WQ0041136_Application_20190830 (11)

INITIAL REVIEW
Reviewer Monday, Tessa R
Project Number* WQ0041136
SUBMITTAL DATED: 8/30/2019
Project Contact Information
Rease provide information on the person to be contacted by MB Staff regarding electronic submittal, confirmation of receipt, and other issues.
......................................................................................................................................................................................................................................................................................................................................................................................................
Name * Lakeside Produce Reuse Wastewater System
Email Address*
[e-mail]
Project Information
.............................
Application Type* r
New
r
Renewal
r
Annual Report
Permit Type * r
Wastewater Irrigation
r
Other Wastewater
r
Closed -Loop Recycle
r
Single -Family Residence
Wastewater Irrigation
Is a paper copy of the application being submitted?*
r Yes r Nor N/A
Permit Number WQ0041136
currently has project
Applicant\Permittee * Cervini Farms, Inc.
Facility Name * Lakeside Produce Greenhouse
Phone Number*
8282324700
r Modification (Major or Minor)
r Additional Information
r Other
r High -Rate Infiltration
r Reclaimed Water
r Residuals
r Other
Please provide comments/notes on your current submittal below.
Please attach all information required or requested for this submittal to be review here.

Application Form Engineering Rans, Specifications, Calculations, Etc.)
2019-8-16 Application Cover Itr.pdf
1.81 MB
2019-8-16 Calcs Submittal.pdf
729.19KB
2019-8-16 Cervini ND Specifications. pdf
4.76MB
2019-8-20 Plans.pdf
10.23MB
Form RWG.pdf
931.95KB
Form RWNC.pdf
791.25KB
Form RWPI.pdf
288.95KB
upload only 1 RDF docurrent. IVlaltiple docurrents nust be cortbined into one RJF file.
For new and modification permit applications, a paper copy may be required. If you have any questions
about what is required, please contact the reviewer or Tessa Monday. If a paper application is required,
be advised, applications accepted far pre -review until both the paper and electronic copies have been
received. The paper copy shall include the following:
o Application Form
o All relevant attachments (calcs, soils
report, specs, etc.)
o One full-size engineering plan set
o One 11x17" engineer ng I- an set
o One extra set of specifications
o Fee (if required)
Mailing address:
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
By ul.S. postal Service
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
i By Courier/Special Delivery:
❑ivision of Water Resources
i Division of Water Resources
-------------- - ---- ----- -----------------------------------
Non -Discharge Branch
1---------
Non -Discharge Branch
1617 Mail Service Center
i Att: Nathaniel Thomburg, 90 Floor, office #942W
Raleigh. NC 27699-1617
512 N. Salisbury St.
For questions or problems contact Tessa Monday [e-mail] or 919.707.3560.
* V By checking this box I acknowledge that I understand the application will not be accepted
for pre -review until the paper copy (if required) and fee (if required) have been received by
the Non -Discharge Branch. I also confirm that the uploaded document is a single PDF with
all parts of the application in correct order (as specified by the application).
Signature
Submission Date 8/30/2019

August 16, 2019

NC Department of Environmental Quality
Division of Water Quality
Non-Discharge Permitting Section
1617 Mail Service Center
Raleigh, NC 27699-1617

Attention: Permit Reviewer

Regarding: Reclaimed Wastewater System Application
Lakeside Produce Greenhouse Facility
Application Cover Letter

Dear Reviewer:

Brooks Engineering Associates (BEA), on behalf of Cervini Farms, Inc., appreciates the Division
of Water Resource’s acceptance and review of this application for a reclaimed wastewater
system permit. This letter is provided to accompany three separate applications: 1) Reclaimed
Water Systems Application (form RWG 06-16); b) Reclaimed Water Systems – Non-
Conjunctive utilization (form RWNC 06-16); and c) Reclaimed Water Systems – Project
Information (form RWPI 06-16). Engineering another design submittals are prepared in
accordance with NCAC Title 15A .02U. One original and two copies of all submittals are
provided.

