NCG551760_Renewal (Application)_20190429

ROY COOPER
Governor
MICHAEL S. REGAN
Secretary
LINDA CULPEPPER
Airertor
Beverly Lail
Beverly Lail
PO Box 91
Connellys Springs, NC 28612
Subject: Permit Renewal
Application No. NCG551760
3886 Miller Bridge Road
Burke County
Dear Applicant:
NORTH CAROLINA
Environmental Quality
April 29, 2019
The Water Quality Permitting Section acknowledges receipt of your application for a new NPDES WW permit, including
supporting documentation and your check number 2128 in the amount of $60.00 as payment of the application fee. These
items were received in our offices on April 29, 2019. Your application will be assigned to a permit writer within the
Section's NPDES WW permitting branch. The permit writer will contact you if additional information is required to
complete evaluation of your application. Your timely and direct response to any such request will help to expedite the
review process. Please note that acceptance of the application does not guarantee a NPDES permit will be issued for the
proposed activity. A permit will only be issued following a complete review of the application, concluding the proposed
discharge is allowable per applicable statutes and rules.
Information regarding the status of your renewal application can be found online using the Department of Environmental
Quality's Environmental Application Tracker at:
https•//deq nc gov/permits-regulations/permit-guidance/environmental-application-tracker
If you have any additional questions about the permit, please contact the primary reviewer of the application using the
links available within the Application Tracker.
Sincerely,
Wren Thedford
Administrative Assistant
Water Quality Permitting Section
ec: WQPS Laserfiche File w/application
North Caroiina Department of Environmentai Quality I Divisan of Water Resources
D- Asheville Reganal Office12D90 U.S. 70 N ghway I Swannanos, North Carolina 28778
`� 828--A-4500

BROOKS
ENGINEERING ASSOCIATES
April 4, 2019
Planning & Project Management / Civil Engineering
Surveying Environmental Engineering & Services
17 Arlington Street / Asheville NC 28801
www.brooksea.com / 828-232-4700
NC DENR/DWR/Water Quality Permitting Section
1617 Mail Service Center
Raleigh, NC 27699-1617
Attention: Charles Weaver
Regarding: Cover Letter & Alternatives Analysis
Lail Residence SFR NPDES Application
3886 Miller Bridge Road
Burke County
BEA Project Ne. 486919
Dear Mr. Weaver:
On behalf of Ms. Beverly Lail, BEA is submitting the attached Notice of Intent for coverage
under NCG550000. This Cover Letter is intended to provide a narrative description of the
project and serve as the request for the Authorization to Construct.
Project Description
The property is 0.65 acre tract a located at the intersection of Miller Bridge Road and Owens
Mountain Avenue in Burke County. The three bedroom single family residence located on the
property was built in 1979. The existing septic system was identified as failing by the County
Health Department. An investigation by the Burke County Health Department and the
NCDHHS Regional Soil Scientist was performed in May of 2018. No options were identified as
part of the investigation and the system was identified as Non -repairable and the site deemed
Unsuitable for installation of a subsurface system. Additionally a private licensed soil scientist
was hired to evaluate the subject site and the adjacent parcel (partially owned by Ms. Lail) for
feasibility and both sites were determined to be unsuitable.
Proposed is an EZ Treat recirculating fixed media system unit with UV disinfection to treat the
wastewater from his park model for discharge in to the unnamed tributary of Tims Creek. The
site was visited by myself and Tim Heim from the regional NCDEQ of ice to investigate the site
feasibility. No conditions prohibiting the proposed discharge
Alternatives Feasibility
a) This area of Burke County is not served by any public or private sewer systems. Refer to
Attachment D for a map of the nearest permitted sewer collection systems per NC
OneMaps. The nearest collection system is over 2 miles away. It would be impossible
from a permitting standpoint and economically infeasible to connect to any of the
existing permitted sewer treatment plant systems.
b) The letter from the Burke NCDHHS Regional Soil Scientist is provided as Attachment A.
c) Provided as Attachment B is a letter from a NC Licensed Soil Scientist that the site, and
adjacent property is unsuitable for any type of onsite system (including subsurface drip or
irrigation) due to space limitations.
d) The adjacent parcel also partially owned by Ms. Lail was also found to be unsuitable (see
soil scientist's letter).

Receiving Waters
The receiving water is a Class C stream. There are no know restrictions for Tims Creek or this
tributary. The 7Q10 report from the USGS is provided as Attachment C. Approximate Lat/Long
of the discharge location would be N 35' 42' 31.57" W 81' 28' 29.64"
Enclosed with this Cover Letter and request for the Authorization to Construct are three sets of
sealed plans and specifications and a fee check for $60. We appreciate your review of this
application. We look forward to working with you on this project.
Sincerely,
Brooks Engineering Associates, P.A.
Mark C. Brooks, P.E.
Enclosed: Fee Check for $60
3 sets of Engineering Plans
Attachments: A — Documentation from NCDHHS Regional Soil Scientist
B — Letter for Licensed Soil Scientist
C — 7Q 10 documentation
D — Map of closest permitted sewer systems per NC OneMaps

ATTACHMENT A
County Denial Letter

DEPARTMENT OF HEALTH AND HUMAN SERVICES
DIVISION OF PUBLIC HEALTH
ROY COOPER
GOVERNOR
MANDY COHEN, MD, MPH
SECRETARY
DANIEL STALEY
DIRECTOR
May 16, 2018
Nathaniel Hall
Burke County Environmental Health
110 N. Green St.
P O Box 219
Morganton, NC 28655
RE: Subject: Soil/Site evaluation for a repair of subsurface treatment and disposal system.
Owner: Beverly Lail
Location: 3886 Miller Bridge Rd, Connelly Springs, NC 28612
Parcel Number: 2762524006
Size: 0.667 acres
Mr. Hall:
On 5/09/18 I investigated the on -site wastewater system and performed a soil and site evaluation of the
aforementioned property. Present at the visit was yourself, Jackson Stump (EH intern) and the property owner.
This evaluation was done to determine the site's suitability for a repair of the subsurface treatment and disposal
system for the existing three -bedroom residence. The water supply to the residence is provided by an on -site
bored well but public water is available.
While no malfunction was observed during this visit the system has been failing from the lower side of distal
end of the drainfield. The drainfield was located by probe where the depth was less than four feet. The property
was evaluated in accordance with the North Carolina Laws and Rules for Sewage Treatment and Disposal
Systems, 15A NCAC 18A .1900. Listed below are the results of the evaluation and recommendations for the
site. Please share this report with the applicant/property owner.
The most limiting site factors encountered are listed below:
• Soil Characteristics (Morphology) (Rule .1941a (3))- expansive clay minerology (unsuitable) was
encountered at depths ranging from 10 to 32 inches below the natural soil surface.
• Soil Wetness Condition (SWC) (Rule .1942)- is less than 12-inches below the natural soil surface
based on soil colors of chroma 2 or less (Munsell Color Chart).
W W W.NCDHHS.GOV
TEL [phone] • FAx [phone]
LOCATION: 5605 SIX FORKS RD • RALEIGH, NC 27609
MAILING ADDRESS: 1642 MAIL SERVICE CENTER • RALEIGH, NC 27699-1642
AN EQUAL OPPORTUNITY / AFFIRMATIVE ACTION EMPLOYER

Available Space (Rule .1945)- insufficient space on the property with soils that can be classified as
suitable or provisionally suitable (i.e. usable/modifiable soils) for the repair of the ground absorption
sewage treatment and disposal system. Available space on this site is limited by:
o a ten (10) foot horizontal separation distance to any property line.
o a fifty (50) foot horizontal separation distance to the existing water supply well.
o a five (5) foot horizontal separation distance to any footer.
o a fifteen (15) foot horizontal separation distance to any basement or storm water diversion.
o a ten (10) foot horizontal separation distance to any water line.
o a driveway and other structures.
Site Classification
The site is NONREPAIRABLE and any modification would not reasonably enable a system to function
properly, Rule 1961(1). This is due to the site being UNSUITABLE for installation of a subsurface treatment
and disposal system of due to clay minerology (Rule 15A NCAC 18A .1941), depth to soil wetness (Rule 15A
NCAC 18A .1942), lack of available space (Rule 15A NCAC 18A .1945) and unable to maintain setbacks (Rule
15A NCAC 18A. 1950).
Currently, the site is classified as unsuitable per Rule .1948 based on the above referenced soil/site limitations.
This site is unsuitable under Rule .1955, Conventional Sewage Systems.
This site is unsuitable under Rule .1956, Modifications to Septic Tank Systems.
This site is unsuitable under Rule .1957, Alternative Sewage Systems.
This site is unsuitable under Rule .1969, Experimental, Innovative, Accepted Systems, Components, or Devices.
Recommendations
The owner and applicant have the following options that might allow the use of this property as desired:
The applicant may install an interceptor drain around the system. This would need to run from the upper
side of the basement on the upper side of the patio to the Property line. At this point it would need to be
solid pipe with on media to run past the distal end of the drainfield and to then discharge into the stream.
The depth of the drain will be set by the discharge elevation into the stream but should be installed as
deep as possible. The media in the drain should be brought to the ground surface. The problem will be
maintaining the proper setback from the drainfield to the pipe while not crossing the property line. This
property line needs to be located and/or an encroachment into the DOT r/w would have to be obtained to
maintain the setback.
2. The applicant may purchase other suitable or provisionally suitable property or may obtain an easement
on a suitable or provisionally suitable property to place the ground absorption sewage treatment and
disposal system on.
a. The applicant also owns the adjoining property on the same side of the creek. Combining it with
this property or granting the applicable easements may allow for an area large enough for a
aerobic drip irrigation to be permitted. It would require the existing well to be abandoned as well
as the DOT culvert and discharge to be rerouted into the stream head located in the r/w for
Millers Bridge Rd. If the applicant would like to purse this option further soil evaluation as well
as available space would have to be completed and confirmed.
3. The applicant/owner may apply for and receive a permit for permanent Pump and Haul from our
Department under Rule .1961, to an approved NCDEQ facility.
4. The Division of Water Resources, NC Dept. Environment Quality (NCDEQ) in Raleigh, North Carolina
may be contacted at [phone] or your Winston-Salem Regional office at 336-776-9800 to pursue

options available through that department.
5. Aground absorption sewage treatment and disposal system can be pursued under Rule .I948(d).
Written documentation, including engineering, hydro -geologic, geologic or soil studies, shall indicate
that the proposed system can be expected to function satisfactorily. The substantiating data shall
indicate that:
1. A ground absorption system can be installed so that the effluent will be non-pathogenic, non-
infectious, non -toxic, and non -hazardous;
2. The effluent will not contaminate groundwater or surface water; and
3. The effluent will not be exposed on the ground surface or be discharged to surface waters where it
could come in contact with people, animals, or vectors.
If you have any questions or if I can be of assistance, contact me at 828-764-5076, E-mail at
[e-mail], or PO Box 1972, Boone, NC 28607.
Sincerely,
1,2
Alan McKinney
Regional Soil Scientist

Site Overview
Approximate LHD pit locations armhown by:
Approximate RSS auger borings are shown by: AB#
(not to scale)
! 0
Yfj (*Viy
11f.JlC
.;
d
"o .
g
� v �
f
r o

