 2003
VS-v

performance of the unit remained steady during and following the stress period. In January and early
February, the normal monthly samples showed a decrease in nitrification efficiency as measured by
increases in TKN and ammonia in the effluent, to 18 mg/L and 14 mg/L respectively. TN in the effluent
increased to 20 mg/L in early February, during a period that corresponded to lower wastewater
temperatures and outside air temperatures.
The low load stress test was started on February 18 and was completed on March 10, 2002. During the
months of February and March, which included the stress test, the TN concentration varied from 7.5 to 17
mg/L. Nitrification was still occurring, but at lower efficiency than during the previous five months. This
also corresponded with the time flame with low effluent temperatures. At the end of the stress test, the
system was still reducing TN concentrations. It does not appear that the low load stress test had a direct
impact on the system, as the reduced nitrification efficiency started in the four weeks prior to the stress
test. The post stress test period from mid -March through May showed consistent results with TN
concentrations in the 15 to 18 mg/L range, except for one day at 27 mg/L. The power/equipment stress
test was performed from May 6 to 8, 2002, with no apparent change in the effluent quality in the post
stress test monitoring period.
A major change in performance occurred in late May or early June. The June 5 sampling showed TN
concentrations reduced to 10 mg/L, and both TKN and ammonia concentration in the effluent decreased
as well (6.0 mg/L and 3.7 mg/L, respectively). The nitrification process had improved and was reducing
the ammonia concentrations to levels similar to the first five months of the test. As the TKN and ammonia
levels decreased, the nitrate levels began to increase in the effluent, indicating that while the
denitrification process was removing some nitrate, it was not removing the increased concentration
produced by the improvement in nitrification.
The vacation stress test started on July 8 and continued through July 16, 2002. During this stress test,
there was no wastewater dosed to the system. The TKN and ammonia levels remained low in the post
stress monitoring period but the nitrate levels increased from 9 to 15 mg/L. During this period nitrate was
the main contributor to the effluent TN concentration, which ranged from 16 to 24 mg/L. It is not clear if
the vacation stress test had a direct impact on the denitrification process, as the increasing nitrate levels
began to occur when the nitrification process unproved prior to the start of the vacation test. It is possible
that the nitrate levels would have been higher, even if the stress test was not performed. However, the
lack of flow during the vacation stress test reduced the amount of recycle flow from the SeptiTech
reservoir to the septic tank. Therefore, there was less nitrified wastewater being recycled, which may have
impacted the response time for the denitrifying organisms.
The system performance remained consistent for the duration of the verification test. The TKN and
ammonia nitrogen effluent concentrations were consistently low and similar to the fast five months of the
verification test. The nitrate levels remained in the 13 to 15 mg/L range and the TN concentration in the
effluent ranged from 14 to 20 mg/L. Alkalinity concentration in the effluent remained lower at 50 mg/L.
It is not clear why the denitrification efficiency was lower throughout the July and August period as
compared to the previous August through December period.
Over the twelve-month test, the system did exhibit some instability in the individual nitrogen removal
mechanisms, i.e. the nitrification and denitrification processes, particularly during December 2001 to July
2002. These changes could be due to stressors not apparent from the data. Despite these changes, the
process continued to remove TN, providing an overall stable effluent quality for TN. The verification test
provided a sufficiently long test period to collect data that included both a long run of steady performance
by the SeptiTech® System and a period of reduced nitrification and denitrification efficiencies. During the
five months following startup, the TN removal was in the 60 to 80 percent range, with effluent
concentrations typically in the 8 to 11 mg/L range. The SeptiTech System continued to remove TN in the
02/04AVQPC-SWP The accompanying notice is an integral part of this verification statement. April 2003
VS-vi

later periods, even though the nitrification or denitrification processes were not operating as efficiently.
During the last six months of the verification test, the TN removal was in the 32 to 82 percent range, with
most results in the 50 to 60 percent range. Effluent TN concentrations ranged from 10 to 27 mg/L, with
most concentrations in the 15 to 20 mg/L range. The net effect of the lower performance in these later
periods increases the average effluent TN concentration for the verification test to 14 mg/L.
Operation and Maintenance Results
Noise levels associated with mechanical equipment were measured once during the verification period
using a decibel meter. Measurements were made one meter from the unit, and one and a half meters above
the ground, at 90' intervals in four (4) directions. The average decibel level was 60.0, with a minimum of
58.9 and maximum of 61.5. The background level was 37.7 decibels.
Odor observations were made monthly for the last eight months of the verification test. The observations
were qualitative based on odor strength (intensity) and type (attribute). Observations were made during
periods of low wind velocity (<10 knots), at a distance of three feet from the treatment unit, and recorded
at 90' intervals in four directions. There were no discernible odors during any of the observation periods.
Electrical use was monitored by a dedicated electric meter serving the SeptiTech® System. The average
electrical use was 8.4 kW/day. The electrical use included a heater for the PLC, which was located
outside at the test site. In nonnal applications, the PLC is placed in the home and an auxiliary heater is not
needed. The SeptiTech® System does not require or use any chemical addition as part of the normal
operation of the unit.
During the test, no mechanical problems were encountered with the operation of the system. The system
was cleaned after eight months by spraying water over the nozzles and media. This cleaning was
performed when a service call was placed to SeptiTech in April 2002, based on site operators observing a
lack of sound coining from the unit. During the service call, no problems were found with the unit. The
PLC was reset and the system continued in operation. In June 2002, a high water alarm sounded and a call
was placed for service. SeptiTech responded the next day and found the discharge pipe had collapsed. In
addition, lightning had struck the test site, damaging the modem and causing the PLC to enter a "safe"
mode. The discharge pipe was repaired, a new modem installed, and the PLC reset. The discharge pipe
failure was apparently due to improper soil preparation and was not related to the system itself. No
changes or adjustments were needed to the float switches or pumps after the initial changes following the
startup period.
The treatment unit appeared to be of durable design and also proved to be durable during the test. The
polyethylene piping used in the system meets the needs of the application. Pump and level switch life is
always difficult to estimate, but the equipment used is made for wastewater applications. The only trouble
with the PLC was when lightning hit the site, at which time the modem was replaced to reestablish remote
communications.
Quality Assurance/Quality Control
NSF International completed QA audits of the MASSTC and BCDHE laboratory during testing. NSF
personnel completed a technical systems audit to assure the testing was in compliance with the test plan, a
performance evaluation audit to assure that the measurement systems employed by MASSTC and the
BCDHE laboratory were adequate to produce reliable data, and a data quality audit of at least 10 percent
of the test data to assure that the reported data represented the data generated during the testing. In
addition to quality assurance audits performed by NSF International, EPA QA personnel conducted a
quality systems audit of NSF International's QA Management Program, and accompanied NSF during
audits of the MASSTC and BCDHE facilities.
02/04/WQPC-SWP The accompanying notice is an integral part of this verification statement. April 2003
VS-vii