These applications and accompanying submittals are for a wastewater treatment system to serve
the Lakeside Produce greenhouse facility in Henderson County North Carolina. The facility will
consist of 30.85 acres of greenhouse, a packing house, and work cabins. The proposed Design
Flow is 7,010 gpd.

The following are items requested on the various permit applications. The supporting
information is provided as indicated.

A. Cover Letter. This document is to serve as the Cover Letter.
B. Application Fee. The new facility fee of $810 is enclosed.
C. Form RWG 06-16. The original and two copies are enclosed.
D. Form RWNC 06-16. The original and two copies are enclosed
E. Property Ownership Documentation. A copy of the report from the Henderson County
GIS is attached.
F. Soil Evaluation. Not provided as the reclaimed water is to be used in hydroponic
greenhouse operations. No indigenous soils is utilized.
G. Agronomist Evaluation. No complete evaluation is provided. The nutrient
requirements for the greenhouse relative to the calculated nutrients produced by the
proposed wastewater system are provided in the calculations.
H. Hydrogeologic Report. No evaluation is provided.
I. Water Balance. No complete evaluation is provided. Calculations for the water
requirements for the greenhouse relative to the reclaimed water produced by the proposed
wastewater system are provided in the Calculations.
J. Engineering Plans. Enclosed.
K. Specifications. Enclosed.
L. Engineering Calculations. Enclosed.
M. Site Map. Site Map is included as Sheet N-1.1.
N. USGS Map. Attached.
O. Residuals Management Plan. Provided in Specifications.
P. Distribution System Monitoring Plan. Not provided. Irrigation system is by others.
Q. Education Program. Provided in Specifications.
R. NC Incorporation. Attached is the report from the filing document with the Secretary of
State for the Cervini Farms incorporation.
S. Other Permits. Attached is a copy of the Floodplain Development Permit from
Henderson County for portions of the site that exist in the floodplain, but well above base
flood elevation, requested in Form RWPI. As this project was deemed agricultural, no
erosion control or stormwater permitting was required.

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.

Attachments: Proof of Registration with Sec. of State
GIS Report indicating property Ownership
USGS Map
Henderson County Floodplain Development Permit

Enclosed Submittals: Application Forms RMNC, RWG, RWPI 06-16
Application Fee Check
Engineering Plans
Engineering Specifications
Engineering Calculations
Henderson County, NC Tax Parcel Report Friday, August 16, 2019
WARNING: THIS IS NOT A SURVEY
Parcel Information
REID:10003355 Pin:9640289092
Listed to:CERVINI FARMS (1993) INC Neighborhood:MILLS RIVER R/30
Mailing Address:PO BOX 32660 Township:Mills River
Mailing City, State, Zip:DETROIT, MI 48232 Municipality:
Physical Address:648 LADSON RD Tax District:MILLS RIVER FIRE
Deed:003219/00404 Plat:2018 112898
Date Recorded:2018-07-03 00:00:00.0 Elementary School District:MILLS RIVER
Revenue Stamps:0 Middle School District:RUGBY MIDDLE
County Zoning:R2 High School District:WEST HIGH
Property Description:PLAT OF SURVEY 116.8 + 4.5 ACRES
BM2018-112898 Soil:
Map Sheet:9640.00 Voting Precinct:Mills River South
Assessed Acreage:121.14000000 Commissioner District 3
Building Value:$0.00 Agricultural District None Found
Land Value:$1,232,900.00 North Carolina House District 117
Value To Be Billed:$1,232,900.00 U.S. House District 11
North Carolina Senate District 48 Flood Zone:
Zone X, Not Shaded (Areas
outside of the floodplain),Zone
AE, 1% (100 Year
Floodplain),Floodway Areas in
Zone AE,Zone X, Shaded, 0.2%
(500 Year Floodplain)
Henderson County
Geographic Information Systems (GIS)
200 North Grove Street
Hendersonville, NC 28792
P: [phone]
F: [phone]
THIS IS NOT A SURVEY.
All information or data provided, whether subscribed, purchased or otherwise distributed, whether in hard copy or digital
media, shall be at the user’s own risk. Henderson County makes no warranties or guarantees, including the warranties of
merchantability or of fitness for a particular purpose. Map data is not appropriate for, and is not to be used as, a geodetic,
legal, or engineering base system. The data is not intended as a substitute for surveyed locations such as can be determined
by a registered Public Land Surveyor, and does not meet the minimum accuracy standards of a Land Information
System/Geographic Information System Survey in North Carolina (21 NCAC 56.1608).
C/L0.00%2.00:12.00%0.00%2.00:12.00%
SCALE: 1"=2000'
PROPOSED
FACILITY
RECEIVING STREAM
FRENCH BROAD RIVER
CLASS WS-IV, B
INDEX# 6-(47.5)

