WQ0012948_Modification_20200415

April 7, 2020

North Carolina DENR
Division of Water Quality
512 North Salisbury Street, 6th Floor Office #64ON
Raleigh, NC 27604

Attention: Permit Reviewer

Regarding: Wastewater Irrigation System – Minor Modification Application
Pisgah Wildlife Education Center
Permit No. WQ0012948
Application Cover Letter

Dear Sir/Madam:

Brooks Engineering Associates (BEA), on behalf of the North Carolina Wildlife Resources
Commission, appreciates the Division of Water Resource’s acceptance and review of this
application for a wastewater irrigation system modification. This letter is provided to
accompany the Wastewater Irrigation System Application (FORM WWIS 06-16).

The modification of the existing system consists only in a change to the treatment media and
media dosing pumps. The existing two 1500 s.f. sand filters are not covered and during
excessive rain events the dosing system becomes overwhelmed. The cost to cover the over 3,000
s.f. area has proven costs prohibitive so the encapsulated recirculating fixed media system has
been selected as the preferred alternative. The existing permit is for 7500 gpd. No changes are
being made to the pretreatment, disinfection, wet weather storage, or irrigation portions of the
system. Portions of the application pertaining to those components have been omitted.

The following items correspond to items identified on the application form checklist. The
supporting information is provided as indicated.

A. Cover Letter. This document is to serve as the Cover Letter.
B. Application Fee. The Minor Modification has no fee.
C. Form WWIS 06-16. The original copy of the Application Form is enclosed.
D. Property Ownership Documentation. The applicant is the state of NC and it is located
in the Pisgah National Forest.
E. Soil Evaluation. N/A
F. Agronomist Evaluation. N/A
G. Hydrogeologic Report. N/A
H. Water Balance. N/A
I. Engineering Plans. Enclosed.
J. Specifications. Enclosed.
K. Engineering Calculations. Enclosed.
L. Site Map. Site Map is included as Sheet N-1.1.
M. Power Reliability. Addressed with backup generator. Refer to application.
N. Operation and Maintenance Plan. Operation and Maintenance Manual updates for the
new WWTP are enclosed. A final revised O&M Manual will be provided prior to the
Permit to Operate.
O. Residuals Management Plan. This is a portion of the O&M Plan.
P. Additional Documentation. Existing Permit enclosed and Floodplain Encroachment
approval enclosed.

Again, we appreciate your timely review of this material. If there are any questions or issues that
can be resolved with an explanation, please feel free to contact me at [phone].

Sincerely,
Brooks Engineering Associates, PA

Mark C. Brooks, P.E.

Enclosed Submittals: Application Form WWIS 06-16
Engineering Plans
Engineering Specifications
Engineering Calculations & Submittal Sheets
O&M Plan
Existing Permit
Floodplain Encroachment Permit

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TABLE OF CONTENTS

1.0 System Summary & Project Information ............................................................. 1
1.1 Summary & Design Parameters ......................................................................... 1
1.2 Contacts ............................................................................................................ 2
1.3 Scope & Quality Assurance ............................................................................... 2

2.0 Piping & Collection System ................................................................................. 4
2.1 Location of Sanitary Sewage Systems ................................................................ 4
2.2 Sizing & Material ................................................................................................. 4
2.3 Burial .................................................................................................................................. 4
2.4 Steep Slope Installation .................................................................................................. 5
2.5 Trenching & Installation .................................................................................................. 5
2.6 Testing ................................................................................................................ 6
2.7 Valving ................................................................................................................ 9
2.8 Tracer Wire ......................................................................................................... 9

3.0 Treatment System .......................................................................................................... 10
3.1 Current Design ..................................................................................................10
3.2 Sand Filter Dosing System ................................................................................10
3.3 Sand Filter Replacements ..................................................................................12

4.0 Site Preparation & Abandonment .....................................................................13
4.1 Sand Filter Dosing Abandonment ......................................................................13
4.2 Sand Filter Abandonment ..................................................................................13
4.3 Seeding & Mulching ...........................................................................................13
4.3 Erosion Control ..................................................................................................14

5.0 Inspection And Monitoring Proceedings .........................................................16
5.1 Pre-Construction Meeting ..................................................................................16
5.2 Intermediate Inspection of the System ...............................................................16
5.3 Final Inspection & Start-Up ................................................................................16

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1.0 SYSTEM SUMMARY & PROJECT INFORMATION

1.1 Summary & Design Parameters

These specifications and accompanying engineering plans are for a wastewater treatment
system upgrades to serve the Pisgah Wildlife Education Center in Transylvania County North
Carolina. The facility has an existing sand filter system that is experience issues with rainwater
infiltration. The sand filter is to be replaced with a recirculating fixed media system. The fixed
media system has increased surface area in the media versus the sand and therefore requires
significantly less square footage, and has an enclosed top to prohibit rainwater infiltration. No
components associated with the irrigation system are to be repaired or replaced.

Existing Conditions
The existing onsite wastewater system is permitted as a Wastewater Irrigation System by permit
number WQ0012948. The system was designed in 1996 by McGill Engineering. The final
construction documents were utilized as part of this submission. The engineering plans
specified the following primary components:
 Initial septic tankage and collection lines from various wastewater sources at the Pisgah
Education Center,
 A sand filter recirculation tank utilized to dose the sand filter and receive recirculated
sand filter effluent.
 A “reuse water and wetland dose tank” utilized to dose the drip irrigation fields and
constructed wetland during wet weather events.
 A chlorination tablet feeder located in the reuse water and wetland dose tank.
 A pump house containing the control panels and the skid mounted Perc-Rite suction lift
centrifugal pump system utilized to dose the sand filter and drip irrigation fields.
 A 50’x60’ recirculating sand filter and recirculation ratio distribution box. The sand filter
effluent distribution system is via 40 laterals of drip tubing with 2 gph emitters.
 Six reuse drip irrigation zones with a total of 16,840 feet of drip tubing with 0.5 gph
emitters placed 24” o.c..