Hugh W. McKinnon Date Gordon E. Bellen Date
Director Vice President
National Risk Management Research Laboratory Research
Office of Research and Development NSF International
United States Environmental Protection Agency
NOTICE: Verifications are based on an evaluation of technology performance under specific,
predetermined criteria and the appropriate quality assurance procedures. EPA and NSF make no
expressed or implied warranties as to the performance of the technology and do not certify that a
technology will always operate as verified. The end user is solely responsible for complying with
any and all applicable federal, state, and local requirements. Mention of corporate names, trade
names, or commercial products does not constitute endorsement or recommendation for use of
specific products. This report in no way constitutes an NSF Certification of the specific product
mentioned herein.
Availability of Supporting Documents
Copies of the ETV Protocol for Verification of Residential Wastewater Treatment
Technologies for Nutrient Reduction, dated November 2000, the Verification Statement,
and the Verification Report are available from the following sources:
1. ETV Water Quality Protection Center Manager (order hard copy)
NSF International
P.O. Box 130140
Ann Arbor, Michigan 48113-0140
2. NSF web site: http://www.nsf.org/etv (electronic copy)
3. EPA web site: http://www.epa.gov/etv (electronic copy)
(NOTE: Appendices are not included in the Verification Report. Appendices are
available from NSF upon request.)
EPA's Office of Wastewater Management has published a number of documents to assist
purchasers, community planners and regulators in the proper selection, operation and
management of onsite wastewater treatment systems. Two relevant documents and their
sources are:
Handbook for Management of Onsite and Clustered Decentralized Wastewater
Treatment Systems http://ivvvw.epa.kov/owm/onsite
2. Onsite Wastewater Treatment Systems Manual
http: //wtivw. epalzovlowmhntb/decent/toolbox. htm
02/04/WQPC-SWP The accompanying notice is an integral part of this verification statement. April 2003
VS-viii

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Control Panel 115 VOLT VERSION
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NOTES:
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Power Power noted.
DES.BY: SPF DR.BY: SPF JCK.BY. SPF
115 VAC 115 VAC
15 Amp -- Amp INSTALL M400/550/750 UNIVERSAL
#12 AWG #12 AWG 115 VOLT
Power Feed DATE: )WG.: UR4005507502
SCALE iHEET: 1

15 VAC
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OPEC RANTS
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CR-4 0 CR-3 0
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03/03/20101nitial Release of Panasonic Universal Controller SPF
03/29/2010 SWITCHED WIRES THROUGH CURRENT SENSOR JSC
03/30/2010 Switched Wires Through 230V Current Sensor SPF
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ISCALE: NTS ISHEET- 1 I

Lash Engoineenng, Inc.
April 20, 2012
Bob Guerra
NPDES Permitting Program
Division of Water Quality
Raleigh, NC. 27699-1617
Re: Crosland Residence UV Light Analysis
Lash Engineering, hic.
Civil/Consulting/Wastewater/Planning
1104 Cindy Carr Drive
Matthews, NC 28105
Phone: [phone]
email: mikel@,LashEngineering.com
UV lights of a low flow nature are typically a low pressure type, short wave, mercury vapor discharge
tube that produces ultraviolet wavelengths lethal to microorganisms. The low pressure allows the
units to run with less power and thereby generating less heat for longer life of the bulbs. The Emperor
Aquatics UV "High Output" Light has been specified for this project.
The spectrum of UV light that is lethal is called UV-C. This includes a wavelength range within 240-
280 mu. A wavelength around 254 to 264 is considered ideal. This lamp is set to 254 mn.
Different microorganisms are extinguished at different doses. The larger "pests" take longer. Fecal
Coliforms are extinguished at near 6600 µWs/cm. This lamp has a range up to 30,000 µWs/cm.
Although there is a wide spectrum of bacteria, viruses and protozoa, most of the "pests" are
extinguished between 2,000 and 20,000. Having a range up to 30,000 µWs/cm, assures that the
germicidal action is most effective across this wide range. For this application, fecal coliforms are
most important, which have a dose requirement of about 6600 µWs/cm. This is well within range.
The glass plays an important function in the effectiveness of the lamp in that the glass can absorb the
UV-C wavelength. The hard quartz glass is most effective and is utilized in the "high output" unit.
An additional coating "L" is added to the glass that adds resistance to "solarization" so that the bulb
remains highly effective for longer periods.
The Emperor Smart HQ UV Light has been submitted for review because of its ability to be installed
in the vertical position. It clearly has the UV qualifications to be effective. The requirements for
vertical placement are spelled out in the installation guidelines with a warning to insure the power
head is above the water line. The power unit cannot be submerged. This note has been added to the
plans. This unit is acceptable for use in this application and is accepted for use on this project.
Sincerely,
Michael Lash, PE.

Saltiln;� 4�u.Pi�watzr Pta6L:aa utr�i Tichrol4;t i
System Description
SeptiTech has made a recent change in the preferred manufacturer of ultraviolet (UV)
disinfection system for use in systems that require disinfection prior to discharge. The
reason for the recent change is that the manufacturer of the LTV unit previously used
(Siemens Sunlight Systems UV) has been discontinued by the manufacturer and is no
longer available.
Therefore, SeptiTech has chose to use the Emperor Aquatics Smart High Output LTV
Sterilizer model 025050/50. This unit is rated at the following specifications:
Water Flow Rate: 1,560 —1,980 gph (26 — 33 gpm)
Ouput: 30,000 µWs/cm2
Operating pressure: 20 psi
Voltage: 120 VAC @ 6014z
No. Lamps / Watts: 1 lamp @ 50 watts
The ITV unit is rated for 26-33 gpm at 20 psi operating pressure. SeptiTech will provide
a flow restr-ictor and pressure regulator on the discharge of the pump in order to ensure
that the operating parameters and not exceeded during operation.
A technical cut sheet, installation guide and operation and maintenance manual from the
manufacturer have been provided as part of this memo.
Control and Alarm
The operation of the UV unit is the same as it was previously for the Siemens Sunlight
Systems product. The control panel is outfitted to provide power to the LTV unit along
with a current sensor. Power to the UV unit is on all the time as long as power to the
control panel is provided. The current sensor is used to detect that current is being drawn
from the UV bulb. If the bulb was to fail to operate, current would no longer flow to the
bulb, and an alarm would be triggered at the control panel as the current sensor would no
longer detect current flow.

Frictional Losses
Frictional losses through the UV unit are minimal since the UV chamber is larger than
the discharge piping used with the discharge assembly. The UV unit has 2-inch inlets
and a 5-inch chamber. Based on calculations using factors from Cameron Hydraulic Data
handbook, the total frictional head loss assuming a flow rate of 30 gpm is 0.00856 ft
(assumed to be negligible). Head loss calculations are attached.
ATTACHMENT A:
Technical Cut Sheet
ATTACHMENT B :
Installation and Operation & Maintenance Manual
RVORTO ev
Friction Loss Calculations

Applications:
1=isl, Culture
IlkLive Seafood HoUng Systems
Aquarium/Exhibits
Mammal/Reptile/Avian Bathing Fools LI10
Water Features
Clarification (Waterhorne Algae Control)
Harmful Pathogen Disinfectant
„ , .
Ozone Destruction
Pond, A.tlttai'lu i;, Eidni it, FIese* rch ,& ilt.9ri'.#7i'L$3C'
SMART UV...The Professional's Choicel
More animal husbandry and aquatic professionals choose SMART UVs over
competing UV brands because of our substantiated performance information,
effective product design and overall quality. With over thirty models to choose
from, Emperor Aquatics, Inc. has the right SMART UV to fit your application.
Size — Our SMART UV design always considers the lamp's UV C output and
length, while most competitors ignore these critical performance factors. This
explains why, in most cases, our equipment is physically larger.
Advantages:
Models shown with °I
optional mounting damps
�amll AUS1eeit11ev
Lamp Position — Our lamps are always positioned entirely between the inlet and
outlet water ports, utilizing the lamp's full arc length to its maximum potential.
Lamp Life — Long -Lasting GPH/T5 (Low-Pressure/Standard-Output) & T5 (Low
Pressure/High-Output) UV lamps offer 9,000 hours of continual operation equals
>80% efficiency at end of lamp life. These lamps use a specially coated "L" type hard
quartz glass that extends the life of the lamp while preventing the build-up of nitrogen
by-products (scaling) on the lamp's outer surface (Scaling diminishes UV C transmit-
tance). These nitrogen by-products are a problem commonly associated with ozone
producing WH" type glass UV lamps.
Water Flow Rates — SMART UV flow rates represent the equipment's true capacity,
which considers the lamp's UV-C output, lamp length, exposure chamber's inside
diameter, and UV transmissibility for specified UV dosages as per our specification
charts.