No. 20181007

PROJECT MANAGEMENT DEPARTMENT
FLOOD DAMAGE PREVENTION
100 NORTH KING STREET
HENDERSONVILLE, NC 28792
Telephone: [phone]

FLOODPLAIN
DEVELOPMENT
PERMIT

FOR: Lakeside Produce Greenhouse Facility – South Property
New Construction and fill placement
Specify for what purpose the permit is issued –
(New construction, alterations, fill, excavation, other)

ISSUED TO: Cervini Farms (1993) INC

PROJECT ADDRESS: 0 Ladson Road
(if different from above address)

ISSUED BY: Natalie J. Berry, CFM
(Floodplain Management Administrator)

DATE ISSUED: October 29, 2018

THIS PERMIT MUST BE POSTED ON THE PREMISES IN A
CONSPICUOUS PLACE SO AS TO BE SEEN FROM THE STREET OF
ROAD ON WHICH THE STRUCTURE FACES

TABLE OF CONTENTS

1.0 Calculations

1.1 Water and Nutrient Balance

1.2 TDH Calculations
- EQ To Recirc Tank
- Recirc to EZ Treat Pod
- Disc Filter Dosing
- Final Dose Tank to irrigation Tank
- Upset Condition Dose to Upset Pond
- Grinder Pump to WWTF

1.3 Tank Size and Float Settings

1.4 WWTF Process Calculations
- Treatment system effluent parameters
- UV System

1.5 Buoyancy
- 8,000 gallon septic tank
- 5,000 gallon pump tank
-1500 gallon pump tank
- 6500 gallon pump tank
- EZ Treat Pod

1.0 CALCULATIONS

1.1 Water and Nutrient Balance

WATER & NUTRIENT BALANCE
WATER BALANCE
Water Requirements Units No. Units
Flow/Unit
(gal)
Add'l Irrigation
Water (gpd)
% by
Reuse
Phase 1 Irrigation system Make-up Water ft2 829818 0.245424 203,657 3.4%
Phase 2 Irrigation system Make-up Water ft3 514879 0.245424 126,364 2.1%
Make water Requirement (10L/m2)0.245424 gal/sf
NUTRIENT BALANCE
Nutrient Requirements For Irrigation System Units No. Units Acres Lbs./day
% by
Reuse
Phase 1 Total Nitrogen lb/acre 11 19.05 210 0.70%
Phase 1 Total Phosphorus lb/acre 4 19.05 84 0.56%
Phase 2 Total Nitrogen lb/acre 11 11.82 130 0.43%
Phase 2 Total Phosphorus lb/acre 4 11.82 52 0.34%
Nutrients Added to Irrigation System by
OSWW Units No. Units mg/l Lbs./day
Phase 1 & 2 Total Nitrogen gpd 7010 25 1.46
Phase 1 & 2 Total Phosphorus gpd 7010 8.00 0.47

1.2 TDH Calculations
- EQ To Recirc Tank
- Recirc to EZ Treat Pod
- Disc Filter Dosing
- Final Dose Tank to irrigation Tank
- Upset Condition Dose to Upset Pond
- Grinder Pump to WWTF