ATTACHMENT B
Letter from NC Licensed Soil Scientist

708 Broadway Street NW
Lenoir, NC 28645
February 28, 2019
Ms. Beverly Lail
P.O. Box 91
Icard, NC 28666
Re: 3886 Miller Bridge Rd; Connelly Springs, NC Tax PIN 2762524006 and adjoining tract Tax PIN
2762512879
Dear Ms. Lail:
On October 11, 2018 and February 27, 2019, 1 conducted soil investigations of the above referenced
properties. This investigation was conducted in accordance with the North Carolina Septic System rules
(15A NCAC 18A .1900) and statute GS 130A-335 in an effort to locate an area for a repair septic system
drainfield for the existing house.
Based on this investigation, only very limited areas on the tract with the house site (Tax PIN
2762524006) were found to be suitable for any kind of septic system drainfield. These were not of
adequate size to allow a septic system to function correctly over the long term. Limitations observed
were fill and shallow depth to soil wetness condition. No part of the adjoining tract (Tax PIN
2762512879) was suitable due to soil wetness condition at depths of 5 to 13" below natural ground
surface. Consideration was given to site alterations that might allow a septic system to function. No
drainage system or other alteration is likely to make this site functional for a drainfield. Similarly,
conditions on the site are such that a .1948 (d) proposal that would function satisfactorily is not
possible.
Additional consideration was given to potential for land application of the wastewater from this house
under Section .0600 of the NCAC 02T rules, Single Family Residence Wastewater Irrigation Systems.
Based on the distance from the house to the creek ranging from 102' to 74', and from the house to front
and side property lines ranging from 54' to 27' there is no area (0 square feet) on the property that
meets the setbacks listed in 15A NCAC 02T .0606.
Based on the above, no type of soil based wastewater disposal system is possible on this site. If you
have any questions regarding this report you are welcome to call me at 828-234-3776.
Sincerely,
Constance M. Adams, LSS

ATTACHMENT C
7Q10 Report

Mark Brooks
From: Weaver, John <[e-mail]>
Sent: Monday, February 25, 2019 2:02 PM
To: Mark Brooks
Cc: John C Weaver
Subject: Response from USGS concerning... Re: [EXTERNAL] 7Q10 flow needed
Mr. Brooks,
In response to your inquiry about the low -flow characteristics (7Q10, 30Q2, average annual discharge) for a location on an unnamed tributary
to Tims Creek in the vicinity of Hildebran in eastern Burke County, the following information is provided:
No USGS discharge records are known to exist for the point of interest, as identified by the lat/long coordinates (35 42 31.57 N // 8128
29.64) provided in your email dated February 11, 2019.
In the absence of site -specific discharge records sufficient for a low -flow analysis, estimates of low -flow characteristics at ungaged locations
are determined by assessing a range in the low -flow yields (expressed as flow per square mile drainage area, of cfsm) at nearby sites where
such estimates have previously been determined.
A basin delineation completed using the online USGS StreamStats application for North Carolina
(http://water.usg_s.goy/osw/streamstats/north carolina.html) indicates the drainage area for the point of interest (35.70887,-81.47502
NAD83) is 0.14 sgmi.
For streams in Burke County, low -flow characteristics published by the USGS are provided in the following reports:
(1) The first is a statewide report completed in the early 1990's. It is USGS Water -Supply Paper 2403, "Low -flow characteristics of streams
in North Carolina" (Giese and Mason, 1993). An online version of the report is available at hgp://yubs.usgs og v/wsp/2403/report-Rdf. The
report provides the low -flow characteristics (based on data through 1988) via regional relations and at -site values for sites with drainage
basins between 1 and 400 sgmi and not considered or known to be affected by regulation and/or diversions.
(2) The second is a statewide report published in March 2015. It is USGS Scientific Investigations Report 2015-5001, "Low -flow
characteristics and flow -duration statistics for selected USGS continuous -record streamgaging stations in North Carolina through 2012"
(Weaver, 2015). The report is available online at httR//t)ubs.usgs.gov/sir/2015/5001/. The report provides updated low -flow characteristics
and flow -duration statistics for 266 active (as of 2012 water year) and discontinued streamgages across the state where a minimum
of 10 climatic years discharge records were available for flow analyses.
Inspection of the above reports indicates the presence of four (4) selected nearby USGS partial -record sites (2) and continuous -record
streamgages (2) in vicinity of the point of interest where low -flow characteristics were published. Among these 4 sites, the low -flow
discharge yields for the indicated flow statistics are as follows:
Annual 7Q10 low -flow yields =_> from 0.2 to 0.47 cfsm (average 0.29 cfsm, median 0.24 cfsm)
Annual 30Q2 low -flow yields =_> from 0.5 to 0.85 cfsm (average 0.63 cfsm, median 0.58 cfsm)
Average annual discharge yields ==> from 1.4 to about 1.8 cfsm (both average and median about 1.55 cfsm)
Application of the above range in yields to the drainage area (0.14 sgmi) for the point of interest results in the following estimated low -flow
discharges:
Annual 7Q10 discharges => from 0.03 to 0.07 cfs (average about 0.04 cfs, median about 0.03 cfs)
Annual 30Q2 discharges => from 0.07 to 0.12 cfs (average about 0.09 cfs, median about 0.08 cfs)
Average annual discharge ==> from 0.2 to about 0.25 cfs (both average and median about 0.2 cfs rounded)
Please note the estimated flows are provided in units of cubic feet per second (cfs).

Please understand the information provided in this message is based on a preliminary assessment and considered provisional, subject to
revision pending further analyses.
Hope this information is helpful.
Thank you.
Curtis Weaver
J. Curtis Weaver, Hydrologist, PE Email: icweaver(cbusgs.gov
USGS South Atlantic Water Science Center Online: httos://www.usgs-cov/centers/sa-water
North Carolina - South Carolina - Georgia
3916 Sunset Ridge Road
Raleigh, NC 27607
Phone: [phone] // Fax: [phone]
On Mon, Feb 11, 2019 at 12:09 PM Mark Brooks <mbrooksgbrooksea.com> wrote:
Mr. Weaver -
I need the 7Q 10 flow for an NPDES permit application for an unnamed tributary of Tims Creek in Burk
County located at N 35' 42' 31.57" W 81 ° 28' 29.64". Please confirm receipt of this email and let me know if
this is something you can help me out with. Thanks!
Mark C. Brooks, P.E.
Brooks Engineering Associates, P.A.
17 Arlington Street
Asheville, NC 28801
[phone]
MKS
ENGINEERING ASSOCIATES
0 -'- Virus -free. www.avq.com
2

ATTACHMENT D
Regional Sewer Map

H , , J a E, ; .� 1? 44 I,- ra r 'i , "
41
A;M
t
Ave Pit hnso n Brog e Rd.
"ey Mountain
Subject Site
S, For-(
ye
FIGURE 1
SITE LOCATION AND NEAREST SEWER
Shown are the locations of the nearest public sewer service areas and collections mains per NC OneMaps.

Q
z
t— Q Q
} ❑ U
ul
W w2
W z fl ❑
W W
In Z
Q Z
N
to m J
z M W
p z
z
U
1 1
O
CL
14
rk
w1
Et
Lij
41
Z
2
W
ko
_J
Q r
-� CD
w m C]
Z
W .
M
Q
aa�
U
m
to
m
ti z
W W
F
Q -3
U ❑
0
Na
N (q
Q W
ma
m Z U
tY ❑
W U7
W (p
Z Q
z z
W E
Y LU
0 z
a
It z
mW
a
Y
0
0
m
m
0
N
N
U
Q
z
!r
0

TABLE OF CONTENTS
1.0 System Summary & Project Information..............................................................................1
1.1 Project Summary ............................................................................................. 1
1.2 Design Flow and Influent Characteristics......................................................... 1
1.3 Contacts.......................................................................................................... 1
1.4 Scope & Qualifiers........................................................................................... 1
2.0 Collection System & General Conveyance Piping.............................................................3
2.1 Location of Sanitary Sewage Systems............................................................. 3
2.2 Sewer Line General Specifications.................................................................. 3
3.0 WastewaterTreatment...................................................................................... 9
3.1 Primary Treatment System................................................................................ 9
3.2 Aerobic Pretreatment System............................................................................ 9
3.3 Post Aeration Apparatus...................................................................................12
4.0 Site Preparation.........................................................................................................................14
4.1 Clearing & Grubbing.........................................................................................14
4.2 Seeding & Mulching..........................................................................................14
5.0 Inspection And Monitoring Proceedings............................................................................17
6.1 Pre -Construction Meeting.................................................................................17
6.2 Intermediate Inspection of the System..............................................................17
6.3 Final Inspection & Start-Up...............................................................................17
6.4 Regular Monitoring...........................................................................................18
6.5 Residuals Management....................................................................................18
6.0 Calculations
6.1 Buoyancy Calculations
6.2 Recycle Ratio Calculations
6.3 TDH Calculations for Pod Dosing (and Pump Curves)
7.0 Manufacturer Cut -Sheets
7.1 Tanks
7.2 EZ Treat System

1.0 SYSTEM SUMMARY & PROJECT INFORMATION
1.1 Project Summary
This Engineer's Report and accompanying Engineering Drawings are for a new onsite
wastewater system to serve a three bedroom single family residence located at 3866 Miller
Bridge Road in Burke County (PIN 2762524006). The system is designed for compliance with
the state General NPDES Permit for Single Family Residences NCG550000. The house
currently has a septic system permitted through Burke County but the system is failing and
there are no land based wastewater disposal options.
The proposed wastewater treatment system consists of a septic tank, EZ Treat aerobic
treatment system with UV disinfection and post -aeration apparatus. Section 7.0 includes
system components' product specification (cut) sheets. The system's performance is
document by NSF Certification for NSF/ANSI Standards 40, 245, and 350. Any use of
"equivalent products" shall first be approved by the Project Engineer prior to installation.
1.2 Design Flow and Influent Characteristics
The system is designed for domestic strength raw wastewater from the Inn facility. The
design flow is based upon 120 gpd per room in accordance with 15A NCAC 02T .0114
wastewater design flow rates.
1.3 Contacts
Engineer — Mark Brooks, PE, Brooks Engineering Associates 828-232-4700
Owner Contact — Bevrely Lail 828-244-1624
Tank Manufacturers — Dellinger Tank Company 800-948-1666
EZ Treat — Mike Stidham, 703-408-2916
1.4 Scope & Qualifiers
This specifications manual is intended only for the use of permitting and construction of the
intended wastewater treatment system. Any changes to these plans and specifications shall
1

be approved by the Project Engineer. Any changes in layout of equipment not approved shall
release the Engineer from any potential liability associated with the system.
The maintenance and operation of the system are to be in accordance with the Operation &
Maintenance Plan provided as a separate document. If the system is not operated and
maintained in accordance to manufacturer recommendations and documented as such any
warranty may be voided.
Notify Engineer in sufficient time to permit inspection of underground work before backfilling is
begun. A final inspection shall be required with the Owner, Engineer, NCDEQ representative,
and Contractor. Only the set of engineering plans with revision labeled "RELEASED FOR
CONSTRUCTION" shall be utilized for construction.
All construction lines shall conform to the latest County and State of North Carolina
specifications as defined by Standards and Specifications and the North Carolina Building
Code. Where two (2) standards conflict, the more stringent shall apply.
In the event that the Contractor or another supplier proposes an alternate component to the
specified manufacturer or component type, certain procedures must be followed. If proposing
an alternate, the Contractor (supplier) must submit, no less than 15 business days in advance
of the bid date (if during the bid review period) or 15 days prior to the need for installation. If
needed, the contractor must provided a system hydraulic analysis based on the proposed
component (including pipe sizes, flows, velocities, retention times, etc.), a list of exceptions to
the governing specifications herein and/or demonstration of compliance to of these
specifications. This information must be submitted to the Engineer for pre -approval of the
alternate equipment being proposed and determination of compliance with these Contract
Documents. If the equipment differs materially or differs from the dimensions given on the
Drawings, the Contractor (supplier) shall submit complete drawings showing elevations,
dimensions, or any necessary changes to the Contract Documents for the proposed
equipment and its installation. Pre -approval, if granted, will be provided in writing by the
Engineer to the Contractor (supplier) at least five business days in advance of the bid or
installation date. If the Engineer's approval is obtained for Alternate Equipment, the Contractor
(supplier) must make any needed changes in the structures, system design, piping or
electrical systems necessary to accommodate the proposed equipment at the expense of the
Contractor (supplier).
2