Section I htFee
SSTut
1 Jy ,may $ g
use �Dlwnaele t`iV-Housirig,'if 'k- 3.ighl & [JL � Isted
UV
Models for Small Ponds, Aquariums, and Research Applications
Water Flow Rate
Water Flow Rate
No.
Algae`&Sacteria
Protozoa
Model No.
Maximum Maximum
Lamps
30,000 µWs/cmz "'--.1.80
000-NWV&P Input Output Dim.
Inlet Input
/Watts
Pond Size Aquarium Size
/Watt
Suggested/Maxirnum Sl"Pggested/Maximum Watts Watts (Inches)
a
/Outlet Voltage
402218/18
1,100Gal. 60Gal.
1/18 .',„;�i'1:9`GPH/356.GPH
`.�37GPH/60GPH :'s3S.,.; :5:.:,-21.75".x25"::.7.S"Union
`.120VAC50/60Hz
02225/25. '.
1,700 Gal. 90 Gal. j
1 25
332 GPH/554 GPH
55 GPH/92 GPH . 25 "$` ' 29.75" x 2.5"
.1.5" Union ,'120VAC 50/60Hz
02240/40
2,900 Gal. �t60'Gal.r
1/40
..:589 GPH/983, GPH
: 98 GPH/164 GPH : .40 . ;14 . '44.75" z 2 5�--4 5'-Union. ;'-.120VAC 50/60Hz.
02280/80
5,900.Ga1''" 330 Gal.
2/40
1,178 GPH/1,967 GPH
196 GPH/328 GPH 80 28 44.75'x 14'
15" Union 120VAC 50/60Hi.
Indicates popular models
Also Available with Quartz Sleeve Wipers
Adapter Fittings are not included
NORIN, '1SIeFiIiZer p 3 Q F � t� p
3" Dl€'1�idiewi e°l UV ��31?dsing', �ptdalv%��i 3.00, ht €, F1' 1L '�8sUid,
Models for Moderately Sized Ponds, Aquariums, and Exhibit/Research Applications
Water Flow Rate Water Flow Rate
No. Algae & Bacteria Protozoa- ---,- - UV-C q
Model No. Maximum Maximum Lamps^-.,.3A000 µWs/CM2�,_,..--1,80,000 µWs/cm2 Input Output Dim, Inlet Input
/Watts Pond Size Aquarium Size /Watt Sugg :',t `1/Maximum Suggested/Maximum Watts Watts (Inches) /Outlet Voltage
02025/25
2,400 Gal.
130 Gal.
�F/Z5 472 GPH/788 GPH �"79 GP} j/131 GPH, :
25 .. 8 29" x 3S" '
1 S"Union
120VAC 50/60Hz
1
4,700 Gal.
2�
s
1140943.GPH/1,54GPH157
GPH 6.
4002040/40
141373S"2h
. 15°Union
120VAC 50/60Hz
02065/65
8,600G.I--
480 Gal.
1/65
' . 1,710 GPH/2,855 GPH ..:
285 GPH/476 GPH
6'S < 25 :.70.5" x3S
9 S°.Union
,'
120VAC 50/60Hz
02080/80
400 Gal.
530 Gal.
2/40 .
.... ., : .
,1,8B5 GPH/3,148 GPH ::. `_.:314
GPH/525 GPH.:.'
. 80, ::.::28 7 445 x 15.5" ".":1.5"Union
.:
.
120VAC 50/60Hz
02130/130
17,100 Gal.
960 Gal,
2/65
3,420 GPH/5,711 GPH ' .
' S70 GPH/952 GPH
130 50 ..71.5" x i5.�i"�
15 Union.
120VAC 50/60Hz
Indicates popular models
Also Available with
Quartz Sleeve Wipers
All models Include Adapter Fittings
}-� rt} �i /31�"11•
5"
e``.A`3f1"1�:wG' UV ("301.1an'r'1, 'S't UL. UzWf1?
Models for Large Ornamental Ponds, Water Features, and Exhibit/Research/Aquaculture Applications
Water Flow Rate Water Flow Rate
No.
Algae & Bacteria
Protozoa
UV-C
Model No.
Maximum
Maximum
Lamps
30,000 µWs/Cm2
180,000 µWs/cm2
Input
Output
Dim.
Inlet
Input
/Watts
Pond Size
Aquarium Size
/Watt
Suggested/Maximum
Suggested/Maximum
Watts
Watts
(Inches)
/Outlet
Voltage
tf. ... 0 S0 .....
` 0 Ga °
30'Ga
1 .50
156Q_ iGP.Fi d.980 Gi;F 1,.
62u00 G , R,330G{t. t
.'
1;6 .. 8 x;5.7j" I
Q nio
025080/80 . ':.
10,800 Gal.
600 Gal.
1/80
2,700 GPH/3,600 GPH.:
. 450 GPH/600 GPH ..
' 90 :..'.
26.
43" x 5.75"
. 2" Union
.:120VAC 50/601-Iz.
0. 120/120 ::
13,800 Gal.
770 Gal.
1/120
3,840 GPH/4,600 GPH.
640 GpH/767,GPH
120
36 .
56'`x5.75
2':Union
120VAC50%60Hz,
025150/150
19,100 Gal.
1,060 Gal.
1/150
5,040 GPH/6,360 GPH .:'.
840 GPH/1,060 GPH
150
'47.
70" x 5.75
2" Union..,A20VAC
50/601-11z
(I Indicates popular models Also Available with Quartz Sleeve Wipers
Adapter Fittings are not included
b r 11r' i
I CR�
r°i L 11 r 'vt.9 )fJa3 1fsZ1, ;fatet�l�.ht (I UL ! Qsted
Models for Large OrnaFilental Ponds, Water Features, and Exhibit/Research/Aquaculture Applications
Water Flow Rate
Water Flow Rate
No.'"`'
--Algae & Bacteria
Protozoa ::-UV-C+P�
Amps
Model No.
Maximum
Maximum
Lamps
30,000"pWs/.cm2
180,000 µWs/cm!2-,,,"Input Output
Dim.
Inlet Max Load @
/Watts
Pond Size
Aquarium Size
/Watt
Suggested/Maxim ,-:Sugggested/Maximum Watts Watts
(Inches)
/Outlet 120/230 VAC
0250100/100
7,700 Gal.
430 Gal.
2/50 ':':2,640
GPFJ{2;380 Gi'H
340. GPHJ430,GPH . ' . .100 26': '
37° x 11° '
3°,Upton 1.15/05 ':
0250160/160
16,200 Gal.
900 Gal.
2s/804'3H5,
72...
4 :x_ 11
3":Upt.1 15/05 .. .
0250240/240
21,800 Gal.
1,210 Gal. _--'
2/120 .
.5,820 GPH/7,260 GPH.
970 GPH/1,210 GPH 240' 70_
66'& 11
:3" Union `1.15/0.5
36000 Gal.,0 Gal.
,
,
10
, ,
80"-x11
Union `7.85/0.850250300/300
Input Voltage on all models=A,?,0/230VAC 50/601-1z
Water FIo.W 616s are based on: 90% UV Transmissibility
Suggested = UV Lamp @ 80% efficiency (after 9,000 hours of continuous operation)
Maximum = UV Lamp Power @ 100% efficiency (new condition)
Aquarium & Pond Sizing is based on:
Maximum Aquarium = single pass/1 hour @ "Maximum" flow rate for Protozoa
Maximum Pond = single pass/3 hours @ "Maximum" flow rate forAlgae & Bacteria.-
.........:
'r7i�i1<7ttf � � C1tT1 ( `. t