In 2018 system upgrades/repairs were made to the irrigation system replacing all of the drip
tubing, field valving, and the WSI pump skid and controls were updated to the most recent
model. Also, the dosing system to the sand filter was separated from the irrigation dosing
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function and separate pumps were employed to dose the sand filter on a separate time dosing
system. These repairs were installed and certified in 2018.

Proposed Treatment System Changes
The following are the changes covered by the enclosed plans and specifications.
 New recirculating fixed media filters capable of treating 7900 gpd will be installed
utilizing the existing effluent piping from the ratio split box to the recirculation tank and
drip field dose tank. The filter influent line is to be replaced with a smaller diameter pipe
size.
 The pumps and control panels for the sand filter dosing system will be replaced with
higher head turbine pumps and new control panels. The locations of the new pumps
and panels will be where the existing are located.
 An additional recirculation line sending a small percentage of the media filter dose will be
added to connect to the drip system filter back wash line. This is to provide enhanced
denitrification. Approximately 2 gpm of the filter dosing will be recirculated back to the
initial septic tank.
 The existing sand filter will have the internal effluent distribution piping removed and the
berms and sand will be regraded to facilitate cover around the media filters and to
facilitate drainage away from the filters. The sand media will be disinfected with dry lime
to kill facultative bacteria in the sand media.

1.2 Contacts

Engineer – Mark Brooks, PE, Brooks Engineering Associates [phone]
Owner Contact – Jeff Cole, NC Wildlife Resources Commission [phone]
System Operator – Bob Barr, RPB System [phone]

1.3 Scope & Quality Assurance

This specifications manual is intended only for the use of permitting and construction of the
intended wastewater treatment facility. Any changes to these plans and specifications shall be
approved by the Project Engineer. Any changes in layout of equipment not approved shall
release the Engineer of any potential liability associated with the system. Only the set of
engineering plans with revision labeled “RELEASED FOR CONSTRUCTION” shall be utilized
for construction.

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All specifications are subject to North Carolina Laws and Rules for Waste Not Discharged to
Surface Waters 15A NCAC 2T .0500, et.seq. and North Carolina State Plumbing Code and
North Carolina State Electrical Code, where applicable.

The Contract, if awarded, will be on the basis of materials and equipment specified or described
in the plans and specifications. “Preferred Alternatives” are identified for critical pieces of
equipment but all meetings meeting the specification and standard set by the preferred
alternative may be utilized. All materials must be identified and approved by the Engineer in the
Submittals. Engineer’s decision of approval or disapproval of any such proposed item will be
final.

Manufacturing Supplier Qualifications
The treatment system manufacturer must provide a recirculating fixed media system for
attached biological growth treatment of domestic strength wastewater. The manufacturer must
be actively engaged in the manufacturing sales and support of over 50 systems installed in
North Carolina. The system must have NSF/ANSI 40, 245 and 350 certifications. The
manufacturer shall furnish a one-year warranty on all materials, equipment and workmanship
from the date of project acceptance by the Owner.

Installation Qualifications
The installation contractor must be actively engaged in the construction and installation of
wastewater land application systems, have experience in installing recirculating fixed media
systems greater than 3,000 gpd, and be certified by the selected manufacturer for installation of
their equipment. Verification documents and contact lists for qualifications will be required.

Submittals
Submittals for the system design and equipment shall be submitted by Contractor to the
Engineer.

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2.0 PIPING & COLLECTION

2.1 Location Of Sanitary Sewage Systems
The system is existing and all replacements are to be replaced where the existing components
exist or as otherwise noted in the engineering plans.

2.2 Sizing & Material
Gravity flow pipe and fittings shall be Schedule 40 PVC (polyvinyl chloride) with solvent-
cemented or gasketed joints and SDR 35 or Schedule 40 PVC (ASTM D3034) for all gravity
lines. Gravity lines shall maintain a minimum slope of 1/8-inch fall per lineal foot. No public
gravity sewer main conveying wastewater shall be less than 8 inches in diameter. No private
gravity sewer main conveying wastewater shall be less than 6 inches in diameter. Individual
residential 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.

Pressure sewer lines shall be of a size and material as specified on the Engineering Plans. Line
sizes will vary depending upon flow and shall be sized to insure a fluid velocity of greater than 2
feet per second but no greater than 8 feet per second unless provisions are made for securing
pipes (anchors and thrust blocks). Line materials shall be based upon calculated line pressures
not exceeding the specified working pressure for a specified pipe material.

2.3 Burial
Bedding and installation shall be consistent with ASTM Standard F 667. These specifications do
not cover interior or initial building connections. The following are general location and
separation guidelines:
 Typically a 3-foot minimum cover shall be maintained on all sewer lines.
 Sewer transfer lines from top-feed manifolds down to drip lateral lines may be buried
less than 3 feet as all lines shall be installed to drain to the drip irrigation laterals and
will de-pressurize between doses.
 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.
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 Sewer lines may cross a storm drain if at least 12 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. Please refer stream impact
permitting regulations and requirements before initiating any stream crossing.
 A minimum separation of 100 ft from any well is required unless the sewer line is
constructed of pipe materials meeting water main standards. The minimum
separation shall not be less than 25 ft from a private well or 50 ft from a public well.