2.0 COLLECTION SYSTEM AND GENERAL CONVEYANCE LINES
2.1 Location Of Collection System
There is no collection system, only a 4" gravity service line from the single home. The location
is a direct piping to the initial septic tank.
2.2 Sewer Line General Specifications
The service lines shall be constructed of non -pressure pipe and fittings which shall be
Schedule 40 PVC. All non pressurized piping shall maintain a minimum slope of 1/8-inch fall
per lineal foot. Bedding and compaction shall be to a 95% Standard Proctor Test (ASTM
Standard D 698) and trenching and installation shall be consistent with ASTM D2321. These
specifications do not cover interior or initial building connections.
Force Mains and all pressurized lines shall be constructed of Schedule 40 PVC of a size as
noted on the engineering plans.
The following are general location and separation guidelines:
♦ Typically a 3-foot minimum cover shall be maintained on all sewer lines. Gravity lines
that drain completely can be shallower if needed due to rock conditions.
♦ Sewer lines may cross a water line if 18 inches clear separation is maintained, with the
sewer line passing under the water line. The sewer line shall be constructed of ductile
iron pipe and the water line shall be constructed of ferrous material equivalent to water
main standards for at least 10 feet on either side of each crossing.
♦ Sewer lines may cross a storm drain if at least 24 inches of clear separation is
maintained or the sewer pipe is of ductile iron or encased in ductile iron pipe for at
least 5 feet on either side of the crossing.
♦ Sewer lines may cross a stream if at least three feet of stable cover can be maintained
with a horizontal boring or the sewer line is of ductile iron pipe or encased in ductile
iron pipe for at least 10 feet on either side of the crossing and protect against the
normal range of high and low water.
3

Sizin
Individual gravity sewer main lines shall not be less than 4 inches in diameter. Building sewers
shall be in accordance with the state plumbing code and approved by the local building
inspector
Pressurized sewer lines shall be sized according to lines sizes depicted in the engineering
construction drawings. All pressure sewer lines shall be sized to have velocities no less than 2
feet per and no more than 6 feet per second from the supplying pump at typical head
conditions to maintain scour velocity and minimize hammer.
Three (3) feet minimum cover shall be provided for all sewers unless ferrous material pipe is
specified. Ferrous material pipe, or other pipe with proper bedding to develop design
supporting strength, shall be provided where sewers are subject to traffic bearing loads.
Additional protection shall be provided for sewers that cannot be placed at a depth sufficient to
prevent damage.
Steep Slope Installation
All grades for gravity and pressure sewer lines are anticipated to be less than 20%. However,
should field conditions warrant, sewers on 20 percent slopes or greater shall be anchored
securely with concrete, or equal, with the anchors spaced as follows:
a. Not greater than 36 feet center to center on grades 21 % to 35%;
b. Not greater than 24 feet center to center on grades 35% to 50 %; and
c. Not greater than 16 feet center to center on grades 50% and over.
Mechanically fastened joints (such as MegalugTM or Certa-Lok YelomineTM) may be utilized in
lieu of slope anchors in certain circumstances. The project engineer should be consulting if a
substitution to the slope anchors is desired. The supply and return lines are on slopes that
exceed 50%.
There are no steep slopes on this project.
Trenching
Trench excavation shall conform to the line, depth and dimensions shown on the plans or as
directed by the Engineer. The trench shall be properly braced and shored so that workmen
may work safely and efficiently. If unstable conditions are encountered, the Engineer shall be
notified in order that proper bedding materials may be selected. Trench excavation or
4

excavation for pipelines shall consist of excavation necessary for the construction of sewers,
conduits and other pipelines and all appurtenant facilities thereof, pipe embedment materials,
and pipe protection, insulating and sleeving in ductile iron pipe, as called for on the plans. It
shall include site preparation, backfilling and tamping of pipe trenches and around tanks and
the disposal of waste materials, all of which shall conform to the applicable provisions of these
specifications. When rock, excessive organics, muck, quicksand, soft clay, swampy or other
material unsuitable for foundations or subgrade are encountered which extend beyond the
limits of the excavation, such material shall be removed and replaced with pipe foundation
material as specified in the engineering drawings. Surface drainage shall not be allowed to
enter excavated areas.
Rock in Pipe Trenches
Rock encountered in trench excavation shall be removed for the overall width of trench which
shall be as shown on the plans. It shall be removed to a minimum depth of three (3) inches
below the bottom of the pipe and replaced with a suitable compacted (to standard) fill material.
If surcharges are to be levied due to excavation of rock, the Engineer must be notified to
inspect and verify the rock conditions prior to backfilling.
Pipe Installation
The pipe material listed above shall be installed in accordance with the manufacturer's
recommendations and the requirements of these specifications. All sewer lines shall be laid to
the line and grade shown on the plans. No deviations from line and grade shall be made,
unless they have been approved by the Engineer. The pipe interior shall be kept clean before
and after laying by means approved by the Engineer. Pipe ends shall be plugged at the end
of each work day or when work is temporarily stopped. The plugs shall be watertight so that
water and debris will not enter the pipe.
Backfilling
(a) All backfilling shall be done in such manner as will not disturb or injure the pipe or structure
over or against which it is being placed. Any pipe or structure injured, damaged or moved from
its proper line or grade during backfilling operations shall be excavated, repaired and then re-
backfilled as specified herein. All backfill shall be compacted to a minimum of 95% Standard
Proctor. The contractor is responsible for procuring testing from a qualified geotechnical
testing firm and providing documentation of testing if requested.

(b) The Contractor shall replace all surface materials and shall restore paving, curbing,
sidewalks, gutters, shrubbery, fences, sod, and other surfaces disturbed, to a condition equal
to that before the work began, furnishing all labor and materials incidental thereto as provided
elsewhere in contracting agreements. The backfilling of the trench after the pipe installation
and testing shall be in accordance with the standard trenching detail in the engineering
construction drawings.
Testing
All gravity (non -pressurized) sewer lines shall be tested by Low Pressure Air Exfiltration
Testing with the following steps.
1. All branch fittings and ends of lateral stubs shall be securely plugged at each
manhole. All stoppers shall be adequately braced when required.
2. Air shall be slowly supplied into the plugged pipe line until the internal air pressure
reaches 4.0 pounds per square inch or 4.0 pounds per square inch greater than
the average back pressure of any ground water that may submerge the pipe. At
least two minutes shall be allowed for temperature stabilization before proceeding
further.
3. Calculate the pressure drop as the number of minutes for the air pressure within
the pipeline to drop from a stabilized pressure of 3.5 to 2.5 psig.
4. The time allowed for mixed pipe sizes of varying lengths should be calculated as
described in ASTM C828-76T.
5. The following times are for one pipe size only:
Pipe Size (inches)
Time, T
(sec/100 ft)
Allowable Air Loss, Q
(ft3/min)
6
42
2.0
8
72
2.0
10
90
2.5
12
108
3.0
15
126
4.0
18
144
5.0
21
180
5.5
24
216
6.0
27
252
6.5
30
288
7.0
6. The pipe line shall be considered acceptable if the time interval for the 1.0 psi
pressure drop is not less than the holding time listed in the following table.
7. If the test fails, the Contractor will be required to locate the cause of the failure,
make necessary repairs, and repeat all testing of the line until the test is passed.
M.

For pressure sewer lines the following Hydrostatic Testing Procedure shall be utilized.
1. As a minimum, all sewer force mains shall be tested in accordance with the
Hydrostatic Testing Requirements of AWWA C600.
2. After pipe has been laid and backfilled, all newly laid pipe or any valve section thereof
shall be subject to a hydrostatic pressure of not less than 150 psi or 1-1/2 times the
working pressure, whichever is greater. The duration of the pressure test shall be two
hours. Each valve section of the pipe shall be slowly filled with water. All air shall be
expelled from the pipe while the pipe is being filled and before the application of the
specified test pressure. Taps may be required at points of highest elevation. These
taps are to be tightly plugged after completion of the test.
3. The test pressure shall be applied by means of a pump connected to the pipe in a
manner satisfactory to the Project Engineer. The pump, pump connections, gauges,
and all necessary apparatus and labor shall be furnished by the Contractor. The
Contractor shall calibrate the gauges in the presence of the Design Engineer.
4. A test shall be made only after a part or all of the backfilling has been completed and
at least 36 hours after the last concrete thrust block has been cast with high -early
strength cement or at least seven (7) days after the last thrust block has been cast
using standard cement.
5. Any cracked or defective pipes, fittings, or valves discovered during hydrostatic
pressure tests shall be removed and replaced with sound material and the test
repeated until satisfactory to the Design Engineer.
6. Leakage shall be defined as the quantity of water that must be supplied into the newly
laid pipe, or any valved section thereof, to maintain pressure within 5 psi of the
specified test pressure. Leakage shall not be measured by a drop in pressure in a test
section over a period of time.
7. Allowable leakage shall not exceed the following U.S. gallons per hour reported in
Table 1:
Table 1. Allowable leakage per 1000 ft of pipeline (gph) Avg. Test
Pr
'essure (PSI) NUMINIAL F IYC UIHIVIC I CI-C (INl Y1tJJ
0�
3
4
6
8
10
12
250
0.36
0.47
0.71
0.95
1.19
1.42
225
0.34
0.45
0.68
0.90
1.13
1.35
200
0.32
0.43
0.64
0.85
1.06
1.28
175
0.30
0.40
0.59
0.80
0.99
1.19
150
0.28
0.37
0.55
0.74
0.92
1.10
125
0.25
0.34
0.50
0.67
0.84
1.01
100
0.23
0.30
0.45
0.60
0.75
0.90
7

If the pipeline under test contains sections of various diameters, the allowable leakage will be
the sum of the computed leakage for each size.
Alternatively, no pipe installation will be accepted if the leakage is greater than that
determined by the following formula:
In inch -pound units,
L _ ,SDJ
133,200
Where:
L = allowable leakage, in gallons per hour
S = length of pipe tested, in feet
D = nominal diameter of the pipe, in inches
P = average test pressure during the leakage test, in pounds per square inch
(gauge)
The Contractor shall notify the Project Engineer when the work is ready for testing, and all
testing shall be done in the presence of a representative of Brooks Engineering. All labor,
equipment, water, and materials, including meters and gauges, shall be furnished by the
Contractor at his own expense.
Valvinp
Valving shall be consistent with material types and sizes of piping as shown on the
Engineering Plans. Any air release valves must be mechanical lever air/vacuum relief valves
(not flapper type).
`3

3.0 WA S TEWA TER TREATMENT SYSTEM
The wastewater pre-treatment system consists of the appropriately sized septic tank and EZ
Treat media filtration aerobic pretreatment system. Locations of the treatment equipment shall
meet the setback requirements set forth in NCAC 2H .0100, et. sec.
3.1 Septic Tank
Septic tank sizing meets the criteria outlined 15A NCAC 18A .1952 and shall be consistent
with sizing specified in EZ Treat NCDHHS approval IWWS-2015-03-R1. Alternate tank
manufacturers may be utilized but sizing and construction specifications must be met. All
tanks shall be precast concrete and meet construction and testing specifications outlined
in15A NCAC 18A. 1953. All tanks shall be tested for leakage by either a 24 hour leak test or
vacuum testing by the tank manufacturer.
All inlets and outlets shall have 4" rubber pipe boots precast in to the tanks. Risers shall be
NCDENR approved plastic risers with riser rings precast in to tanks. The initial and post -
anoxic septic tank shall be equipped with an NCDENR approved residential septic tank filter.
The filter handle must be accessible without the operators head entering the tank riser.
3.2 Aerobic Pretreatment System
The aerobic pretreatment system specified is an EZ Treat Model 600 system to be installed
and maintained in accordance with IWWS approval 2015-03-R1. All conditions outlined in the
approval shall be met. The following manufacturer specifications shall be met.
Excavation and Backfillin
1. Excavated materials acceptable as backfill shall be stockpiled in a location
approved by the Owner. The materials shall be located away from the edge of
any excavations. Excavated materials shall not be stored within the drip lines of
existing trees.
2. All open excavations shall be barricaded when construction in the area has stopped.
Night barricading should include posted warning lights.
3. Protect existing structures, utilities, sidewalks, pavement, and other facilities from
damage caused by settlement, lateral movement, undermining, washout, and other
hazards created by earthwork operations. Protect root systems from damage or dry -
out to the greatest extent possible.
4. Soil materials shall be free of boulders, roots, sod, organic matter, and frozen material.
9