OPERATING AND SERVICE INSTRUCTIONS-
-
ITEM #02934-INS-SMARTUV,
Hl 11 OLff- it;
perilizer,
IL
SNIPE, Oy'
��41

OPERATING AND SERVICE INSTRUCTIONS
Congratulations on the purchase of your new SMART UV, we
want you to be safe and successful with our equipment so please,
read our instructions prior to installing and operating this equipment!
Section One: SAFETY RULES FOR ALL SMART UV MODELS - pg. 1- 2
Section Two: UV STERILIZATION FEATURES'AND SPECIFICATIONS - pg. 2 - 5
Section Three: WHAT IS ULTRAVIOLET STERILIZATION - pg. 6
Section Nine: ELECTRICAL REQUIREMENTS - pg. 15 - 16
Section Ten: UV LAMP INSTALLATION-.pg. 16 - 17
Section Eleven: QUARTZ SLEEVE WIPERS - pg. 17 - 19
Section Twelve: SMART UV INSTALLATION/OPERATION - pg. 20 - 25
Section Thirteen: SMART UV WINTERIZING - pg. 26
Section Fourteen: SMART UV MAINTENANCE - pg. 26 - 27
Section Fifteen: SMART UV REPLACEMENT PARTS - pg. 28 - 31
Section Sixteen: TROUBLESHOOTING - pg. 32
Section Seventeen: CONTACT INFO - pg. 32
Warranty - pg. 33
Other Emperor Aquatics, Inc. Products - pg. 34 - 35
For pond calculating measurements and essential water quality parameters. please
visit us at: www.emperoraquatics.com

IMPORTANT SAFETY INSTRUCTIONS PLEASE READ PRIOR TO
INSTALLATION AND OPERATION
WARNING TO GUARD AGAINST INJURY. BASIC SAFETY PRECAUTIONS
SHOULD BE OBSERVED, INCLUDING THE FOLLOWING:
Water and Mectroca y can be a dangerous comUnaVon.
Neap us censure your safety
'LEASE READ AND FOLLOW ALL SAFETY MSTRUC BONS.
DANGER: WARNING -Ultraviolet light is damaging to your eyes and skinl
Do not handle or stare at an operating UV lamp. Note that the UV light rays are
invisible to the human eye and precautions should be taken to prevent UV energy
from entering the eyes.
IMPORTANT READ AND OBSERVE ALL IMPORTANT NOTICES AND LABELS
ON THE UNIT
IMPORTANT: For Your Safety - The quartz sleeve and or the UV lamp in this
product may have been broken or damaged during transit! It is therefore
ESSENTIAL that the unit be CAREFULLY INSPECTED BEFORE CONNECTING
TO ELECTRIC POWER (See Section Five)
WARNING: Do NOT exceed 20 PSI (Pounds Per Square Inch)
DANGER: To avoid possible electric shock, special care should be taken since
water is employed in the use of this aquarium and pond equipment. For each of
the following situations, do not attempt repairs yourself, Call EMPEROR
AQUATICS, Inc. customer service department at 610-970-0440 Ext. 0 for
services or discard the appliance.....
DANGER: If the unit falls into. the water, DO NOT REACH FOR ITI First unplug
it and then retrieve it. If the internal electrical components of the unit get wet,
unplug the unit. immediately;'`
DANGER: If the unit shows any sign of water leakage, immediately unplug it from
the power source.
IMPORTANT. Carefully examine the unit after installation. It should not be
plugged in if there is water on any part not intended to be wet.
DANGER: Do not operate this unit if it has a damaged cord or plug, if it is mal-
functioning, or if it has been dropped or damaged in any manner.
1

IMPORTANT: Close supervision is necessary when any appliance is used by or
near children, and our equipment is no exception.
IMPORTANT. Always unplug the unit from an electrical outlet when not in use,
before servicing, cleaning or removing parts. Never yank the cord to pull the plug
from the outlet. Grasp the plug and pull to disconnect.
IMPORTANT: SMART UVs are designed for low-pressure water applications with
or without aquatic livestock. DO NOT use the EMPEROR AQUATICS, Inc.
SMART UV for any application other than its intended use. The use of
attachments not recommended. or sold by Emperor Aquatics Inc. may
cause unsafe conditions and possibly void any warranty.
IMPORTANT: This unit must be wired in conjunction with a properly
grounded, ground fault interrupter circuit (GFI).
Only (3) three wire grounded cables suitable for outdoor use should be used to
connect this unit. If joining cables for outdoor use, a suitable watertight cable
connector must be used.. If an extension cord is necessary, a cord with a proper
rating should be used. A cord rated for less amperes or watts than the
appliance's rating may overheat. Care should be taken to arrange the cord so that
it will not be tripped over or pulled. (if in doubt consult a qualified electrician)
Our GPH T 5 and T 6 low pressure mercury vapor germicidal lamps, convert
approximately 40% of their electrical input watts into UV C output watts within the
germicidal action spectrum (meaning 40% of electricity used is converted into use-
ful germicidal UV light), the highest UV C output conversion among all UV lamps.
SMART UV FEATURES
© UL listed for indoor and outdoor use, fresh and salt water use.
• Long lasting GPH/T5 and GPH/T6 UV lamps (9,000 hours to 80% efficiency).
• Protective Quartz Sleeve (maximizes UV lamp output and safety)
• Watertight Design
• Easy -to -Remove Power Assembly
• Remote Power Supply
• UV Resistant High Density ; g
Plastic UV Housing
(Lifetime warranty against UV degradation)
• Utilizes the UV lamp to its maximum potentialSMART
(maximum UV exposure) " ?Spec f cat o s'Chaift
• Non -UV TransmittingClear Lam Viewing Ports .(See'pages3,'4, and.:5.).
p g
2