2.4 Steep Slope Installation
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 50 feet center to center on grades 21% to 35%;
b. Not greater than 35 feet center to center on grades 35% to 50 %; and
c. Not greater than 25 feet center to center on grades 50% and over.

Mechanical joint restraints (Megalug™ or equivalent) may be substituted for slope anchors.
Mechanical joint restraints must be used on all pipe joints in steep slope conditions if
substituted.

2.5 Trenching
Trench excavation shall conform to the line, depth and dimensions shown on the engineer plan
details. 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 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 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
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and replaced with pipe foundation material as specified in the engineering drawings. Surface
drainage shall not be allowed to enter excavated areas.

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. Clean compacted backfill shall replace the excavated rock.

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.

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 opened up and repaired and then re-
backfilled as herein specified. Typically backfilling shall be conducted in lifts of no greater than
3 inches and compacted to a minimum 95% Standard Proctor. The Contractor shall be
responsible for insuring adequate testing is performed and demonstrate compliance with these
specifications. Typically testing shall be performed approximately every 500 feet of piping. Any
sections of piping demonstrating excessive trench settlement shall be excavated and re-
compacted and backfilled. Excessive settlement is indicated by the grade above the piping
trench being lower than the undisturbed adjacent natural grade.

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
these specifications.

2.6 Testing
All gravity sewer lines shall be tested by Low Pressure Air Exfiltration Testing with the following
steps.

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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.

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.
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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. No payment shall be made for
the removal and replacement of defective pipes and appurtenances.
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 Pressure (psi) NOMINAL PIPE DIAMETER (INCHES)
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

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,
200,133
PSDL
Where:
L = allowable leakage, in gallons per hour
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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.

Low pressure pneumatic testing of pressure sewer lines in incremental stages of construction is
recommended to insure leaks are not occurring. Final testing shall be in accordance with the
hydrostatic testing described above.

2.7 Valving

Valving shall be consistent with material types and sizes of piping as shown on the Engineering
Plans. All high points in pressure distribution lines should have air release valves and low
points (“bellies”) should have pressure cleanouts. Sufficient isolation should be incorporated to
allow for line maintenance without having to shut down the entire distribution system.

Air release valves must be mechanical lever air/vacuum relief valves (not flapper type). Specific
ARV sizes and types are indicated in the Engineering Plans.

All valves in traffic areas shall be placed in traffic-rated vaults with steel lids. Non-traffic rate
valve vaults may be utilized in irrigation and non-traffic areas.

2.8 Tracer Wire
Tracer wire shall be utilized on all PVC piping. Tracer wire shall be insulated copper wire
installed adjacent and over the full length of piping. Access shall be provided to the tracer wire
or the tracer wire shall terminate at the cleanout between the building drain and building sewer.
The tracer wire size shall be not less than 14 AWG and the insulation type shall be listed for
direct burial

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3.0 TREATMENT SYSTEM

3.1 Recirculating Fixed Media Pod Design
Recirculating fixed media pods are to be installed to replace the existing sand filter. The media
shall provide for a total of 112 s.f. of media and be able to facilitate 7,500 gpd meeting effluent
quality as described below with the anticipated influent (septic tank effluent) characteristics as
described below. The system must have NSF/ANSI 40, 245 and 350 certifications. The
preferred alternate is an EZ Treat Model 4L recirculating fixed media filter.

Anticipated Influent Quality
BOD5 = 250 mg/l
TSS = 120 mg/l
TN = 60 mg/l
NH3 = 45 mg/l
FOG = 25 mg/l
Alkalinity = 100 mg/l

Anticipated Effluent Quality
BOD5 = <15 mg/l
TSS = <15 mg/l
TN = <30 mg/l or 50% removal
NH3 = <10 mg/l
FOG = <5 mg/l

3.2 Media Pod Dosing System

Pumps
A new duplex submersible pump system will be substituted in the existing sand filter
recirculation tank to dose the proposed media pod(s). The pumps shall be duplex submersible
turbine effluent pumps capable of providing 63 gpm at 48 ft. TDH. The preferred alternate is a
Sta-Rite Model STEP 50 1.0 HP 3 stage 230 V pump or comparable.

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Controls

The duplex control system shall meet the requirements set forth in NCAC .1952(D). The panel
shall be NEMA 4X stainless steel watertight enclosure and shall be a 3 float time dosing system
with run/rest times as specified below. The controller shall alternately actuate the duplex pumps
and both pumps shall activate with a high level (LAG) condition. The system shall be equipped
with an audible/visible high level alarm exterior the pump house. New electrical conduit and 30
amp breaker meeting all state and local electrical code shall remain.

The new NEMA 4X duplex panel shall be installed on the exterior of the pump house building to
control only the proposed sand filter dosing duplex pump system. The controls must alternate
pumps each cycle. The timer settings are expressed below.
Timer Setting Calculations
Design Flow Rate 7500 gpd
EZ Treat Recirc Rate 75%
No. Nozzles 36
Flow Rate per Nozzle 1.7 gpm
Run Time/Cycle 10.0 min
Forward Flow per cycle 153 gal.
Cycles per day 49.0
Rest time/cycle 19.4 min

Float Switches

Floats are to be set at the levels specified in the engineering plans prior to the final inspection.
Sealed mercury control floats or similar devices designed for detecting liquid levels in pump tank
effluent shall be provided to control pump cycles. A separate level sensing device is provided to
activate the high-water alarm. Float switch placement is to be set accurately consistent with the
levels depicted in the engineering drawings as indicated below.