5. Bedding materials for pre -cast concrete structure installation shall be #57 washed
stone to the dimensions and depth shown on the construction drawings.
6. All excavation is unclassified and includes excavation to sub grade elevations
indicated on the construction drawings regardless of character of materials and
obstruction encountered. In the event that rock is encountered, the Contractor shall
remove it at no additional cost to the owner.
7. Stability of excavations shall be maintained by sloping of the sides and shall comply
with local codes, ordinances, and requirements of agencies having jurisdiction. Where
space restrictions prevent sloping of the sides, shoring and bracing of the walls shall
be employed in full compliance with OSHA requirements. In the case of pipe
installations, sheeting shall remain in place until backfilling progresses to a stage
where no damage to the pipe will result from removal.
8. The Contractor shall attempt to prevent surface and subsurface water from flowing into
excavations. The Contractor shall provide equipment, materials, and work necessary
to dewater any accumulation of water in the excavation to prevent softening of the
soils, undercutting of footings, and changes to the soils detrimental to the stability of
the improvements.
9. Excavations for structures shall conform to dimensions and elevations shown on the
construction drawings within a tolerance of plus or minus 0.10 feet and to the
standards of ASTM C891-90.
10. Backfill shall be installed to excavated spaces in 8-inch lifts and tamped by hand or
pneumatically around pipe or structures. Tamping shall be performed evenly on both
sides of pipe and around sides of structures to a depth such that damage to the pipe or
structures is avoided as a result of subsequent methods of compaction. Extreme care
shall be exercised in backfilling operations to avoid displacement of pipe and
structures either horizontally or vertically. Backfill consolidation by ponding water is
not permitted. Compaction of each layer of backfill and the top 6 inches of sub -grade
shall achieve a 90 percent maximum dry density as measured by AASHTO method T-
99.
11. Remove all waste materials including unacceptable excavated material, trash, and
debris and legally dispose of it off Owner's property. Where settling is measurable or
observable at excavated areas during project warranty period, the Contractor shall
remove surface finish, add backfill material, compact, and replace surface treatment to
a quality and appearance matching adjacent areas of previous work.
Septic Tank and Recirculation Tank Installation and Testing
1. Septic tanks shall conform to criteria in NCAC 18A .1953. The septic and recirculation
tank should be installed on a 6-inch minimum layer of No. 57 washed stone aggregate.
2. Place bell ends of pre -cast sections or the groove end of the concrete facing down. In
preparation for making joints, all surfaces of the portion of the section to be jointed and
the factory -made jointing materials shall be clean and dry. Each joint, seam, and pipe
10

penetration inside and outside of joints shall receive liberal applications of non -shrink
grout as well as liberal amounts of bitumastic waterproof sealant.
Lifting holes and other penetrations of the pre -cast structure wall shall be sealed with
non -shrinking grout. Pipe connections shall be made so that the pipe does not project
beyond the inside wall of the structure. Grout connections as necessary to make
smooth and uniform surfaces on the inside of the structure.
4. Before placing any tank into operation, remove any dropped grout, sand or other
imperfections and obstructions from the interior of the structure. Specifically, the
inside walls of the tank shall be smooth and uniform. Smooth -finish inverts so that
wastewater flow is confined and directed through the inlet and outlet pipes with easy
transition.
5. Tanks shall be backfilled in accordance with the applicable specifications herein before
described.
6. All pipe penetrations shall be through Press -Seal Cast -A -Seal 402 or approved equal.
7. All joints (mid -seam, top -seam) shall be sealed using Concrete Sealants butyl sealant
#CS-102 meeting ASTM C-990.
8. All service access openings will be a minimum of 24 inches. Exceptions may be made
on a case by case basis with E-Z Set Company's and engineer's prior written
approval. All access openings shall be fitted with E-Z Set Company riser assemblies.
9. A 24-hour static water test, in accordance with ASTM standards, shall be performed
on all precast tanks in order to insure they are water tight.
a. The testing shall be performed in the presence of the engineer or his
representative.
b. Each tank shall be filled with water and the initial water level shall be measured.
C. At the end of the 24-hour period the level of the water shall be measured again.
d. The engineer shall pass the tank if the water level did not drop more than 0.5
inches or if the total volume of the displaced water is less than 1 percent of the
total effective liquid capacity of the tank.
e. Tanks may also be leak -tested by applying a vacuum of 5-inches of Hg with
riser assemblies in place.
f. Each failed tank shall be tested again. In the event that the tank does not pass
the second test, the Contractor shall remove and replace the tank at no
additional cost to the owner.
10. Septic Tank and Recirculation Tank shall meet the following additional criteria:
a. Minimum liquid depth of 36 inches.
b. Minimum airspace of 9 inches.
c. Length shall be at least twice as long as the width.
d. Septic tank shall be constructed with a baffle wall dividing the tank interior 2/3rd
to 1/3rd. The baffle wall shall be constructed to permit passage of effluent
through a slot or holes located between 45 and 55 percent of the interior depth.
e. Recirculation tank shall be a true two compartment(s), with a baffle wall dividing
the tank interior 2/3rd to 1/3rd. The baffle wall shall be constructed so liquid
levels in either compartment are independent and liquids will not by-pass
11

between compartments except as designated by the system's treatment flow
path.
f. Septic tank shall be fitted with an effluent filter that extends down to 50 percent
of the liquid depth of the tank.
Piping Installation and Testing
1. Piping shall be PVC and of type and size as shown on the construction drawings.
Piping shall be installed with a minimum of three (3) feet of cover unless shown
otherwise on the construction drawings.
2. Piping shall be installed to be able to meet a pressure test whereby the pressure
remains constant for a minimum of two hours, and the allowable leakage is not more
than 10 gpd/inch of pipe diameter/mile.
3. Any line installed under the driveway shall be sleeved in Class 52 Ductile Iron Pipe
and extend a minimum of 5 feet on either side and as shown on the construction
drawings.
4. EZ Treat shall provide the bypass valve and all specialty fittings. PVC piping and
connections are the responsibility of the contractor.
E-Z Treat Dosing Pump and Control Panel
1. The E-Z Treat dosing pump shall be Sta-Rite_STEP 20 model for operation on a single
phase, 115 Volt service, or preapproved equal.
2. The control panel shall be an American SR-12 simplex panel. The panel shall have
one on/off timer, high/low water alarm, and low water level/run dry pump protection.
3. The control panel shall be in a NEMA 4X enclosure, installed in accordance with the
manufacturer's recommendations, and within 10 feet of the E-Z Treat unit.
4. No splices may be placed in the pump tank or riser. All splices shall be made above
ground in a NEMA 4x junction box.
5. Control and alarm circuits shall be on separate circuits.
6. The audible/visual alarms shall be external to any structure.
7. Timer on the panel shall be preset for a 2 minute on/ 10 minute off regime which may
be changed at the engineer's or manufacturer's discretion.
8. Panel must include daily, 7-day and 30-day logging capabilities.
3.3 Post Aeration Apparatus
The post aeration apparatus shall be constructed of concrete with a Class C rip -rip energy
dissipater as shown on the Engineering Drawings. During excavation remove spongy and
otherwise unsuitable material and replace with approved material. Loosen exceptionally hard
spots and re -compact. Take every precaution to obtain a subgrade of uniform bearing power.
12

When necessary, compact subgrade with a high-energy mechanical tamper. Compaction shall
be a minimum of 95% of Standard Proctor to within 2' of final grade and 100% of Standard
Proctor in the upper 2' in accordance with ASTM D 698. Concrete shall be of Standard weight
concrete, ready -mixed concrete conforming to ASTM C 94. Maximum size aggregate of 1".
Maximum slump of 4". Minimum compressive strength at 28 days, 3,000 psi. Concrete shall
comply with requirements of Section 03300 - Cast -In -Place Concrete for air entrained concrete.
Concrete shall be places on a 4" aggregate base. Forms shall be -wood or steel, straight, of
sufficient strength to resist springing during depositing and consolidating concrete, and of a
height equal to the full depth of the finished paving. Provide an industry standard sealant.
13

4.0 SITE PREPARATION
4.1 Clearing & Grubbing
The disposal areas must be cleared and grubbed. Clearing and grubbing allowed in in areas
as needed for equipment access and tank setting but is to be minimized
4.2 Seeding & Mulching
Fertilizing, seeding, and mulching of disturbed areas not utilized for the drainfield installation
shall be completed within ten (10) working days following completion of system installation
and final inspection of the system by the project engineer or local health department. This may
require that a temporary seeding mixture be used during given dates of the year when
permanent seeding would not be allowed.
Jute, Excelsior or Mulching
All seeded areas shall be mulched. Grain straw may be used as mulch at any time of the year.
If permission to use material other than grain straw is requested by the Contractor and the use
of such material is approved by the Engineer, the seasonal limitations, the methods and rates
of application, the type of binding material, or other conditions governing the use of such
material will be established by the Engineer at the time of approval.
Applying Mulch
(1) Mulch shall be applied within 24 hours after completion of seeding unless otherwise
permitted by the Engineer. Care shall be exercised to prevent displacement of soil or
seed or other damage to the seeded area during the mulching operations.
(2) Mulch shall be uniformly spread by hand or by approved mechanical spreaders or
blowers which will provide an acceptable application. An acceptable application will
be that which will allow some sunlight to penetrate and air to circulate but also
partially shade the ground, reduce erosion, and conserve soil moisture.
(3) Straw mulch shall be applied at the rate of not less than 2 tons per acre.
Maintenance of Seed and Mulching:
Areas where seeding and mulching have been performed shall be maintained in a satisfactory
condition until final acceptance of the project.
14

Erosion Control
(a) During the construction of the project, the Contractor shall be required to take the
necessary steps to minimize soil erosion and siltation of rivers, streams, lakes and
property. The Contractor shall comply with the applicable regulations of the
appropriate governmental agencies in regard to soil erosion control and
sedimentation prevention. Additional permitting may be required for erosion control.
It is the contractor's responsibility to make that determination and adhere to local and
state permitting requirements.
(b) The Owner will limit the area over which clearing and grubbing and excavation
operations are performed.
(c) Prior to the end of each work day on the project, the Contractor shall take the
necessary measures to protect the construction area from erosion.
(d) Temporary and permanent erosion control measures shall be accomplished at the
earliest practicable time. Temporary erosion control measures shall be coordinated
with permanent measures to insure economical effective and continuous erosion
control during the life of the project.
(e) Temporary erosion control measures shall include, but are not be limited to the use
of temporary berms, dams, dikes, drainage ditches, silt ditches, silt fences,
vegetation, mulches, mats, netting or any other methods or devices that are
necessary.
(f) Erosion control measures installed by the Contractor shall be suitably maintained by
the Contractor until the site is fully stabilized.
(g) Where excavation is adjacent to streams, lakes or other surface waters, the
Contractor shall not place excavated materials between the excavation and the
surface waters.
(h) Where live streams are crossed by the project, the Contractor shall exercise
particular care to minimize siltation of the stream. Temporary erosion control
measures shall be constructed. These may include but not be limited to use of coffer
dam in the stream, dikes, diversion ditches and/or temporary sediment traps at the
top of the banks, and silt fences on all creek banks. All temporary erosion control
measures shall be acceptably maintained until permanent erosion control measures
are established.
(i) Where runoff on natural ground may cause erosion of the trench or erosion of the
backfill in the trench, the Contractor shall construct temporary erosion control
15

measures. These may include but not be limited to diversion ditches, check dams
and silt basins or other suitable erosion control measures.
Q) Permanent seeding of disturbed areas shall be accomplished at the earliest
practicable time.
(k) Gravel construction entrances shall be installed at all locations used regularly as
ingress and egress to the project site.
(1) Stream and River Crossings
Diversion ditches shall be constructed at or near the top of each river bank at river
crossings. Localized stormwater runoff shall be diverted by way of the diversion
ditches away from the disturbed stream bank. Other specified erosion control
material shall be used in ditches and swales.
16