SMART High -Output UV Sterilizer Models
�� x Usterilizer
Model No.
/Watts
Maximum
Pond Size
10,800 Gal.
025080/"80 .:..
{i25120Yi 20' :
13,800 Gal.
=:025150/150
19,000 Gal.
025050-W/50
5,900 Gal.
C3�
025080-VV/80
10,800 Gal.
025120-W,1120
13,800 Gal.
025150-W/150
:19,000 Gal.
Maximum
Aquarium Size
No.
Lamps
/Watt
Water Flow Rate
Algae & Bacteria
30,000 pWs/cm2
Sug�g3eSteLd/MaXi:5m�u�M
Water Flow Rate
Protozoa
90,000 IjWs/cm=
SuCggse,Psst�e,d/Mat;lxiimS;&u{m
Input
Watts
UV_C
Output
Watts
Dim.
(Inches)
Inlet
/Oautlet
Input
�ryqVoltage
C e
900 Gal.
1 /$0
.29700 GPH13,600,GP14
900 GPI /1y200 GPH
80
26 ..:43"
X'5:75°'
:7"Union
120VAC 50160I Iz
1,200 Gal.
1/120
31 . PHA 600 GP I
1,260 GPl t1.1,5C0:GPH
120
36
56" x 5.75"
.2" �lnian
12oVk 50/60&iz
1,600 Gal.
.1/150
.50040 GPH/6;36O;GPI 1
1,680 GPH%2100 GPH.
,150
47 ..
r0" x`5.75"
2°' Union
120VAC 50/6OHz
500 Gal.
1/5-0
1,560 GPH/1,980 GPH
540 GPH/720 GPH
50
16
28" x 5.75"
2" Union
120VAC 50/60Hz
900 Gal.
1 /80
2,700 GPH/3,600 GPH
900 GPH/1,200 GPH
80
26
43" x 5.75"
2" Union
120VAC 50/60Hz
1,200 Gal.
1/120
3,840 GPH,+4,600 GPH
1,260 GPH/1,560 GPH
120
36
56" x 5.75"
2" Union
120VAC 50/60Hz
1,600 Gal.
1/150
5,040 GPFI/6,360 GPH
1,680 GPH/2,100 GPH
150
47
70" x 5.75"
2" Union
120VAC 50/60Hz
WARNING: Do NOT exceed 20 PSI (Pounds Per Square Inch)
Note: PVC Adapter Kits not included (but available separately)
"Suggested" Water Fow bates are based on UV Lamp End of Useful Lamp Life, 9,000 hrs. @ 80% output. Maximum Water Flow Rates
are based on New Lamp Condition. All water flow rates incorporate a 90% UV transmittance factor, considering "Green Water" conditions.

EMPEROR AQUATICS, INC.
FOR 025080, 025120, & 025150 UV STERILIZERS &
FOR MODEL Vs 025050-111/, 025080-W, 025120-W, & 025150-W UV STERILIZERS
10 I
r
r - �
,i N
13 !=J
C�
Ego]
�9
u 1. (2�
1. UV Lamp
2. 4-Pin Lamp Connector
3. Black Power Supply Jamb Nut
4. Gray Power Supply Adapter
5. Power Supply Cord
6. Power Supply Module Assembly
7. Black Retaining Nut
8. Power Supply Gasket
9. Clear Quartz Sleeve Retaining Module
10. O-Ring for Clear Quartz Sleeve
Retaining Module
11. Quartz Sleeve O-Ring
12. Quartz Sleeve Gasket
13. White Quartz Sleeve Gasket/0-Ring
Retaining Nut
14. Quartz Sleeve
15. UV Sterilizer Housing
16. Water Inlet/Outlet Union O-Ring
17. Water Inlet/Outiet Union Socket Half
18. Water Inlet/Outlet Union Retaining Nut
19. Quartz Sleeve Wiper Module (w/ wiper only)
20. C-Clips (w/ wiper only)
21. Quartz Sleeve Wiper Rod (w/ wiper only)
22. Wiper Rod Handle Stop Nut (w/ wiper only)
23. Wiper Rod Handle (w/ wiper only)
1N El
SMART 1-10 UV UV Lamp Quartz Sleeve Pcwer Supply Lamp Connector Gasket Service
watts Nlodel No. Part No. Part No. Part No. Part No. Kit Part No.
't!l1<ti�i tltt�r"-Y4?JI�
��: S11
•e'J'�f.'.�
t71 �� r�tiP��3F�'}., 1
����
.��J"`�p.�
80 watt/025080
20080
20340
20105/202120-1
20077
20375
120 Watt/025120
200120
203120
201051202120-1
20077
20375
150 Watt/025150
200150
20365
202150-1
20077
20375
NOTE: Uear ouartz Sleeve Reraining ; nodule r20603, t A'hi to Quartz Sleeve Retaining Nut iiz0075? both fit all
Sh1ART UV Srerirzer Models as well as ally CART 110VV Sterilizers.
31

A handy Rerepenee on the §ubject ®f hydrauHes,
and Aemm
Edited by
Eighteenth Edition
-n-iir d PrinivZg
Price
$30.00
Pumps
Lj-befi-ty Corner, NJ 07938
Visit our wcbsite at. www.idt�ump.com 1

i
Ingeirs®l1-®vesseir Pumps Cameron Hydraulic Data
Friction of Water (Continued)
Friction Losses in Pipe Fittings
Resistance coefficient K use in formula h( = K V2
2a
m
o
C
N
C
M
-
O
m
O
O
P
O
N
O
M
NO
Of
6
r
M
O
N
O
N
O
O
O
M
O
N
O
V
O
N
?
O
N
O
N
O
tD
O
O
O
O
O
O
Q
M
O
O
N
O
N
O
N
O
m
h
a
itl
M
N
J
m
�
O
O
O
O
O
C
Z
Y
_
O
O
O
O
O
O
O
W
O
O
m
O
6
ov
m
Io
0
cn
0
q
0
q
O
tp
O
O
N
c;
O
M
O
M
O
fT'
h
v
N
n
N
h
a
Q
rn
O
G
N
O
O
O
m
O�
Q
J
CO 0I
of
_
j J "r'
T
m .s3
pa9
io
w
c
a
3
m
m
rn
a
m
n.
rn
J
a
m .
N
4
Friction —Water -Pipe Fittings
Friction of Water (Continued)
Friction Losses in Pipe Fittings
Resistance coefficient K use in formula h( = K � )
2a
W
I
m
O
N
O
O
N
O
O
O
O
N
O
N
O
M
O
4
O
Q
O
K]
O
to
O
O
O
O
O
O
O
M
p
Q
O
h
O
jO
O
b
N
m
11
0
N
0
0
M
.-
N
N
M
N
M
O
Y
M
N
O
N
tD
M
O
M
O
O
O N
M
M
N
M
tO
IN
O
O
O
O
O
O
O
O
.
.
.
.
O
O
O
O
O
O
O
O
O
O
O
n
N
N
Q
0�
cp
N
I�
.-
r
�-
O
N
Q
N
Q
M
N
Q
D'
Q
M
Y)
T
IQ
Q
O
O
n
M
0
t0
0
•-
N
N
M
fp
O
Q
W
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
N
M
m
0
0
�p
I�
M
O
M
N
N
M
Q
to
I+J
(p
Ip
r
O
O
N
M
�D
W
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
O
N
O
c}
N
Q
O
O
Q
m
�Q
m
tm
m
O
M
T
N
M
c0
N
m
N
Q
`
O
M
O
O
•-
MN
O
N
p
0
N
0
N
0
0
N
0
O
0
O
0
0
r
0
m
0
O
0
q
0
0
N
o
Q
o
tp
0
O
a
m
m
0
N
m
O
N
N
c
M
<
a.
�D
M
Oi
h0Q
aOp
O
N
01N�
m
C
Y
6N
.-
E
o
Cd
O
Q!
M
N
N
N
M
Q
Iq
fD
r
Q!
0
0
N
n
.-
O
o
o
0
0
.-•
O
C
N
N�
O
a0
h
O
Q
m
n
N
M
Q
tp
N
Q
N
N
rMD
t�
O
m
W
O
0
0
M
O
m
N
O
Q
N
Q
tp
cp
1�
M
t0
N
Q
N
O
Q
0
o
ul
tD
Q
m
M
Q
[O
N
m
N
N
(7
W
c'l
1n
IA
W
fD
CO
n
n
W
m
Q)
cD
M
QI
v1
O
O
O
O
O
N
M
O
vJ
N
O
N
u]
O
O
O
M
O
O
QIP
¢R
pl
O
N
O
N
g M
tp
O
y
_
M
N
M
Q
�O
m
O
tD
�2
N
O'
O
m �
�
II
M
�
tO
n
m
n�
II
II
II
II
11
II
II
II
11
II
II
v
v
v
v
a
o
g
a
a
v
a
v
a
a
o
a
a
a
a
W m
m
ui
m
�
m
3 \!�
LL
w 3
m 1
m
o
�
ma
m
l�
3-1?- 3-113