RED. OFF: Placed to allow for minimum pump submergence. EL. = 2334.0
DOSE ACTIVATE: Placed to provide the necessary gallons for a dosing cycles. EL. =
2334.75
LAG ON: Placed for sufficient separation from DOSE ACTIVIATE float. Starts both
pumps simultaneously. EL. = 2337.0
ALARM: Placed for sufficient separation from LAG ON float. EL. = 2337.0

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Electrical Upgrades
None required.

H-Valve Assembly
An H-valve assembly is to be installed for the effluent lines from the new sand filter dosing
pumps to allow either side of the sand filter to be dosed with either pump. The same vault box
can be utilized with the line sizes changed to 1.5” PVC.

3.3 Media Pod Installation

The media pods are to be installed and plumbed prior to the abandonment of the sand filter.
Installation shall be by a specific manufacturer certified installer. The top of pod main housing
shall be set one foot above the established base flood elevation. Installer shall follow selected
media filter manufacturer installation specifications.

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4.0 SITE PREPARATION & ABANDONMENT

4.1 Sand Filter Dosing System Abandonment
Water to the facility is to be turned off 24 hours prior to abandonment activities. The existing
pump tank is to be pumped out prior to abandonment. The existing sand filter pumps, pump
control panel, supply piping and H-valve piping are to be replaced. Existing pumps and control
panel shall be removed and shall remain with the owner. New pumps and discharge assembly
are to be installed. Existing 2” supply piping and piping in the H-valve is to be removed and
properly disposed of. The wiring for the existing pumps is acceptable but a new control panel
supplied by the pump supplier shall be installed in the same location as the existing.

4.2 Sand Filter Abandonment
It is recommended the new media pods be installed and commissioned before the sand filters
are abandoned. The existing sand filter shall have all piping and plastic covering removed and
properly disposed of. All outlets of the sand filter shall be plugged prior to lime stabilization.
The sand surface shall be raked and have lime applied at a rate to sufficiently raise the pH to
10-12 for a period of 24 hours in the top 6” of the sand. Either hydrated lime (Ca(OH)2 or
quicklime (CaO) my be utilized. Lime (potash) is typically applied to wastewater sludges at a
rate of 20% by mass. This is calculated to be approximately 120 cubic yards of dry lime
(potash).

Once the sand filter material has been stabilized and dried, the berm soil and sand are to be
spread together and then utilized for backfill against the media pods and to complete the
surface drainage as depicted on the proposed grading plans.

4.3 Seeding & Mulching
Fertilizing, seeding, and mulching of disturbed areas shall be completed within ten (10) working
days following completion of system installation and final inspection of the system by the project
engineer or designer. This may require that a temporary seeding mixture be used during given
dates of the year when permanent seeding would not be allowed. Said temporary seeding for
compliance shall be replaced by permanent seeding during allowed seeding dates. Mulching
shall be straw as specified herein.

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Typical Seed Application Rates
Species: Rate (lb/acre)
Falcon Fescue: 175
Rebel Fescue: 175
Jaguar Fescue: 175
Biltmore Mix: 200

BEA recommends the local seed supplier be consulted for an appropriate seed mixture given
the season of application. Seed mixture changes may be made without prior Project Engineer
approval.

4.4 Erosion Control
These specification and accompanying engineering plans shall not be construed as engineering
plans for erosion control or for erosion control permitting. However, 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.

The Owner will limit the area over which clearing and grubbing and excavation operations are
performed. 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.

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. 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. Erosion control measures
installed by the Contractor shall be suitably maintained by the Contractor, until the site is fully
stabilized.

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. Where live streams
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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.

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 measures. These may include
but not be limited to diversion ditches, check dams and silt basins or other suitable erosion
control measures.

Permanent seeding of disturbed areas shall be accomplished at the earliest practicable time.
Gravel construction entrances shall be installed at all locations used regularly as ingress and
egress to the project site.

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.
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5.0 INSPECTION AND MONITORING PROCEDINGS

5.1 Pre-Construction Meeting
A pre-construction meeting shall be scheduled which shall include the contractor, the NCDENR
DWQ representative, and the engineer or his representative, the system(s) manufacturer
representative and the certified operator. 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 DWQ
representative will be discussed at this meeting and responded to within 3 working days by the
engineer.

5.2 Intermediate Inspection of the System During Construction
The engineer or an employee of the engineer’s firm under direct supervision by the engineer
shall periodically inspect the system installation to verify if the installation is in accordance with
the approved plans. The engineer will not be available to observe the entire installation of all
components but shall inspect the installation with sufficient frequency to reasonably insure that
the quality and methodology of construction was of sufficient consistency to infer the quality and
accuracy of construction of all components. The contractor shall be responsible for keeping the
engineering informed as to the construction schedule for installation of all major system
components.

It is the contractor’s responsibility to submit to the engineer evidence of purchase and
installation of all specified components.

5.3 Final Inspection & System Start-Up
The engineer must receive all Submittals at least one week prior to final start up and inspection.
Submittals must include cut-sheets for all product specific components, tanks, and piping
installed. The contractor shall be responsible for scheduling the final inspection and start-up with
BEA, NCDEQ and an owner’s representative.
Sand Filter Start-up Procedures
All testing shall be facilitated with clean water. Start-up testing shall be required for all electrical
and pressurized components of the WWTP. All system components shall be started and run in
17
“automatic” mode. Testing of all alarm components to insure operation in accordance with
intended function shall be checked and recorded. Functionality of all components shall be
checked and upset conditions checked.