5.0 INSPECTION AND MONITORING PROCEEDINGS
5.1 Pre -Construction Meeting
A pre -construction meeting shall be scheduled which shall include the contractor, a DEQ
representative, the engineer or his representative, and the system(s) manufacturer
representative. Scheduling this meeting shall be the responsibility of the installation
contractor and all parties shall receive a minimum of one week's notice prior to the meeting
date scheduled. Any changes to the plans requested by the contractor or DEQ
representative will be discussed at this meeting and responded to within 3 business days by
the engineer.
5.2 Intermediate Inspection of the System during Construction
The contractor shall notify the engineer in time to inspect the site and insure proper installation
of the system components prior to backfilling.
Periodic inspections by project engineer during installation to assure compliance with agreed -
upon installation procedures for drainfield installation shall be required. A specific schedule
can be established at the preconstruction meeting.
5.3 Final Inspection & System Start -Up
A copy of the engineer's Inspection Form shall be provided at the pre -construction meeting.
This document shall be utilized during final system inspection and start-up.
Start-up Procedures
Start-up testing shall be required for all electrical and pressurized components of the onsite
wastewater system. Testing of all components to insure operation in accordance with
intended function shall be checked and recorded. Potable water shall be utilized for all system
testing.
17

Pumps and Controls
Potable water shall be introduced into the pump tank sufficient to activate (either by float
switches or time -dose) the pumping system for 2 on/off dosing cycles for the treatment pod.
All spray nozzles shall be checked to insure a consistent spray pattern over the media. A
minimum of 10 psi pressure shall be maintained in the pod distribution piping.
6.4 Regular Monitoring
Routine inspections of the system are required per the manufacturer's recommendations. The
inspections shall be contracted by the property owner and conducted by a private Certified
Operator other individual certified by EZ Treat. The monitoring schedule shall be consistent
with NCG55185.
Routine inspections shall include at a minimum:
1. checking the sludge levels in the septic tanks and pump tank.
2. cleaning the septic tank filters and grease trap filter.
3. checking the pumping system to insure both pumps are operational.
6.5 Residuals Management
Sludge generated in the treatment system as well as biomass buildup in the media pods
shall be monitored on a semi-annual basis. Should sludge build-up be identified, as
demonstrated by increased TSS in the effluent or by tanks checking with a sludge -judge,
the tankage should be pumped by a licensed septage hauler for disposal at a local
POTW permitted for off -site septage processing.
18

6.0 CALCULATIONS

6.1 Buoyancy Calculations

DOSE TANK
Assumptions
* Worst Conditions for tank upheaval are assumed to be with the tank empty.
--Input Value
Calculated Value
Density of H2O (lb/cu. ft)
Density of Soil (lb/cu. ft)
Density of Steel (lb/cu. ft)
Density of Concrete (lb/cu. ft)
Tank Dimensions
Concrete Tank Material
Length (ft)
Width (ft)
Height (ft)
Top Thickness (ft)
Wall Thickness (ft)
Bottom Thickness (ft)
Baffle Thickness - avg (ft)
Depth below G.S. (ft)
Volume of Tank (gal)
201 Volume of Tank (cu. ft)
_Weight of Tank (lb) from Mfr.
10,448 Weight of Tank Calculated
Effective Soil Weight
55.4 Volume of Soil over Concrete Tank(cu. ft)
5,539 Weight of Soil over Concrete Tank (lb)
Effective Weight of Water in Tank
gal/in in Tank
Depth above Pump (in)
0.0 Gallons below minimum liquid level over pump
- Weight of water in tank (lb)
Len
Tank
Force Analysis
15,628 Effective Downward Force (lb) = water in tank + wt concrete + wt of soil over buoyancy counter measures
12,513 Buoyancy Force (lb) = volume of submerged tank x density of water
yes Is downward force approximately 1.2 x buoyancy force?
The tank will not rise due to upheaval.
I Heioht
Ground Surface
Brooks Engineering Associates, PA 4/5/2019

SEPTIC TANK
Assumptions
* Worst Conditions for tank upheaval are assumed to be with the tank empty.
-_Input Value
Calculated Value
Density of H2O (lb/cu. ft)
Density of Soil (lb/cu. ft)
Density of Steel (lb/cu. ft)
Density of Concrete (lb/cu. ft)
Tank Dimensions
Concrete Tank Material
Length (ft)
Width (ft)
5: Height (ft)
0- 3. Top Thickness (ft)
0.2 Wall Thickness (ft)
0.3 Bottom Thickness (ft)
0. Baffle Thickness - avg (ft)
�._ Depth below G.S. (ft)
Volume of Tank (gal)
201 Volume of Tank (cu. ft)
Weight of Tank (lb) from Mfr.
13,879 Weight of Tank Calculated
Effective Soil Weight
69.0 Volume of Soil over Concrete Tank(cu. ft)
6,897 Weight of Soil over Concrete Tank (lb)
Effective Weight of Water in Tank
gal/in in Tank
Static Water Level (in)
0.0 Gallons below minimum liquid level over pump
- Weight of water in tank (lb)
Tank
Force Analysis
19,782 Effective Downward Force (lb) = water in tank + wt concrete + wt of soil over buoyancy counter measures
12,513 Buoyancy Force (lb) = volume of submerged tank x density of water
yes Is downward force approximately 1.2 x buoyancy force?
The tank will not rise due to upheaval.
Ground Surface
Brooks Engineering Associates, PA 4/5/2019

6.2 Pod Recirc Ratio

Run Time
Rest Time
Dose Cycle Time
Pods Dose Per Cycle
GPM per dose/pod
Gallons per Cycle
Cycles per Day
Recirculation Ratio
PROCESS DESIGN CALCULATIONS
POD DOSING REGIME CALCULATIONS
z min
10 min
12 min
1 pod
20 gpm
40 gal
120
5.00 to 1

6.3 TDH Calculations for Pod Dosing (and Pump Curves)

POD DOSING PUMP
TDH = AH + hm
where:
AH = elevation head
hm = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hm = (4.727 L/ d4.81) (Q/C)1.85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping: _
Diameter = inches (nominal) equals 1.59 inches (ID)
0.1325 ft.
NODE:
INPUTS
Elevation Head Loss Major Losses
Equiv. Length
Sum
No. inputs
Fittings
Details
Initial Elev.
Final Elev.
L
"C"
(FT)
Eq. Length
1
Pie
26.0
90 DEG ELL
threaded
5
25.00
45 DEG ELL
threaded
3
0.00
90 DEG TEE
threaded
7
7.00
COUPLING
threaded
1.5
1.50
GATE VALVE
threaded
1
2.00
GLOBE VALVE
threaded
45
0.00
ANGLE VALVE
threaded
22
0.00
1_
CHECK VALVE
threaded
14
14.00
5
45
4
3.5
3
a 25
2
is
t
0.5
0
Q (gpm)
/.H
hm (feet)
TDH
PSI
Velocity
3
7.00
0.08
7.08
3.1
0.54
5
7.00
0.20
7.20
3.1
0.91
10
7.00
0.71
7.71
3.3
1.82
15
7.00
1.51
8.51
3.7
2.72
20
7.00
2.57
9.57
4.1
3.63
25
7.00
3.89
10.89
4.7
4.54
30
7.00
5.45
12.45
5.4
5.45
35
7.00
7.25
14.25
6.2
6.36
40
7.00
9.28
16.28
7.0
7.27
45
7.00
11.54
18.54
8.0
8.17
EZ TREAT SPRAY NOZZLES
5 7 10 20 30 40 60 80 100 15C
PSI
-GPM
spray nozzle flow
75.46
GPM PSI
0.91
1.1
1.3
1.7
2.1
2.4
2.9
3.3
3.6
4.3
5
7
10
20
30
40
60
80
100
150
Brooks Engineering Associates P. 1 of 1 8/18/2016

7.0 Manufacturer Cut -Sheets
7.1 Tanks
7.2 EZ Treat

© 2008 Details Provided by APPIAN Consulting Engineers www.appionengineers.com 06/30/2008 — 3:48:28 PM
GENERAL NOTES:
1. Design specifications conform to latest ASTM C1227 specifications "Precast Concrete OUTLET _ o INLET
Water and Wastewater Structures" WATER = p
2. Concrete compressive strength 4,000 psi minimum. LEVEL
0 O
3. Steel reinforcing design to conform to the requirements of ASTM C890 specifications for O 0—_ —
"Structural Design Loading for Water and Wastewater Structures" and shall utilize grade Q N FLOW
60 re -bars conforming to the requirements of ASTM A615 or WWF conforming to the LO "' N
requirements of ASTM A185 or both. Place Additional reinforcing at all openings.
4. Optional Cast Iron casting with 24" dia. access in top section per NCDOT standards or ELEVATION
optional 20" round EZ set lid or as otherwise specified. Supplied by either Dellinger Precast r-
or customer. To be field adjusted using approved methods by contractor. OPTIONAL
5. Pipe penetration locations as per job requirements. Pipe inlet and outlet locations to ROUND LID '
have PSX Direct Drive boots or equal. Pipe Inlet locaions (typical 3 sides) to be knock
2
out pannels. Effluent Filter supplied by Dellinger. Inlet Tee & Pipe supplied by contractor.
6. Joints to be sealed with ConSeal CS102. butyl rubber joint sealant or r� I ;DIA
equal. Sealant meets or exceeds the requirements of latest federalspecification SS-S-0021(210-A), AASHTO M-198B,and ASTM C-990-91.
7. Lift Insert / Lift Eye Pin by M.A Industries or equal, j 5" 2
Cast-in by Dellinger Precast. Lifts meet or exceed L - - - - _ _ _ - - J
OSHA requirements. '. ` 52„ TOP &
8. Method of namufacture is Wet Cast. ■
9. Sections are monolithic. Weights: "(0.) W: 46�Cj.�)DIM'BOTSOM
Top Section 4,271 ±lbs. 1�" 11 � ��.p
)
Base Section 4,426 ± lbs.
10. I.D. = Inside dimension 106p.) 4" KO INLET
O.D. = Outside dimension 100 ' (TYP. 3 SIDE)
L =Length TEE - SEE
F�G�
W =Width II NOTES 3 & 5
H = Height ' �� r I
0
LO
u
0
0
u,
NOTES 3 & 4
IMPRINT:
0- STB-79
F__ 1000 Gal.
Y
U
= 4" OUTLET
~ EFFLUENT
FILTER
M NOTES 3 & 5
30% LIQUID -
DEPTH FROM
BOTTOM. BOTH
SIDES. NOTE 10
w
rn
co
v 4" WIDE
= SLOT
CV
Cl) 3" THICK
1 WALLS TYP.
,108
TP�K Z„ 1'�
�G
113
2" x 6 1 /2"
VENT AT TOP
OF BAFFLE
TOP
SECTION
'Y\S
AMID SEAM
DIM'S
I
I
60
N '
tom`.
�h \
NOTE 3
4" THICK BAFFLE
@ BASE & TOP
iff
1,000 Gallon (Mid Seam)
SEPTIC TANK
4531 North Hwy 16 - Denver, N.C. 28037 ■ Phone: [phone] ■ 704-483-2868 - Fax: [phone]
BASE
SECTION
Scale:
Not To Scale
Revision Date:
February 2008
Detail #
ST-1,000-MS

-
4
Top View
60 ".5
54.5" 20
Access openings to receive
concrete lids, rings/covers,
aluminum hatch, or as specified.
a
Side knockouts to receive
4" pipe or as specified.
26" _-A
3"
}
ConSeal
CS102, 20 " --� - 26 " -
butyl rubber -
sealant or
equal in all
joints.
Outlet
' Inlet
Inlet port opening 4" State approved
rubber boots. Outlet port opening 2"
State approved rubber boots.
45 " 43 "
Plan View
PT - 283
Non Traffic Rated
Liquid Capacity 1,000 Gallons
4000 PSI (min) Concrete
Est Weight: Top 1,712 Ibs; Base 5,865 Ibs
Manufactured By:
By_
DELLINGER PRECAST, iNC.
4531 North Hwy 16
Denver, NC 28037
Phone [phone]
704-483-2868
Fax [phone]
NPCA Certified Plant
21.47 Gallons/inch
54
50 "
60 ".5" _ ..
_ 26" 4"
60.5"
54.5"
End View
4 ,.