r al71i,c Data
1 6Letm1 Pipe
itinued)
ledule 160-steal
..438" ineide dia
Ve.
Head
:y
locity
loss
)r
head
it per
it
100 ft
91
.007
.074
4
.017
.154
•8
.030
.258
"3
.046
.387
17
.067
.640
12
.091
.691
'7
.119
.885
1
.150
1.10
16
.185
1.34
10
.224
1.61
15
.267
1.89
19
.313
2.20
)4
.363
2.53
18
.417
2.89
53
.475
3.26
38
.536
3.66
22
.601
4.09
57
.669
4.53
31
.742
5.00
30
.897
6.00
30
1.07
7.09
99.
1.25
8.27
68
1.45
9.55
37
1.67
10.9
06
1 QQ
12.4
75
1
13.9
44
1
15.5
13
2.68
17.3
82
2.97
19.1
52
3.27
21.0
21
3.59
22.9
90
3.92
25.0
59
4.27
27.2
28
4.64
29.5
00
5.61
35.5
74
6.67
42.1
46
7.83
49.2
.19
9.08
87.0
.92
10.4
65.2
.65
11.7
74.1
.38
13.4
83.4
.10
15.0
93.4
.83
16.7
104
.56
18.5
115
.02
22.4
139
condition of interior
squiremenls of each
safety factor of 15 to
Friction
Friction of Water *New Steel Pipe (Continued)
(Based on Darcy's Formula)
5 Inch
Standard wt steel-sch 40
Extra strong steel-sch 80
Schedule 160-steel
5.047" lnsIOQe dia
4.613" inside dia
4.313" inside dia
Flow
U S
1 eo
Head
Heed
gal
Velocity
VelocityNIPP,
Velocity
Velocity
loss
Velocity
Velocity
toss
per
It per
head
ft per
head
ft per
It per
head
ft per
min
sec
fttt
sec
it
100 ft
sec
it
100 ft
.481
.004
.53
M
.030
.659
.007
.051
40
.641
.006
.71
.0
051
.878
.012
.086
s0
.802
.010
.060
.88
.01
.076
1.10
.019
.126
60
.962
.014
.083
1.06
.02
.105
1.32
.027
.170
70
1.12
.020
.110
1.23
.02
,138
1.54
.037
.236
8o
1.28
.026
,140
1.41
..03
.176
1.76
.048
.301.
90
1.44
.032
.173
1.69
.04
.218
1.98
O61
.373
100
1.60
.040
.210
1.76
.05
.266
2.20
.075
.453
120
1.92
.058
.293
2.11
.07
.370
2.64
.108
.612
140
2.25
.078
.389
2.47
.09
.491
3.07
.147
.816
160
2.57
.102
.480
2.82
.12
.607
3.51
.192
1.05
180
2.89
.129
.598
3.17
.16
.757
3.95
.243
1.31
200
3.21
.160
.728
3.52
.19
.922
4.39
.299
1.60
220
3.53
.193
.870
3.88
.23
1.10
4.83
.362
1.91
240
3.85
.230
1.03
4.23
.28
1.30
5.27
.431
2.25
260
4.17
.270
1.19
4.58
.33
1.51
5.71
.506
2.63
280
4.49
.313
1.37
4.94
.38
1.74
6.16
.587
3.02
300
4.81
.360
1.56
5.29
.43
1.99
6.59
.674
3.45
320
5.13
.409
1.77
5.64
.49
2.25
7.03
.766
3.91
340
5.45
.462
1.98
5.99
.56
2.52
7.47
.865
4.39
360
5.77
.518
2.21
6.35
.63
2.81
7.91
.970
4.90
380
6.09
.577
2.45
6.70
.70
3.12
8.35
1.08
5.43
400
6.41
.639
2.71
7.05
.77
3.44
8.78
1.20
6.00
420
6.74
.705
2.97
7.40
.85
3.78
9.22
1.32
6.59
440
7.06
.774
3.25
7.76
.94
4.13
9.66
1.45
7.21
460
7.38
.846
3.54
8.11
1.02
4.50
10.10
1.58
7.85
480
7.70
.921
3.84
8.46
1.11
4.68
10.54
1.73
8.53
500
8.02
.999
4,15
8.82
1.21
5,28
10.98
1.87
9.23
550
8.82
1.21
4.99
9.70
1.46
6.35
12.08
2.26
11.1
600
9.62
1.44
5.90
10.6
1.7
7.51
13.18
2.70
13.1
650
10.4
1.69
6.89
11.5
2.1
8.77
14.27
3.16
15.4
700
11.2
1.96
7.95
12.3
2.4
10.1
15.37
3.67
17.8
750
120
2.25
9.09
13.2
2.7
11.6
16.47
4.21
20.3
800
12.8
2.56
10.3
14.1
3.1
13.1
17.57
4.79
23.0
850
13.6
2.69
11.6 1
16.0
3.5
14.6
18.67
5.41
25.9
900
14.4
3.24
13.0
15.9
3.9
16.5
19.76
6.06
29.0
950
15.2
3.61
14.4
16.7
4.3
18A
20.86
6.76
32.3
1000
16.0
4.00
15.9
17.6
4.8
20.3
21.96
7.49
36.7
1100
17.6
4.84
19.2
19.4
5.8
24.5
24.16
9.06
43.0
1200
19.2
5.76
22.7
21.1
6.9
29.0
26.35
10.78
51.0
1300
20.8
6.75
26.6
22.9
8.2
34.0
28.55
12.65
59.8
1400
22.5
7.83
30.7
24.7
9.5
39.3
30.74
14.67
69.2
1500
24.1
8.99
35.2
26.4
10.8
45.0
32.94
16.84
79.2
1600
25.7
10.2
40.0
28.2
12.4
51.1
35.14
19.16
90.0
1700
27.3
11.6
46.1
30.0
14.0
57.6
37.33
21.63
101
' Cast Iron not commercially available in this size.
Note: No allowance has been made for age, difference in diameter, or any abnormal condition of Interior
surface. Any factor of safety must be estimated from the local conditions and the requirements of each
particular installation. It is Tecommended that for most commercial design purposes a safety factor of 15 to
20% be added to the values in the tables -see page 3-5.
3-21