The media pods shall be opened and the spray distribution observed. If spray nozzles are
clogged or unevenly spraying, repair or replacements measures shall be made. Media pods
effluent rates shall be checked in the ratio boxes to insure the 75/25% flow split is occurring, or
adjustments shall be made.

TABLE OF CONTENTS

1.0 Calculations

1.1 EZ Treat Buoyancy

1.2 TDH Calculations
- Recirc to EZ Treat Pod

1.3 Tank Size and Float Settings
- Timer Settings

1.4 WWTF Process Calculations
- Treatment system effluent parameters

1.0 CALCULATIONS

1.1 EZ Treat Buoyancy

BOUYANCY CALCULATIONS
For Tank:EZ Treat pods
TANK
Soil Depth = 3 ft
3 feet
Anti-bouyancy collars
Tank Width 7.50 ft
Tank Height 3.17 ft
Tank Length 16.13 ft
Volume of Tank 383.01 Cubic Feet
Tank Weight (dry)1,250 lbs
Up Force from Displaced Water: (assumes water to tank top) 23,861.5 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above Anti-bouyancy collars 290.25 Cubic Feet
Soil Density 115 lb/c.f.
Soil Weight 33379 lb
Down Force From Tank, Water and Soil: 34,628.8 Lbs
Factor of Safety:1.451242 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 4.60 ft

1.2 TDH Calculations
- Recirc to EZ Treat Pod

TDH = DH + hm
where:
DH = elevation head
hm = major pipe losses, utilize Hazen Williams equation with equivalent lengths for fittings
hm = (4.727 L/ d4.87) (Q/C)1.85 where: Q in cfs, L in feet, d in ft.
no user input
user input req'd
Piping:sch. 40 PVC
Diameter = 2 inches (nominal) equals 2.047 inches (ID)
0.1705833 ft.
NODE:
Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 2334.0 2341.5 20 150 21.4
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
1 COUPLING 2 2.00
2 GATE VALVE 1.3 2.60
36 Nozzles 15 540.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
650.96
Q (gpm)DH hm (feet)TDH PSI Velocity
10 7.50 1.38 8.88 3.8 1.02
20 7.50 4.97 12.47 5.4 2.04
30 7.50 10.53 18.03 7.8 3.07
40 7.50 17.94 25.44 11.0 4.09
50 7.50 27.12 34.62 15.0 5.11
63 7.50 41.61 49.11 21.3 6.44
70 7.50 50.58 58.08 25.1 7.15
80 7.50 64.77 72.27 31.3 8.17
90 7.50 80.55 88.05 38.1 9.20
100 7.50 97.91 105.41 45.6 10.22
110 7.50 116.81 124.31 53.8 11.24
Recirc Tank to Pod
TDH CALCULATIONS
RT to Pod
INPUTS Elevation Head Loss Major Losses

1.3 Tank Size and Float Settings
- Timer Settings

Pisgah Education Center Media Pod Recirculation Timer SettersDesign Flow Rate7500 gpdEZ Treat Recirc Rate75%No. Nozzles36Flow Rate per Nozzle1.7 gpmRun Time/Cycle10.0 minForward Flow per cycle153 gal.Cycles per day49.0Rest time/cycle19.4min

1.4 WWTF Process Calculations
- Treatment system effluent parameters

PROCESS DESIGN CALCULATIONSDesign Flow Rate7500 gpdEZ Treat Recirc Tank Influent BOD5250 mg/lEZ Treat Recirc Tank BOD5 Effluent16.8 mg/lEZ Treat Recirc Tank NH3 Effluent0.2 mg/lEZ Treat Recirc Tank TSS Effluent27.7 mg/l4L Pods (2)SepticDose TankRecirc Tank2 PodBOD5 Process ReductionInfluent Influent Pod LoadingEffluent4Effluent4% BODBOD (mg/l) BOD (lb)Rate (lb/pod) BOD (lb) BOD (mg/l) ReductionRecirculation250.0 15.6 15.6 1.1 16.8 93.2%Criteria: 1) Typical Organic Loading for Pod 250 mg/lHydraulic Loading for Pod 3800 gpdwith 112 s.f. of media33.93 gpd/sfResulting Loading Rate (lb BOD per s.f.) 0.13205Resulting Loading Rate (lb/pod) 7.92) Per NSF 350 Certification 90+% Effluent Removal at typical loading rates. 3) Calculated with each pod treating 5.3 lb to a 92% levelPisgah Education Center Media Pod Process Calculations
PROCESS DESIGN CALCULATIONS2 Pod 2 Pod 2 PodTN Process ReductionInfluent Influent Pod Loading Effluent Effluent % TNTN (mg/l) TN (lb)Rate (lb/pod) TN (lb) TN (mg/l) ReductionRecirculation60 4 2.0 1.75 27.7 53.3%Resulting NH3, with less than 10% NH30.2Criteria: 1) Septic Tankage will convert all TKN to NH42) Typical TN Loading for Pod 60 mg/lHydraulic Loading for Pod 3800 gpdwith 112 s.f. of media33.93 gpd/sfResulting Loading Rate (lb BOD per s.f.) 0.031692Resulting Loading Rate (lb/pod) 5.13) Per NSF 245 Certification data demonstrates >50% TN removalEffluent Removal expressed above assumes 50% of the influent TN is removed withfirst recirculation and 40% based on the second recirculation4) >80% of TN will be nitrates, with less than 10% NH32 Pod 2 Pod 2 PodTSS Process ReductionInfluent Influent Pod Loading Effluent Effluent % TSSTSS (mg/l) TSS (lb)Rate (lb/pod) TSS (lb) TSS (mg/l) ReductionFirst Recirculation120 8 3.8 1.4 22.5 81.1%Criteria: 1) Typical TSS Loading for Pod 120 mg/lHydraulic Loading for Pod 3800 gpdwith 112 s.f. of media33.93 gpd/sfResulting Loading Rate (lb TSS per s.f.) 0.063384Resulting Loading Rate (lb/pod) 10.12) Effluent Removal expressed above assumes 70% of the influent TSS is removed prescribed loading ratebased on manufacturer's and NSF data