E-Z ��►TREAT
PO Box 176
Haymarket, Virginia 20168
Re -Circulating Synthetic Sand/Gravel Filter
Reuse Independent Testing
BOD-2.6/TSS-1.8/Turbidity-2/Ph-7/Nitrogen Reduction 66%
NSF
C.Mn.d to NSF/ANSI Standard �O
Class I

E-Z Treat Re -Circulating Synthetic Sand Filter System Overview
YV
i
V
EPA Design Guidelines
Figure 1. Typical Recirculating sand filter system
Inflow
I
Concrete
or
liner enclosure
Distribution Ones
.............
Septic tank
C,
ixecx%
Filter
endI ----
effluent
......
---
Outflow 4--=
float
Ball
Open sand fifter Underdrain
valve
Pump
Recirculation/dosing tank
E-Z TREAT
RECIRCULATION SAND/MEDIA FILTERS
ISTRIBUTION LINES
SEPTIC TANK
INFLOW
RECIRCULATION PUMP
DISCHARGE
BALL FLOAr-7w
VALVE -J�,_PUMP
RECIRCULATION/DOSING TANK

E-Z Treat System Technology
As the U.S. EPA document "Technology Assessment of Intermittent Sand Filters" states:
"Intermittent sand filter filtration of wastewater is not new technology" the concept was employed
in the U.S. in the mid-1800's. "Intermittent sand filters are ideally suited to rural community
clusters, small cluster homes, individual homes and business establishments. They can achieve
advanced secondary or even tertiary levels of treatment consistently with a minimum of attention."
(Anderson, et al, 1985) The EPA points out that sand filters operate reliably in a trouble free
manner and the technology is very "fail safe" in that it is inherently stable. The biology of the
system is quite diverse, typically including many trophic levels of microorganisms, and some
macro organisms. (Calaw et al, 1952, Calaway, 1957) These characteristics render the process
inherently resistant to upset and also allow it to readily accommodate sanitations where loading is
highly non -uniform.
Design
Many types of media are used in packed -bed filters. Washed, graded sand was the most
common. Other granular media used include crushed glass, garnet, anthracite, plastic, expanded
clay, expanded shale, open -cell foam, extruded polystyrene, and bottom ash from coal-fired
power plants.
Media characteristics can limit the number of doses possible. Media re -aeration must occur
between doses. As the effective size of the media decreases, the time for drainage and re -
aeration of the media increases. The BOD51oading should decrease with decreasing effective size
of the sand.
Recirculation tank sizing
For single-family home systems, the recirculation tank is typically sized to be equal to .75 to 1
times the design peak daily flow.
Recirculating filter performance
dSingle-family home filters. media: es = 4.0 mm; uc = <2/5. Design hydraulic loading (forward
flow)= 25 gpd/ft2. Recirculation ratio = 5:1. Doses per day = 48. Open surface, winter
operation.
RSFs are extremely reliable treatment devices and are quite resistant to flow variations.
In general, gravel RSF systems are far less prone to odor production than RSFs. Increased
recycle ratios should help minimize such problems. However, power outages will stop the process
from treating the wastewater, and prolonged outages would be likely to generate some odors.
Operating Costs
Power costs for pumping at 3 to 4 kWh/day are in the range of $90 to $120

The E-Z Treat System incorporates technology resulting from years of independent research in re-
circulation sand bio filtration. Our system applies each area of this technology in a pre -packaged system,
insuring consistent in the field performance reducing BOD, TSS and Total Nitrogen. E-Z Treat System
addresses media size and composition, drainage and ventilation, optimum dosing cycles per hour, depth
of filter media, pre-treatment of effluent, pre -filtering of effluent to insure particle size, even distribution of
effluent over the media and piping design that optimize treatment within the system.
E-Z Treat Loading Rates
In accordance with the EPA Design Guidelines and field testing of the E-Z Treat re -circulating sand/media
Filter Model # 600 can be continuously loaded at 750 GPD and 2 lb BOD Model# 1200 can be
continuously loaded at 1400 GPD and 4 Lb BOD. EPA research and testing has proven that system
designs, such as the E-Z Treat System, will produce a high quality effluent at loading rates in excess 25
gal/ft2/day.
System Overview
Prior to entering the re -circulating pump tank the effluent will be treated in an anaerobic chamber fitted
with an effluent filter; this filter should remove any solids greater than 1/16 inch. The second chamber will
be a re -circulation chamber fitted with a float ball by-pass valve and re -circulation pump. The float ball by-
pass valve connects, inside the re -circulation tank, to the 4 inch return line from the sand filter. The float
by-pass valve maintains a constant liquid volume in the re -circulation tank. The float by-pass valve allows
the effluent to be constantly re -circulated through the sand/media filter discharging only the daily forward
flow volume after it has passed through the filter. In designs using an external splitter box the float by-
pass valve would be eliminated from the re -circulation chamber.
The following are recommended System & Re -Circulation Chamber sizes and Timer Settings for year
round residential properties.
Min.
Number
Timer
Timer
Design
Septic
Re-Circ
of
Number of
Setting
Setting
Flow
Tank
Tank
Units
Units
Mod.#600
Mod.#600
Mod.#1200
Mod.#1200
Min.
GPD
Sizing
Gal.
Mod.#600
Mod.#1200
Min./On
Min./Off
Min./On
Min./Off
300
750
300
1
1
2.5
24
2.5
39
400
750
400
1
1
2.5
20
2.5
28
500
900
500
1
1
2.5
16
2.5
22
600
900
600
1
1
2.5
14
2.5
18
700
1000
700
1
1
2.5
21
2.5
15
800
1000
800
2
1
2.5
18
2.5
13
900
1500
900
2
1
2.5
15
2.5
11
1000
1500
1000
2
1
2.5
13
2.5
9
1100
1500
1100
2
1
2.5
12
2.5
8
1200
2000
1200
2
1
2.5
10
2.5
7.5
1300
2000
1300
2
1
2.5
9
2.5
7
1400
2000
1400
2
1
2.5
8
2.5
6
Note: Tank sizing are not exact and may vary (+ or - 10%) based on availability of locally produced
tanks.
9

.............................................
.............................................
...... - - am . .a w . 0000 a a No a a . r . . . ON am . ... .... • ....
.wraa...�....
..rr....raia�aaiaaiiaa■..��a.........r...
.�i:.aii.i�i-.ia ii aiiaiia
..
w•......��.aiaiiii.iii�iii.waw.w.rwaw......
..ram a .r".ami..aliriiiii,iiw �i.r.w..r••.....
tea.. a..woos
..,.ir.aaa'... r!. R. N.w M. a.�. iJ. as wa a...... = Mao..
..
..ia ...a.�..waia " iais�iiiiirwri�•••r•
a. am as as aa..r as wa.� is to a�..ai_� i a...a �. •�• w �• -•
■..raaMAN as mom aa.a.a as w is i i i.7*.■ia"lw-a•-m-aa.
■rr...�ara 6. a a a a. a ai.a a a�aaa a a We a aa.a
.r..ra..w.i.aa-a.iaiaa.a.■ o ■iaa.aaaawaaa•-a•••
■......wwi■aaia..aiaisiiisi.i�.iaa..r....a....r.
■..........•ia�..... Sam moos memo aaa.w...
...ra.iaa.■■i■iiiaiii��i�.iaaaa.�...a.a....-•
..a.maw.a.wiwaa.w.�i���iiia��.w��.*.awwa-a-a.
.....ww.aaawwaaa...awaaiaiiaasaaaa.a.w•w•+•-�
Iwl.l.� is IF a a a a i a a a i i iii i i i a i a■i a a a a a a s w e wa"
-=maiSiiaaaaiii.iii0i*i60a0iaaiiaaaowiw=d

This media is very uniform and provides ample surface area for biological growth. The media also has
enough voids to accommodate good air and liquid flow; these void spaces also allow the passage of very
small solids that would clog many filters. The media is very lightweight making it resistant to compaction
which can lead to poor air and liquid flows, a problem that plagues many media filters. The media
consists of lightweight, non -biodegradable plastic spheres.
Model # E-Z Treat 600
-. _.__.. 49
/" SAL
3.25 �-
�n�•n MODEL — 600
�In -DWa. -140m
SCALE: 1:74WEMGWT-.. ..... SHMI&I
E-Z Treat Model# 1200
91; (W)
_ _-._ saes onaawee s•eraro w,E
__._ � Horace occwu i • ea rrt
—. ,..—•..•- THEE MCY CECM1l t MO wren ...
'w•rerr a
re�4eM i am a.
Iwomewrs IYie AarleaR
'.warm i IMYFMp1 oow�C+uRawyo
,LL VALVE
TILE'
SIU DWG. NO
A E—Z TREAT-3
SCALE: 1:50WEIGHT: SHEET 1
5

Spraying Systems CO.'
P Y
y Experts in Spray Technolog
Spraying Systems Co: INDUSTRIAL SPRAY PRODuc-T's Request a FREE PrInted Copy]
Home Experts in Spray Technology Catalog 70 US 1.800.95.SPRAYor click here
Catalog 70 USSection BB5
Email this page
Previous PacieNext Page
B5 - FullJet® Spray Nozzles, Standard Spray
Performance Data
*At the stated pressure in psi.
Nozzle Type
Capacity
Spray
Orific
Max.
per )
(gallons minute)*
Angle
(°) *
Inlet
Standard
Wall
Angle
g
Capa
e
Free
Con
Type
Mounted
Y cit
Dia.
Pass
Size
Nom.
(in.)
(in.)
Diae
G
G
(in.)
G
H
G
GA
G
5
7
10
20
30
40
60
80
100
150
7
20
80
G
H
D
D
D
A
•
1
.031
.025
.07
.08
.10
.14
.17
.19
.23
.26
.29
.35
-
58
53
•
1.5
.047
.025
.11
.13
A 5
.21
.25
.28
.34
.39
.43
.52
52
65
59
•
2
.047
.040
.15
.17
.20
.28
.33
.38
.46
.52
.58
.70
43
50
46
•
3
.063
.040
.22
.25
.30
.41
.50
.57
.68
.78
.87
1.0
52
65
59
1/8
•
3.5
.063
.050
.25
.30
.35
.48
.58
.66
.80
.91
1.0
1.2
43
50
46
•
3.9
.078
.040
.28
.33
.39
.54
.65
.74
.89
1.0
1.1
1.4
77
84
79
•
5
.078
.050
.36
.42
.50
.69
.83
.95
1.1
1.3
1.4
1.7
52
65
59
•
6.1
.094
.050
.44
.52
.61
.84
1.0
1.2
1.4
1.6
1.8
2.1
69
74
68

•
6.5
.094
.063
.47
.55
.65
.89
1.1
1.2
1.5
1.7
1.9
2.3
45
50
46
•
10
.109
.063
.73
.85
1.0
1.4
1.7
1.9
2.3
2.6
2.9
3.5
58
67
61
1/4
•
12.5
.125
.063
.91
1.1
1.3
1.7
2.1
2.4
2.9
3.3
3.6
4.3
69
74
68
•
•
9.5
.109
.094
.69
.81
.95
1.3
1.6
1.8
2.2
2.5
2.7
3.3
45
50
46
•
15
.141
.094
1.1
1.3
1.5
2.1
2.5
2.8
3.4
3.9
4.3
5.2
164
67
61
3/8
•
20
.156
.109
1.5
1.7
2.0
2.8
3.3
3.8
4.6
5.2
5.8
7.0
76
80
73
•
22
.188
.109
1.6
1.9
2.2
3.0
3.6
4.2
5.0
5.7
6.3
7.6
87
90
82
•
16
.141
.125
1.2
1.4
1.6
2.2
2.7
3.0
3.6
4.2
4.6
5.6
48
50
46
•
25
.188
.125
1.8
2.1
2.5
3.4
4.1
4.7
5.7
6.5
7.2
8.7
64167
61
•
32
.203
.141
2.3
2.7
3.2
4.4
5.3
6.1
7.3
8.3
9.2
1i '
72
75
68
1/2
•
40
.250
.141
2.9
3.4
4.0
5.5
6.6
7.6
9.1
10.
15.
1�3.
88
91
83
•
50
.266
.156
3.6
4.2
5.0
6.9
8.3
9.5
11.
13.
14.
17.
91
94
86
4
0
4
4
•
2.5
.188
.172
2.1
2.5
2.9
4.1
4.9
5.6
6.7
7.7
8.5
10
48
50
46
3/4
•
4.0
.250
.172
3.4
4.0
4.7
6.5
7.8
8.9
10.
12.
13.
16.
67
70
63
7
3
6
4