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Michael Lash
From: Tim U'arbee tbarbeeSLcarr�fina.rr.�: irn>
Sent: Tuesday, January 11, 2011 3:26 PIVI
To: 'Michad Lash'
Subject: FW: Pump Curves
Attachments: Pert` 01 OM(A)2.pdf: L5P03.pdr
Here are 010 fMITIl:> curves fc)r Ei it Larsen
Thanks: Tini
From: )osh Cobb [irlailto:jcobbtc'�i. septitecfr.coinj
Sent: Thursday, April 29, 2010 1:55 PM
To: Mini Barbee'
Ubject: Pump Curves
I'im
R.LCIrClL16011 1'u1111):
Pump Bad," Purnp:
Discharge Pump:
Josh
ioshua Cobb, PH
Design Engineer
SeptiTech, LIX
(207) 33i-6940 x 209
No VlrliS IOlind ill this message,
Checked by AVG -
Version: I 1 /2ti/l t")
No virus Eouixd ill this ulesKigO.
Checked by AVG -
Version: 10.0.11O i/ Virus Da(abaso: 143513 7 i- Release Lrate: 0 id 1 I /1 1
No virus found in this incoming mesage.
Checked by AVG - 3Vg.corI�
Version: 8.5.4371 Virus Database: 271.1.1/2843 - Release Date: 04129//0 18:2 r :00

11
ITT
Goulds Pumps
LSP03/LSP07 ��mpP�m';,
'1
LSP07
LSP03AV
MGOULDS PUMPS
Goulds Pumps is a brand of ITT
Residential and Commercial Water.
www.goulds.com
Engineered for life
Wastewater
® Corrosion -resistant construction.
■ Stainless Steel motor casing and fasteners.
■ Glass -filled thermoplastic impeller and
casing.
■ Upper and lower heavy duty ball bearing
construction.
■ Motor is permanently lubricated for
extended service life and is powered
for continuous operation. All ratings are
within the working limits of the motor.
■ Hard coated 400 series stainless steel
shaft for improved corrosion resistance.
■ Float switch is adjustable for various
liquid levels. Easily removed for direct
pump operation or switch replacement.
• Complete unit is lightweight, portable
and easy to service.
■ Available in manual and automatic ver-
sions. See next page for specific order
numbers.
■ A double labyrinth lip seal system pro-
tects the motor. It consists of three lip
seals and a V ring in addition. to an im-
peller counterblade system which keeps
solid particles away from the seal unit.

ITT
APPLICATIONS
Specially designed for the following uses:
• Basement draining
• Water transfer
• Dewatering
SPECIFICATIONS
• Discharge size: 11/2" NPT.
• Capacities: to 57 GPM.
• Maximum head: 34 feet TDH.
• Max. solids: 3/s" spherical
• Temperature: 104°F (40°C) maximum liquid
temperature.
• Maximum pump submergence is 10 ft. for LSP03;
16 ft. for LSP07.
MOTOR
• Single phase, 3450 RPM, 60 Hz
• LSP03,'/3 HP, 115 V, 2.9 maximum amps.
• LSP07, 3/4 HP, 115 V (7.1 amps) or 230 V (3.5 amps).
• Built-in thermal overload protection with automatic
reset.
• Permanent -split -capacitor type.
MODEL INFORMATION
GOULDS PUMPS
Wastewater
• Class B insulation.
• Stainless steel shaft.
•.Airfllled design.
• Power cord length: LSP03; 10 feet standard, 20 feet
optional, LSP07; 20 feet.
FLOAT SWITCH OPTIONS
■ Models are available with a float switch. Several op-
tions for automatic operation.
■ "AV" models are supplied with a vertical float switch.
■ "A' models are supplied with a built in float switch.
■ "AT" models are supplied with a piggy -back replace-
able float switch.
AGENCY LISTING
® Canadian Standards Association
File OU1114251
Gus
SUnderwriters laboratories
File #83318
Goulds Pumps is ISO 9001 Registered.
Order No.
HP
Volts
Amps
Minimum
Circuit
Breaker
Phase
Float
Sit
wch Style
Cord
Length
Discharge
Connection
Min.
On
Level
Min.
Off
Level
Minimum
Basin
Diameter
Maximum
Solids
Size
Shipping
weight
Ibs/k
LSP0311
1/3
115
2.9
10
1
Plug / No Switch
10,
1'/2"
Manual
Manual
9"
W
11 / 5
LSP0311A
Built -In Wide Angle
11"
5"
12"
LSP0311AT
Piggyback Wide Angle
11"
5"
12"
LSP0311AV
Piggyback Vertical
8.5"
2"
1 12"
LSP0311 F
plug / No Switch
20'
Manual
Manual
9"
LSP0311AF
Built -In Wide Angle
11"
5"
12"
LSP0311ATF
Piggyback Wide Angle
11"
5"
12"
LSP0711 F
, /'
115
7.1
10
1
Plug / No Switch
20
1 „
1 /2
Manual
Manual
9"
�e
15/6.8
LSP0711AF
Built -In Wide Angle
12.5"
6.5"
12"
LSP0711ATF
Piggyback Wide Angle
230
3.5
Plug / No Switch
LSP0712AF
Built-ILSP0712ATF
IM;„LSP0712F
2

n4v
ITT
DIMENSIONS
(All dimensions are in inches and weights in lbs. Do not use for construction purposes.)
F
H
LSP03
93/a
71/8
LSP07
111/4
91A
LSP03AV
93/a
75A
POWER CORD:
16/3 SJTW WITH THREE PR'
GROUNDING PLUG
6Ye" DIA.
21/8,
Vh" NPT
DISCHARGE
�GOULDS PUMPS
Goulds Pumps and the ITT Engineered Blocks Symbol are
registered trademarks and tradenames of ITT Corporation.
SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE.
BLSP03 August, 2006
© 2006 ITT Corporation
Engineered for life
Wastewater

L� TSURUMI PUMP I
®M - SERIES PERFORMANCE
(FRP) SEMI -VORTEX - SUMP PUMPS I CURVE
MODEL
BORE
HP
KW
RPM
SOLIDS DIA
LIQUID
SG.
I VISCOSITY
TEMP.
OM(A)2
1 112"/40mm
0.20
0.15
3430
0.394"/10mm
Water
1 1.0
1 1.81 CST
60°F
PUMP TYPE
PHASE
VOLTAGE
AMPERAGE
HZ
STARTING METHOD
INS. CLASS
Semi -Vortex - Sump Pump
Single
115 / 230
3.211.6
60
Capacitor -Start
E
CURVE No.
DATE
PHASE
VOLTAGE
AMPERAGE
HZ
STARTING METHOD
INS. CLASS
IMENNNOMEN
i
REMARKS:
=MEN
Run
Immilinsmi.q
MENEM
No MEMO
\.IN
LU
Ma
N In
0
�MEMENEEMEMEN
�
r. IMR:
US GPM 0 5 10 15 20 25 30 35 40 45 50 55 60
CAPACITY
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ME
mims�mm�
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:7 WATER QUALITY
"Y MAP 2010
b, Jiver, (Jefferson,
WS-IV
LEGEND
Hydrography (named)
Hydrography (unnamed)
Trout (Tr) Waters
< Class B Waters
Class WS-V Waters
Impaired Waters
(Category 4 and 5 Waters from the Draft 2010 303d List)

ark New -Rive
ngs,Quad
No Discharge Zone
(Extends 3 Miles from Shore)
Outstanding Resource Water Zone (ORW)
High Quality Water Zone (HQW)
Water Supply Watershed Critical Area
(WS-1, WS-11, WS-111, WS-IV)
C3Water Supply Watershed Protected Area
(WS-I, WS-ll, WS-Ill, WS-IV)
t®®® I
a River Basin
$..06®
Surface Water Intake
NPDES Wastewater Site (Minor)
6 NPDES Wastewater Site (Major)
Animal Operation Permit
Ambient Monitoring Site
+ Airports/Landing Strips
Primary Highway
Road or Street
Unique Wetland UWL
Federal Land
(Parks, Wildlife Refuges, Historic Sites, etc.)
Municipality
1 Watauga County
• ! County
State
laple