TABLE OF CONTENTS

1.0 Purpose & Scope ............................................................................................... 1

2.0 Wastewater Treatment System ......................................................................... 2
2.1 General Description ..................................................................................... 2
2.2 Process & Components ............................................................................... 2
2.3 Operation & Maintenance ............................................................................ 3

3.0 Residuals Management Plan ............................................................................ 6
3.1 General....................................................................................................... 6
3.2 Operational Procedures .............................................................................. 6

4.0 Power Reliability Plan ....................................................................................... 7

5.0 Emergency Response ....................................................................................... 8

6.0 Attachments
A. EZ Treat Operations Manual

Brooks Engineering Associates, PA Preliminary Operation & Maintenance Manual
1 Pisgah Wildlife Education Facility

1.0 Purpose & Scope

This Operations & Maintenance Manual Addendum is developed as a modification to the
existing O&M Manual for the Pisgah Education Center Wastewater Irrigation System
permitted by WQ0012948. The system modification consists of replacing the existing sand
filters with recirculating fixed media pods. As there are no proposed changes to the
irrigation system, the Addendum does not recommend changes to the irrigation system’s
existing operations and maintenance. The system is a 7500 gpd system. This plan is
developed in accordance with 15A NCAC 2T .0507.

This O&M Manual references the engineering plans and specifications and is not intended
to be a stand-alone document. It should be utilized in conjunction with the existing
Operations and Maintenance Manual, with the recommended changes here addressing the
fixed media treatment pods.

The operations will need to be amended as necessary by the licensed operator to insure
efficient operation of the systems and protect against water quality permit violations. No
equipment changes to the system(s) shall be made without the expressed consent of the
project engineer and the manufacturer. Doing so may void the respective warranty.

The WWTP and disposal system must be operated and maintained in accordance with the
Non-Discharge Permit conditions. Refer to the current permit for operation, monitoring and
reporting requirements.

Brooks Engineering Associates, PA Preliminary Operation & Maintenance Manual
2 Pisgah Wildlife Education Facility
2.0 Wastewater Treatment System

2.1 GENERAL DESCRIPTION

General
This manual has been written to provide operating procedures for a wastewater treatment
plant and provide the plant operator with a reference guide. The provided plant is a
combination anoxic septic tank and aerobic recirculating fixed media system. The following
is a summary of basic design Parameters

Table 1: Design Parameters

INFLUENT EFFLUENT
Average Daily Flow GPD 7,500 7,500
BOD5 [mg/l] 250 15
TSS [mg/l] 120 15
N-NH3 [mg/l] 45 5
TKN [mg/l] 55 10
Total Nitrogen [mg/l] 55 25
Temperature [deg. C] 15 - 22 17 - 24
pH 1 to 14 6 - 8 6 - 8

Process Description

All of the existing precast tankage is to be utilized. The existing 2,000 and 5,000 septic
tanks shall remain that discharge to an existing 4,000 gallon dosing tank used to dose the
existing sand filters. The two 1500 s.f. sand filters will be abandoned and replaced with two
120 s.f. fixed media filters. The mediate filters are rated for 4,000 gpd each. The proposed
media filters will discharge to the existing flow splitter that facilitates a 4:1 recirculation ratio.
The 25% of the media filter effluent discharging to forward flow is routed to the existing doe
tank that currently does the existing wastewater irrigation system.

2.2 PROCESSES & COMPONENTS

Refer to the Engineering Drawings for specifics of components and the P&I Diagram for
process specifics.

Brooks Engineering Associates, PA Preliminary Operation & Maintenance Manual
3 Pisgah Wildlife Education Facility
2.3 Operation & Maintenance

E-Z Set requires regular inspection and maintenance of the E-Z Treat System, as a
condition of purchase and ongoing operation compliance. The mandatory service contract
will include a performance based system inspection. Semi-annual inspections the first year
of operation and a minimum of annual inspections thereafter for domestic systems are
highly recommended.

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 System.

All inspection and maintenance reports must be forwarded, along with any additional
documentation and test results, to E-Z Set Company, the local authorized E-Z Treat Dealer
and all required and/or designated regulatory agencies.

Septic Tank

The chambers of the septic 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 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.
2. Remove, clean and replace the outlet effluent filter in accordance with the
instructions provided with the effluent filter.
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 level in the tank compartments; if the solids layer is excessive have the
tank pumped.

Re-Circulation Tanks

The chambers of the 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 that the lid and riser assemblies are watertight. Check for any damaged,
water weeping marks, holes or cracks.

Brooks Engineering Associates, PA Preliminary Operation & Maintenance Manual
4 Pisgah Wildlife Education Facility
2. Verify that the floats are in good condition, properly secured to the float bracket
and are able to move freely within the re-circulation tank.
3. Verify the floats are operational by manually lifting them to simulate the systems
normal operation.
4. Observe the system as it re-circulates. Visually verify flows thru the system.
5. Properly re-install and secure all tank accesses!