STA- RITE®
c
S -us
The STEP Plus* 4" submersible
filtered effluent pumps in 10,
20, 30 and SO GPM models offer
dependable performance and
value for high pressure filtered
effluent applications.
These STEP Plus pumps will
handle "dry run" conditions
where other manufacturers fail.
The 10, 20, 30 and SO GPM are
industry standard 3-314" in
diameter.
■ Filtered Effluent... for residential,
commercial, and agricultural use.
Shell - Stainless steel
Discharge -
10, 20 and 30 GPM models:
fiberglass -reinforced thermoplastic;
50 GPM models: stainless steel
Discharge Bearing - Nylatron®
Impellers - Delrin"
Diffusers - Polycarbonate
Suction Caps - Polycarbonate with
stainless steel wear ring
Thrust Pads - Proprietary spec.
Shaft and coupling - Stainless steel
300 grade
Intake - Fiberglass -reinforced
thermoplastic
Intake Screen - Polypropylene
jacketed Cord - 300 Volt "SOOW"
jacketed 10' leads (2-wire with
ground); optional 20', 30', 50' and
100' lengths available
Delrin® is a registered trademark of
E.I. DuPont de Nemours and Co.
Nylatron® is a registered trademark
of Polymer Corp. ST.E.P. Plusm is a
registered trademark of Pentair Water.
In order to provide the best products
possible, specifications are subject to
change.
ST E m Pm I%v c,
SIA-RITE EFFLUENT PUMP
Proven "Floating Impeller"
Staging System - Incorporates
Pt -in -class performance, sand
handling and thrust management
staging system with the industry
exclusive "dry -run" design element.
Reinforced engineered composites
and stainless steel, offering high
resistance to corrosion and abrasion.
Discharge - Tested -tough, fiberglass -
reinforced thermoplastic, with proven
internal check valve. Large wrench
flats and rope hole.
Shell - 300-grade stainless steel
pump shell offers high corrosion
resistance.
Shaft - Hexagonal 3/8", 300-grade
stainless steel pump shaft; offers
generous impeller drive surfaces.
Shaft Bearing - Exclusive self-
lubricating Nylatron bearing resists
wear surface from sand.
Motor Bracket - Tested -tough,
fiberglass -reinforced thermoplastic;
incorporates an integral suction
screen.
Customer Service: [phone] ■ Fax Orders: [phone] ■ www.pumps.com ■ Pentair Water ■ Delavan, WI 53115 USA ■ S5594SES

STA-RITE'
CAPACITY LITERS PER MINUTE
0 25 50 75 100
300
250
w 200
W
LL
Z
0
w 150
x
J
Q
0 100
50
0 10 20 30
CAPACITY GALLONS PER MINUTE
CAPACITY LITERS PER MINUTE
0 25 50 75 100 125 150 175
1 I I I 1 I I
n5
2
300
80
250
rn
60 W W 200
W
W LL
4` z
z 0
Q 150
40 = _
J
a �
0 ° 100
20
50
00
60
175
sTF
A
10
SO
F 150
? 125
a
1ay1
J 100
Q
OF 75
__...
STFA
ST
�3A
a
tiA
_
,(,
40
Q h-
uj
LL
40 g z
z
Q W
w
30 J F
0
20 ~
-...
o'
a
2
7/ 7Yp
so
_
2S
110
0
10
20 30
40
50
0
CAPACITY
GALLONS PER MINUTE
CAPACITY LITERS PER MINUTE
D 25 50 75 100
I I I I i
i
S�Fp?
i
0 10 20
CAPACITY GALLONS PER MINUTE
T 80
10
30
CAPACITY LITERS PER MINUTE
0 50 100 150 200 250 300
H II r I I I I i
so
IN
h1lb.10
is
MEN
Ill
I
I
I
bN-
lbo-
on
III
III
_1;,
1
00211!112
411111
�
I�
rll
35
30
25 Cr
W
w
w
i
20 z
a
w
15 x
J
Q
F
0
F
10
5
— 0
0 10 20 30 40 50 60 70 80
CAPACITY GALLONS PER MINUTE
Customer Service: [phone] ■ Fax Orders: [phone] ■ www.pumps.com ■ Pentair Water • Delavan, WI 53115 USA ■ S5594SES
3

STA- RITE®
ORDERING •R•
Catalog
Number
HP
Stages
Max.
Load
Amps
Volts
Phase/7Length
Cycles
STEP10
1/2
6
10.5
11S
1/60
STEP20
112
5
10.5
115
1/60
10'
STEP30-05121
1/2
3
9.S
115
1/60
10'
STEP3OX20FT--05121
1/2
3
9.5
11S
1/60
20'
STEP30X30FT-05121
1/2
3
9.5
115
1/60
30'
STEP30-05221
112
3
4.7
230
1/60
10'
STEP30X20FT-05221
1/2
3
4.7
230
1/60
20'
STEP3OX30FT-05221
112
3
4.7
230
1/60
30'
STEP30-10221
1
5
9.1
230
1/60
10'
STEP30X20FT-10221
1
5
9.1
230
1/60
20'
STEP30X30FT-10221
1
5
9.1
230
1/60
30'
STEP30-15221
1-112
6
11.0
230
1/60
10'
STEP30X20FT-1 S221
1-112
6
11.0
230
1/60
20'
STEP30X30FT-15221
1-1/2
6
11.0
230
1/60
30'
STEPSO-10221
1
3
9.1
230
1/60
10'
STEPSOX20FT-10221
1
3
9.1
230
1/60
20'
STEPSOX30FT--10221
1
3
9.1
230
1/60
30'
STEP50-1 S221
1-112
4
11.0
230
1/60
10'
STEPSOX20FT--15221
1-1/2
4
11.0
230
1/60
20'
STEPSOX30FT-1S221
1 1/2
4
11.0
230
1/60
30'
RFCIRC PUMP
PERFORMANCEPUMP
Gallons/Liters
per Minute
Head
(Feet/Meters)
PSI
Catalog
Number
STEP 10
0/0
255/78
110
5/19
228/69
99
10/38
170/52
74
12.5/47
120/37
52
STEP20
0/0
180/55
78
7.5/28
160/49
69
15/57
135/41
58
20/76
115/35
50
25/95
75/23
32
STEP30-OS221 &
STEP30-05121
0/0
102/31
44
8/30
100/30
43
16/61
97/30
42
24/91
84/26
36
30/114
68/21
29
36/136
47/14
20
STEP30-10221
0/0
171/S2
74
8/30
166/S1
72
16/61
162/49
70
24/91
140/43
61
30/114
114/35
49
36/136
78/24
34
STEP30-15221
0/0
206/63
89
8/30
203/62
88
16/61
199/61
86
24/91
176/54
76
30/114
146/45
63
36/136
101/31
44
STEPSO-10221
0/0
90/27
39
10/38
86/26
37
20/76
83/25
36
30/114
79/24
34
40/152
71122
31
50/190
62/19
27
60/227
49/15
21
70/265
27/8
12
STEPSO-15221
0/0
120/37
52
10/38
115/35
50
20/76
110/34
48
30/114
104/32
4S
40/152
95/29
41
50/190
82/25
35
60/227
65/20
28
70/265
36/11
16
Customer Service: [phone] ■ Fax Orders: [phone] ■ www.pumps.com ■ Pentair Water ■ Delavan, WI 53115 USA ■ S5594SES

Operation and Maintenance E-Z Treat Sand/Media Filter
1-703-7534770
E-Z Set Company requires regular inspection and maintenance of the E-Z Treat Re -
Circulating Sand/Media Filter, as a condition of purchase and ongoing operation
compliance. The mandatory service contract will include a performance based system
inspection. The service provider must be trained and certified by E-Z Set Company.
All inspection and maintenance reports must be forward, along with any additional
documentation, to E-Z Set Company, the local authorized E-Z Treat Dealer and all
required or designated regulatory agencies.
The following is a list of the routine maintenance and cleaning procedures that are
required by E-Z Set Company. Failure to perform the required system maintenance could
reduce the desired performance of the system and will void the warranty on the E-Z Treat
Sand Filter System.
Semi-annual inspections the first year of operations and annual inspections thereafter.
E-Z Treat Re -Circulating Sand/Media Filter Model # 0600
Capacity of Model #0600 - 700 GPD Residential Strength Effluent
E-Z Treat Re -Circulating Sand/Media Filter Model # 1200
Capacity of Model #1200 —1400 GPD Residential Strength Effluent
Septic Tank
The septic and re -circulation tank shall be inspected annually to ensure they are operating
properly. Remove the access covers over the tank openings to perform the inspection.
1. Verify the lid and riser assemblies are watertight. Check for any damaged,
water weeping marks, holes or cracks. The system must remain watertight to
perform properly.
2. Remove, clean and replace the outlet effluent filter in accordance with the
instructions provided by the effluent filter manufacturer.
3. Inspect the liquid level in the septic tank, it should be level with the bottom of
the outlet pipe.
4. Inspect the effluent and scum layers in the septic tank. Look for oil or any
other contaminants that are not normal.
5. Verify the tank has received its scheduled pumping and cleaning. Check the
solids layer in each of the tanks. If the solids layer is excessive have the tank
pumped.
Re -Circulation Tank
The re -circulation tank shall be inspected annually to ensure it is operating properly.
Remove the access covers over the tank openings to perform the inspection.
Verify that the lid and riser assemblies are watertight. Check for any damaged, water
weeping marks, holes or cracks, the system must remain watertight to perform properly.

Operation and Maintenance E-Z Treat Sand/Media Filter
Re -Circulation Tank
1. Inspect the liquid level in the re -circulation tank, it should be level with the
bottom of the outlet pipe.
2. At initial Starting -Up of the system remove the end caps from the spray
manifold. Operate the re-circ pump by turning the pump control to the "Hand -
On" position. Let the pump run for 1 (one) minute the turn the pump control
to the "Off' position repeat this procedure three times to flush any
construction debris such as dirt or pipe shavings from the spray manifold.
Replace the end caps "Hand Tight" do not use wrenches or pliers. Re -set the
pump control selector switch to the "Auto" position.
3. Inspect the float by-pass valve. Manually start the re -circulation pump and
observe the float ball valve, the ball should drop as the liquid in the re-
circulation tank drops the effluent returning from the sand filter pod should
flow back into the re -circulation tank and should not flow out the discharge
pipe.
4. Verify that all the re -circulation pump floats are in good condition, properly
secured to the float bracket and are able to move freely within the re-
circulation tank.
5. Observe the system as it re -circulates. Visually verify all flows thru the
system.
Control Panel/Pumps/Alarms
1. Check the functions of the E-Z Treat Sand Filter control panel.
Control: Main Control "On/Off Switch"
Function: Turns Power ON or OFF
Control: System Setting,Switch "Manual ON" and "Auto On"
Function: "Manual ON" overrides all Float Switches and Time Clock
Switches "Auto On" allows for normal operations dictated by the Time Clock
and Float Switches.
Control: Time Clock "Minutes On" and "Minutes Off'
Function: Controls run time of re -circulation pump i.e. GPD re -circulated thru
media
Control: High and Low Water Alarm "Alarm On", "Alarm Auto" and
"Alarm Silence".
Function: "Alarm On" will manually turn on the audio/visual alarms. "Alarm
Auto" is the normal operational setting and "Alarm Silence" turns off the
alarms.
2

Operation and Maintenance E-Z Treat Sand/Media Filter
1-703-7534770
Check re -circulation pump. Place the system in the manual mode by turning the re-
circulation pump switch to "ON". The re -circulation pump should begin to supply
effluent to the spray nozzles in the treatment pod.
2. Check the voltage and motor amp draw and record the readings. If the readings
are beyond the limits of the NEC recommendations, have an electrician check the
main service line feeding the system control panel.
3. Place the system in the normal operating mode by turning the re -circulation pump
switch to "AUTO". Verify the Time Clock ON/OFF settings are the same as set at
system start-up. Record those timer settings in the system log.
4. Verify the accuracy of the system ON/OFF Timer Clock. To accomplish this use a
stop watch and verify the length of time the re -circulation pump is OFF then
verify the time the re -circulation pump is ON, those times should match the
ON/OFF Timer Clock settings in the control panel.
Re -Circulation Pump Time Clock
Window Will Display OFF Sec., Min. or Hr.
Light Will Burn Green to Indicate Re- Rotate OFF Dial Until Min. Appears in Window
Circulation Pump is OFF
Light Will Burn RED to Indicate
Re -Circulation Pump is ON —
Rotate Dial to Desired Minutes ON
OFF Dial Seconds, Minutes or Hours
Window Will Display ON Sec., Min. or Hr.
Rotate ON Dial Until Min. Appears in Windo
ON Dial Seconds, Minutes or Hours
Rotate Dial to Desired Minutes OFF
Clock Face Dial Will Change the Clock Face
From a Maximum Time of 1.5 Units to a Maximum
of 30 Units. Always Set the Clock Face to 30.