{ADK (OqS _ P`t CHO'N c��0
m VOLK
dLT t:AHE � C.gPC
'VIA eUI �g GTA Rpra � P-D LH PT PITT
`R'J LIMC yW JOIR: Z CRC BEAU —E
GR'+H n NE:10 TH ! CASA O� HAPH r
GHLR '{
qC0
CLAY Qr\l
Jy
Vu10 2�y U �:� SAL'.P DART
O m DUPL
� OYBL
ROBE BLAO
M".
COLU IEII1
SPUN
CLASSIFICATIONS
(Short Descriptions)
B: Primary Recreation, Fresh Water
C: Aquatic Life, Secondary Recreation, Fresh Water
CA: (Water Supply Watershed) Critical Area
FWS: Future Water Supply Waters
HQW: High Quality Waters
N/A: Not Applicable/Out of State
NSW: Nutrient Sensitive Waters
ORW: Outstanding Resource Waters
SA: Market Shellfishing, Salt Water
SB: Primary Recreation, Salt Water
SC: Aquatic Life, Secondary Recreation, Salt Water
Sw: Swamp Waters
Tr: Trout Waters
WS-1 (Water Supply 1): Natural
WS-II (Water Supply 11): Undeveloped
WS-III (Water Supply III): Moderately Developed
WS-IV (Water Supply IV): Highly Developed
WS-V (Water Supply V): Upstream
@, *,#,+: River Basin Specific, Special Designations
Waterbody Reports and Classification Information:
http://portal.ncdenr.org/web/wq/ps/csu/classifications
303d List Information:
http://portal.ncdenr.org/web/Wq/ps/mtu/assessment
IMPORTANT:
Classifications obtained from this map should always be confirmed using
the weekly -updated Waterbody Reports available at the URL above.
0 0.5 1 2 3
N Miles
1 inch = 4,162 feet

----- Original Message -----
From: John C Weaver
To: Foothills Soil Consulting
Cc: Curtis Weaver
Sent: Wednesday, June 15, 2011 1:25 PM
Subject: Low -flow characteristics for unnamed tributary to Linville River in Avery County... Re: Google Earth
Placemark:-GE3B.kmz
Ms. Adams,
In response to your inquiry about the 7Q10 and 30Q2 low -flow characteristics for an unnamed tributary to the
Linville River in Avery County, the following information is provided:
A check of the low -flow files here at the USGS North Carolina Water Science Center does not indicate a
previous determination for your specific point of interest on the unnamed tributary to the Linville River. The
files do indicate previous determinations at two nearby locations on the same unnamed tributary completed
in 1982. The 7Q10 discharges were estimated at less than 0.05 cfs, and the 30Q2 discharges were
estimated at approximately 0.1 cfs.
Inspection of the topographical quad map does not indicate the presence of a stream but rather a dry
channel coming from the ridge line at Grandfather Mountain.
In the absence of discharge records sufficient for a low -flow analysis, estimates of low -flow discharges are
determined by assessing a range of low -flow yields (expressed as flow per square mile drainage area, of
cfsm) at nearby locations where low -flow discharges have been determined.
A preliminary assessment of available information at five nearby USGS partial -record sites where low -flow
discharges were published in a statewide low -flow report for North Carolina (Giese and Mason, 1993;
available online at
http://Pubs.er.usgs.gov/#search:advance/pacie=l-/page size=100/series-cd=WSP/reportnumber=2403:0)
indicates that 7Q10 low -flow yields for streams in vicinity of your point of interest range from about 0.22 to
0.40 cfsm {average 0.3 cfsm . The regional relations presented in the above -referenced report for
Hydrologic Area 10 indicate that a 7Q10 low -flow yield (using a drainage area 0.5 sgmi and mean annual
runoff 2.5 cfsm) is between 0.35 and 0.4 cfsm.
In a similar manner, the 30Q2 low -flow yields for streams in vicinity of your point of interest range from about
0.56 to 0.75 cfsm (average 0.69 cfsm). The regional relations presented in the above -referenced report for
Hydrologic Area 10 indicate that a 30Q2 low -flow yield (using a drainage area 0.5 sgmi and mean annual
runoff is between 0.85 and 0.9 cfsm. .
However, the lack of a stream indicated on the topo map raises a concern in my mind that the estimates may
be too high. Even if this stream were described as being sustained by a spring, there's a need for site-

specific data to further resolve the low -flow estimates for this point of interest. Until then, it would be my
judgment based on current information that the 7Q10 is more likely to be less than 0.05 cfs.
Please note the estimated discharges and regional relations presented in the report are based on data
ending during the late 1980's and do not reflect the occurrence of recent droughts, which have resulted in
decreased low -flow statistics at some USGS gaging stations.
Please understand this information is based on a preliminary assessment. Further analyses would be
needed to confirm the initial assessment, and a fee of $250 per site is required for completion of a more in-
depth assessment and formal determination of estimates. If you want us to complete a more in-depth
assessment, please let me know and we'll proceed from there. The assessment would be completed within
four weeks, and the response would be made via email with an invoice mailed separately via regular mail
following the provision of estimates.
Hope this information is helpful.
Curtis Weaver
J. Curtis Weaver, Hydrologist, PE
USGS North Carolina Water Science Center
3916 Sunset Ridge Road
Raleigh, NC 27607
Phone: [phone] H Fax: [phone]
Mobile: [phone]
E-mail [e-mail]
Internet address -- http://nc.water.usgs.aov/

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DISCLAIMER: The information contained on this page is NOT to be construed or used as a "legal description". Map information is
believed to be accurate but accuracy is not guaranteed.
Crosland; 939 Golf Course Road, Linville, NC.
Parcels
Tax Parcel No.: 185600845833 Deed Book: 184 Pg: 169
Brief Description: GGCC 101 Deed Date: 01/01/1987
ADDRESS: 939 GOLF COURSE RD ACREAGE: 1.000LT
Owner: Bldg Value: $0
CROSLAND, JOHN JR Land Value: $35,000
301 COLVILLE RD
CHARLOTTE NC28207-0000 Other Bldg Val: $0
TOTAL VALU: $35,000
AYB: AYB not found.
Fire District: Linville FD
Physical Location:
939 GOLF COURSE RD
Linville
Other Attributes
at point 1158609, 864934
Townships: Census Tracts:
Township: Linville STCNTRBG: 370119902 2
http://www.webgis-net Anderson 8 Associates, Inc. http:/Avww.andassoc.com

939 Golf Course Road, Grandfather, Linville, NC - Google Maps
Page 1 of 1
11—W Ogle- Address 939 Golf Course Rd
Pisgah National Forest,
Grandfather, NC 28646
Get Google Maps on your phone
Text the word "GMAPS" to 466453
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