E-Z Treat Pod Vessel

The E-Z Treat Vessel should be inspected to ensure it is operating properly. Remove the
vessel cover to perform this inspection.
1. Check for odor: the system may have an earthy or musty smell but there should
be no strong or offensive odors present.
2. Observe the spray distribution nozzles during operation. If a nozzle appears to be
clogged or if the spray pattern is not uniform, remove and clean the nozzle.
3. Record the pressure reading on the distribution manifold gauge. Compare that
pressure to the pressure recorded at the previous inspection. If the pressure is
too high, open the ball valves at the end of the lines and blow out the distribution
lines. If the pressure is too low perform a flow test on the re-circulation pump.
4. Verify the liquid level in the treatment vessel by looking down the ventilation
troughs, the liquid level should be 2 to 3 inches below the treatment mattress.
5. Visually inspect the treatment mattress for holes, tears, loose seams and areas
of ponding on the mattress surface.
6. Note the appearance of the aggregate in the proper paperwork and compare the
current appearance to that described in earlier service reports.

Control Panel/Pumps/Alarms

1. Check pump operation. Place the system in the manual mode and check the
operation of the pump(s). Then switch the system back into automatic mode and
check the operation with the floats.
2. Check the voltage and motor amp draw and record the readings. If the readings
are beyond the limits of the NEC or manufacturers recommendations have an
electrician check the service line and the pumps.
3. Verify all timer and float settings to insure they are the same as set at system
start-up. If the settings have changed, check the system records to identify the
time of the change. If no change is noted in the records, notify E-Z Set for
instructions.
4. Confirm the operation of all visual and audible alarms on the system. Make sure
the alarms perform in accordance with the original settings. Once the alarms
have been triggered, verify the operation of any telemetry unit (if present) by
checking the alarm notations on the website or lights on unit.

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5 Pisgah Wildlife Education Facility
Replacement and Disposal of Media Mattress

In the event it becomes necessary to replace the Filter Media Mattresses it is a very fast and
simple process. Removing the media mattresses will 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/or controls.

Step Two: Pump the septic tank and re-circulation tank to assure continued service
by owner during the replacement, if necessary.

Step Three: Remove the spray distribution manifold.

Step Four: Lift the mattresses out of the filter vessel.

Step Five: Clean existing mattresses or insert new ones. (For cleaning
recommendations please contact E-Z Set.)

Brooks Engineering Associates, PA Preliminary Operation & Maintenance Manual
6 Pisgah Wildlife Education Facility

3.0 Residuals Management Plan

3.1 General

The Residuals Management is provided in part to comply with Non-discharge Permit
Application requirements set forth in North Carolina Administrative Code 15A NCAC 2T
.0508. USEPA and NCSU Cooperative Extension recommend pumping of a properly sized
and function septic system for residential use every 1 to five years.

For a rough estimation of the sludge production, USEPA recommends 3.5 cubic feet per
capita of sludge storage per capita for 30 days (per capita = GPD/100). Operating at 7500
gpd this would require 1,964 gallons for 30 days. Given the 7,000 gallons of septic tankage
the facility meets the 30 day storage requirements. But these calculations are more
applicable to aeration package plant operations. Septic tanks digest the sludge produced
very efficiently in the anaerobic environment and actual sludge levels are anticipated to be
well below the calculated sludge production.

3.2 Operational Procedures

BEA recommends checking sludge levels in all tankage and pumping once sludge levels
reach 1/3 of the water level. Sludge should be pumped out and hauled by a certified waste
hauler and transported to an authorized publicly owned wastewater treatment facility
(POTW).

Brooks Engineering Associates, PA Preliminary Operation & Maintenance Manual
7 Pisgah Wildlife Education Facility
4.0 Power Reliability Plan

4.1 Power Reliability

A backup generator and automatic transfer switch is currently employed at the system. The
replacement pumps for the media pod dosing system will be on the backup power.

Brooks Engineering Associates, PA Preliminary Operation & Maintenance Manual
8 Pisgah Wildlife Education Facility

5.0 Emergency Response

As no industrial waste is in the development’s waste stream, no hazardous materials are
anticipated to be potentially released. In the event of a tank failure and release of effluent
that has not been disinfected, the following should be contacted.

Transylvania County EMS 919
All About Plumbing and Septic (spill cleanup and pumping) [phone]
NCDEQ Aquifer Protection [phone]
NCDEQ Surface Water Protection [phone]

Minor spills should be contained with an emergency response kit that includes sorbent
booms and mats. Contact with effluent not disinfected should be avoided.

6.0 Attachments

A. EZ Treat Operations Manual

ATTACHMENT A

EZ Treat Manufacturer’s O&M Manual

1

One Water Solutions
PO Box 176
Haymarket, Va. 20168
703-753-4770

Operations & Maintenance

Re-Circulating Synthetic Filter

Models bearing the NSF mark are certified Class I
to one or more of the following standards:
NSF/ANSI 40
NSF/ANSI 245
NSF/ANSI 350
3

Operation & Maintenance E-Z Treat Sand/Media Filter
1-703-753-4770

E-Z Treat Company requires regular life time inspection and lifetime 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 Treat Company.

All inspection and maintenance reports must be forward, along with any additional
documentation, to E-Z Treat Company, the local authorized E-Z Treat Dealer, Property
Owner and all required or designated regulatory agencies.

The following is a list of the routine maintenance and procedures that are required by E-Z Treat
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 System.

E-Z Treat Systems should be inspected buy operator at start up and all inspections thereafter.