5. Confirm the operation of the visual and audible "HIGH" and "LOW" water
alarms. The control has an alarm switch clearly marked Alarm "ON", Alarm
"Auto" and Alarm "Silence" Place the Alarm Switch in the "ON" position, you
will hear a loud buzzer and see a red flashing light. Move the switch to the
Alarm" Silence" position the red light and buzzer will go dormant.
6. Once the alarms have been triggered return all settings to their original position of
Alarm "AUTO" (If applicable, verify the operation of the telemetry unit by
checking the alarm notations on the website.)
7. Verify the floats are operational by manually raising and lowering the floats to
simulate the systems normal operation. Verify proper operation of "High Level
Float" by lifting the float while the system Timer Clock is in the "OFF" time
mode, the re -circulation pump should turn on over riding the "OFF" timer, the
Visual and Audible alarms should activate. Return the float to its normal position
the re -circulation pump will turn off. Reset the alarms and manually lower the
"Low Water Float" with Timer Clock in the "ON' mode, the re -circulation pump
will turn off and the visual/audible alarms will activate. Return the float to the
normal position and the re -circulation pump will run. Reset the Alarms.
8. Properly re -install and secure all tank accesses!
E-Z Treat Sand/Media Filter
The E-Z Treat Sand Filter should be inspected to ensure it is operating properly. Remove
the pod cover to perform this inspection.
Take a grab sample of the effluent check for:
a. Odor, the effluent may have an earthy or musty smell there should be
no strong or offensive odors present.
b. Color, the effluent should be clear and absent of any color.
c. Solids, there should be no visible suspended solids
d. Solids, let sample set for 15 minutes, there should be no visible settling
of solids.
e. Test the pH, it should measure 6.9 to 7.5
If there is odor, color or solids clean the media.
If the Ph is below 6.9 reduce the re -circulation rate by increasing to "Off'
time on the Time Clock Control. Recheck the Ph in 90 days.
2. Observe the spray distribution nozzles during operation. If a nozzle appears to
be clogged or if the spray pattern is not uniform, remove the nozzle and clean
the nozzle using a pipe stem cleaning brush.
4

Operation and Maintenance E-Z Treat Sand/Media Filter
1-703-7534770
3. Record the pressure reading on the distribution manifold gauge. Compare that
pressure to the pressure recorded at the previous inspection. The pressure
should read 18 to 27 PSI.
a. Verify the pressure gauge on the spray distribution manifold is
performing properly.
b. Verify the flow rate at the spray nozzles (it should be 1.75 to 2 GPM).
c. Verify the re -circulation pump is the same make and model pump that
was specified for the original installation.
d. Verify the re -circulation pump is performing in accordance to the
pump manufacturers' specifications including amp draw and flows at
specific pressures.
e. If the pressure is above the prior recording or above the start up
setting, open the ends of the distribution manifold lines, manually start
the re -circulation pump and allow it to run for 5 minutes. This should
flush out the spray distribution lines. If the pressure remains too high,
after cleaning the spray nozzles and flushing the spray distribution
lines, adjust the pressure to the desired PSI using the ball valve on the
main spray distribution supply line.
f. If the pressure/flow is too low check for cracks, breaks or obstructions
in the main distribution supply line.
4. Verify the treatment pod is properly draining by looking down the pod side
wall vents, there should be no standing water, the bottom of the pod should be
visible.
5. Visually inspect the surface of the treatment media for:
a. Holes, tears, loose seams
b. Foreign material
c. Black color on media (media should have light brown tint)
d. Excessive bio mat growth
e. Ponding
f. Clumping of the media.
Note: If any of these conditions exist the media needs to be cleaned or replaced.
6. Lift the corners of the media mattress and visually inspect the sides and
bottom of the treatment media for:
a. Holes, tears, loose seams
b. Black color on media (media should have light brown tint)
c. Excessive bio mat growth
d. Clumping of the media.
Note: If any of these conditions exist the media needs to be cleaned or replaced.
5

Operation and Maintenance
Cleaning the Filter Media
E-Z Treat Sand/Media Filter
1-703-753-4770
Depending upon influent strength and influent volumes, excessive biological growth can
accumulate inside and on the surface of the media filter after 3 to 5 years of use. Cleaning
of the media is a very simple and easy 10 step process.
Step One: Turn off power to any discharge pump.
Step Two: Remove the treatment pod cover and remove the spray distribution
manifold.
Step Three: Connect wash down hose to the main spray distribution supply line.
Step Four: Manually turn on the re -circulation pump.
Step Five: Pressure wash the surface of the media mattress, the wash water will
drain into the re -circulation tank and will be re -used as wash water.
Step Six: Roll the media mattress and wash the sides and bottom of the media
mattress.
Step Seven: After the media is completely cleaned properly place the media
mattress in the treatment pod.
Step Eight: Re -Install the spray distribution manifold.
Step Nine: Pump out and clean the Re -Circulation Tank removing all the wash
down water. Pump out the Septic Tank.
Step Ten: Turn on power to discharge system and return the treatment system
from Manual mode to Automatic mode.
71

Operation and Maintenance
Replacement of Media Mattress
E-Z Treat Sand/Media Filter
1-703-7534770
If the Filter Media is exposed to excessive concentrations of petroleum products, paints,
glues, waxes etc. it will become necessary to replace the media. The replacement process
it is a very fast and simple. Removing the media mattress should be performed by service
agents that are trained and certified by E-Z Set.
Step One: Turn off power to recirculation pump, discharge pump and controls.
Step Two: Pump the Septic tank and re -circulation tank to assure continued
service by residence during the replacement.
Step Three: Remove the spray distribution manifold.
Step Four: Lift the media mattress out of the filter pod.
Step Five: Place the mattress into the fiberglass Transport Container provided by
E-Z Set Company. The Transport container is easily hauled in a pickup truck or
on a light duty trailer.
Step Six: Install new Filter Media and replace distribution manifold.
Step Seven: Reset all system control settings to "AUTO" and turn the main
power switch to the ON position.
Once the mattress is returned to E-Z Set the material will be sent to the nearest re -cycler
to be reprocessed and sold on the open styrene market, disposal of this product is easy
and economical.
7

Attention System Owner and Users
Caution: Do Not Open or Enter Any System Components for Any Reason. If a
Problem Exists or You have Questions about Your System, Call Your Certified
Services Provider.
Once the E-Z Treat System is installed, a post -construction conference is
recommended. This is an opportunity to familiarize the owner with the system.
No attempt should be made to adjust any component of this system except by a
Certified Operator.
The E-Z Treat Sand/Media Filter System allows the homeowner to receive a high
quality, reliable and economical wastewater system that protects the environment.
As with any onsite wastewater treatment system, the homeowner should be familiar
with basic guidelines which help the system achieve repetitive, reliable performance.
Please do not hesitate to contact your certified operator or E-Z Set Company with
any questions, concerns or comments about your E-Z Treat Sand/Media Filter.
Users of the System..... Remember!
To assure proper performance of your E-Z Treat Re -Circulating Sand/Media
Filter, you should avoid disposing of the following products into your septic tank:
• Oil & Grease (kitchen waste)
• Water Softener backwash
• Wax & resins
• Petroleum Products
• Paint & Paint Solvents
• Pesticides
• Condoms & sanitary napkins
• Toxic substances (Liquid Plumber, Drano, etc.)
• Non -Biodegradable products (cigarette butts, antibacterial wipes, etc.)
• Any kind of septic tank additive (Rid-X, etc.)

E-Z TREAT Sand/Media Filter 703-753-4770
Owner's Guidelines
Attention System Owners and Users
Remember, As The Owner.....
• Keep heavy loads and traffic off of your onsite system components and
drainfield
• Never drive cars or trucks within 10 feet of any system access lids
• Landscaping or future building projects should be planned with the
drainfield and drainfield repair area in mind.
• Do not shovel or blow snow on top of your onsite wastewater system. This
will temporarily limit access to your system and could overload and
damage the system.
• Makes sure drainage from the house or around the property is carried
away from your onsite system.
• DO NOT OPEN OR ENTER ANY OF THE TREATMENT SYSTEM
TANKS, SEPTIC GASSES CAN BE TOXIC, CAUSING SERIOUS INJURY
OR DEATH!
6

E-Z Treat UV
703-753-4770
Cleaning Your UV Light System
Caution: Do Not Run UV Lamps Dry, Fill UV Housing With Water/Effluent
Before Turning On Power.
It is recommended the quartz tubes, housing the UV Lamps, be cleaned at least
every 12 months.
Caution: Always turn off the power to the UV system before any maintenance is
performed. Use extreme care when handling the fragile UV lamp assembly.
Step One: Turn Off power to the UV System!
Step Two: Disconnect the yellow, screw on, power cord going to the UV Lamp
assembly.
Step Three: Disconnect the UV Lamp assembly by lifting upward on the two
metal locking levers located just below the UV Lamp power cord connection.
Step Four: Lift the UV Lamp assembly upward until it is clear of the UV System
housing.
Step Five: Using a clean, damp sponge or clean soft cloth, wipe all residue from
the quartz tube. Clean stubborn dirty areas with a liquid glass cleaning product.
Caution: Do Not Scrape or Use Scouring Pads, this may scratch the quartz tube
and alter the performance of the UV system.
Step Six: Visually inspect each quartz tube for cracks or breaks; replace the UV
Lamp assemblies if they are cracked, scratched or broken.
Step Seven: Insert the UV Lamp assembly into the UV housing and lock in place
by pushing down on the metal locking levers. Use Caution to apply even pressure
on both locking levers at the same time.
Step Eight: Push the yellow power cords onto the UV Lamp assembly, take care
to align the two pins on the bulb with the two pin holes on the power cord, secure
the power cords by tightening the threaded ring on the power cords to the threads
on the UV Lamp assembly. Caution: (Finger Tight Only) Do Not use pliers,
wrenches, etc. to perform this maintenance.
Step Nine: Turn On Power to the UV System.
39

UV Intensity Calculations
Lamp Model: GPH793T5L
Length of Lamp = 31 7/32 inches
Diameter of Lamp tube = 13/15 inches
Lamp 254 nm UV Output, Po
12.8 W
Power Reduction Factor = 75%
Nom. Lamp Output, P = 9,600,000 uW
Chamber Diameter = 6 inches
Nominal Intensity =
Absorption Coeff., Kab =
Min. Effective Intensity =
Design Dosage =
Exposure Length =
Chamber Volume =
Lamp Volume =
Net Fluid Volume =
Req'd Retention Time =
Max Flow Rate =
631,358 uW/cmz
0.75 cm-'
4,749 uW/cmz
50,000 uW-s/cmz
29 3/32 inches
Ster-L-RayTM Ultraviolet Germicidal Lamp
22 mm sleeve outer diameter
(after 100 hours of operation)
(after 20,000 hours of operation)
(after 20,000 hours of operation)
(at lamp side of waste stream)
(Fluid required to be < 0.40/cm per VDH SCAT
regulations for wastewater which is exceeded
for conservative design)
(at outer wall of chamber using Beer -Lambert Law)
(per VDH SCAT regulations)
(length of lamp less 2 1/8")
3.561 gallons
0.074 gallons
3.487 gallons
10.5 seconds
19.9 gpm / chamber