This O & M document applies to E-Z Treat Models # 600 #1200 #2-L #3-L #4-L #5-L #6-L

Maintenance Schedule:
GPD # Visits Annually GPD # Visits Annually
Up to 1500 2 Up to 3,000 2
Up to 10,000 4 Up to 10,000 4
Up to 20,000 6 Up to 20,000 6
20 to 30,000 12 Up to 30,000 12
30 to 50,000 52 Up to 50,000 52
50,000 +Daily 50,000 +Daily
ResidentialCommercial

Septic Tank
The septic and re-circulation tank shall be inspected 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.

4

Re-Circulation Tank

The re-circulation tank shall be inspected 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.

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.
The spray manifold pressure must be 18 PIS or greater.

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 filter pod should flow back into the re-circulation tank
and should not flow out the discharge pipe. If the system is designed with a By-Pass
Tee the liquid level in the re-circulation tank should drop as the effluent returns from
the filter pod the effluent should flow back into the tank raising the liquid level but
NOT flowing out the discharge line.

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”.
5

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.

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.

Clock Face Screw 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.

Window Will Display OFF Sec., Min. or Hr.
Rotate OFF Screw Until Min. Appears in
Window

Re-Circulation Pump Time Clock
Light Will Burn Green to Indicate Re-
Circulation Pump is OFF
Light Will Burn RED to Indicate
Re-Circulation Pump is ON
Window Will Display ON Sec., Min. or Hr.
Rotate ON Screw Until Min. Appears in
OFF Screw, Seconds,
Minutes or Hours
Rotate Dial to Desired Minutes ON Rotate Dial to Desired Minutes OFF
ON Screw Seconds, Minutes or
Hours
6

6. Once the alarms have been triggered return all settings to their original position of Alarm
“AUTO”

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. Each E-Z Treat system should be installed with a sample box
located on the final discharge side of the treatment system, this sample box is ideal for grab
samples. If the installer failed to install a sample box grab samples can be taken from the pump
discharge tank. Many state regulations include instructions for taking grab samples those rules
and procedures supersede E-Z Treat.

1. 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 absent of any color.
c. Check the Turbidity of the effluent with a Turbidity Meter, it should read 5 or
Less.
d. Solids, there should be no visible suspended solids
e. Solids, let sample set for 15 minutes, there should be no visible settling of
solids.
f. Test the pH, it should measure 6.9 to 7.5

If there is odor, color or solids:
1. Check the filter media for excess surface solids or standing effluent if present
clean the media. If any of these are present clean the media.
2. Check the Spray Manifold Pressure it should be a minimum of 20 PSI.
3. 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. Check the treatment Pod drain for obstructions that could cause standing water in
the Pod.
5. Check the Timer “ON” and “OFF” Settings to ensure they correspond to the re-
circulation rates prescribed in the table located on page 4.
6. 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.
7

2. Record the pressure reading on the distribution manifold gauge. Compare that
pressure to the pressure recorded at the previous inspection. The pressure should read
a minimum of 20 PSI.

a. Verify all nozzles are spraying a complete full circle cone pattern and not
oscillating. If the spray pattern is irregular or oscillating the nozzles need
cleaning.

b. Verify the pressure gauge on the spray distribution manifold is performing
properly.

c. Verify the flow rate at the spray nozzles (it should be 1.76 to 2 GPM).

d. Verify the re-circulation pump is the same make and model pump that was
specified for the original installation.

e. Verify the re-circulation pump is performing in accordance to the pump
manufacturers’ specifications including amp draw and flows at specific
pressures.

f. 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.

g. If the pressure/flow is too low check for cracks, breaks or obstructions in the
main distribution supply line.

3. 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.

4. 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 repaired.

5. 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.

8

Cleaning the Spray Nozzles

1. Carefully unscrew the nozzles from the PVC manifold. If necessary use a 9/16 boxed end
wrench, do not use pliers.
2. Remove the diffuser from the nozzle housing using a pair of needle nose pliers.
3. Remove any debris from the diffuser and clear the nozzle orifice with a pipe cleaner or
compressed air.

Calcite Filter (If system is designed with a Calcite Filter)
1. Verify the ON/OFF timer setting matches the specified settings.
2. Turn the pump switch to ON verify the manifold pressure is at least 18 PSI.
and all the nozzles are spraying a complete full circle cone pattern.
3. Check the surface of the calcite there should be no bio mat covering the calcite if there is
a bio mat the calcite needs to be cleaned.
4. Turn the pump switch to OFF using a hand spray pump or equivalent spray a coat (About
3 Gallons) of 75% Water and 25% Muriatic Acid over the calcite. Let set for 10 minutes
then turn the calcite pump switch to ON for 5 minutes.
5. Return the Calcite pump switch to AUTO.

Flow Equalization (If system is designed with Flow Eq.)
1. Verify the ON/OFF timer setting matches the specified settings.
2. Verify the flow from the flow Eq. pump matches the design criteria.
3. Measure the liquid level in the Flow Eq. tank.
4. Turn the Flow Eq. pump to hand for the specified ON time then return to OFF.
5. Measure the draw down in the tank and calculate the gallons pumped.
6. Divide the gallons drawn down by the ON time to determine the Gallons Per. Minute
match the specified GPM.
7. Return the pump switch to the AUTO position.

9

Cleaning the Filter Media

Applications with very high influent strength excessive biological growth and excessive Grease
can accumulate inside and on the surface of the media filter after 7 to 10 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 and return the treatment system from Manual mode to
Automatic mode.