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 2067.0 2074.0 25 150 26.0
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
1 COUPLING 2 2.50
3 GATE VALVE 1.3 3.90
0 GLOBE VALVE 55 0.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
117.36
Q (gpm)DH hm (feet)TDH PSI Velocity
10 7.00 0.25 7.25 3.1 1.02
20 7.00 0.90 7.90 3.4 2.04
30 7.00 1.90 8.90 3.9 3.07
40 7.00 3.23 10.23 4.4 4.09
50 7.00 4.89 11.89 5.1 5.11
60 7.00 6.85 13.85 6.0 6.13
70 7.00 9.12 16.12 7.0 7.15
80 7.00 11.68 18.68 8.1 8.17
90 7.00 14.52 21.52 9.3 9.20
100 7.00 17.65 24.65 10.7 10.22
110 7.00 21.06 28.06 12.1 11.24
EQ Tank to Recirc Tanks
TDH CALCULATIONS
EQ to ST
INPUTS Elevation Head Loss Major Losses
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 2067.0 2080.0 30 150 32.7
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
2 COUPLING 2 3.00
2 GATE VALVE 1.3 2.60
27 Nozzles 40 1080.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
1203.30
Q (gpm)DH hm (feet)TDH PSI Velocity
10 13.00 2.54 15.54 6.7 1.02
20 13.00 9.19 22.19 9.6 2.04
30 13.00 19.47 32.47 14.1 3.07
40 13.00 33.16 46.16 20.0 4.09
50 13.00 50.13 63.13 27.3 5.11
60 13.00 70.27 83.27 36.0 6.13
70 13.00 93.49 106.49 46.1 7.15
80 13.00 119.72 132.72 57.5 8.17
90 13.00 148.90 161.90 70.1 9.20
100 13.00 180.99 193.99 84.0 10.22
110 13.00 215.93 228.93 99.1 11.24
Recirc Tank to Pod
TDH CALCULATIONS
RT to Pod
INPUTS Elevation Head Loss Major Losses
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 = 1 1/2 inches (nominal) equals 1.59 inches (ID)
0.1325 ft.
NODE:
Equiv. Length Sum
No. inputs Fittings Details Initial Elev. Final Elev. L "C" (FT) Eq. Length
1 Pipe 2067.0 2079.0 20 150 23.3
6 90 DEG ELL 5 30.00
6 45 DEG ELL 3 18.00
0 90 DEG TEE 7 0.00
1 COUPLING 1.5 1.50
3 GATE VALVE 1 3.00
1 Disc Filter 100 100.00
0 ANGLE VALVE 22 0.00
1 CHECK VALVE 14 14.00
189.82
Q (gpm)DH hm (feet)TDH PSI Velocity
10 12.00 1.37 13.37 5.8 1.82
20 12.00 4.96 16.96 7.3 3.63
30 12.00 10.51 22.51 9.7 5.45
40 12.00 17.91 29.91 12.9 7.27
50 12.00 27.07 39.07 16.9 9.08
60 12.00 37.94 49.94 21.6 10.90
70 12.00 50.48 62.48 27.0 12.72
80 12.00 64.64 76.64 33.2 14.53
90 12.00 80.39 92.39 40.0 16.35
100 12.00 97.72 109.72 47.5 18.16
110 12.00 116.58 128.58 55.7 19.98
Pump Tank To Disc
TDH CALCULATIONS
PT to Disc Filter
INPUTS Elevation Head Loss Major Losses
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 2070.0 2148.0 650 150 654.7
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
33 COUPLING 2 65.00
2 GATE VALVE 1.3 2.60
27 Nozzles 40 1080.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
1887.26
Q (gpm)DH hm (feet)TDH PSI Velocity
10 78.00 3.99 81.99 35.5 1.02
20 78.00 14.41 92.41 40.0 2.04
30 78.00 30.53 108.53 47.0 3.07
40 78.00 52.01 130.01 56.3 4.09
50 78.00 78.63 156.63 67.8 5.11
60 78.00 110.22 188.22 81.5 6.13
70 78.00 146.63 224.63 97.2 7.15
80 78.00 187.77 265.77 115.1 8.17
90 78.00 233.54 311.54 134.9 9.20
100 78.00 283.86 361.86 156.7 10.22
110 78.00 338.66 416.66 180.4 11.24
Final Dose Tank to Irrigation Tank
TDH CALCULATIONS
Final Dose to Tank
INPUTS Elevation Head Loss Major Losses
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 2073.0 2079.0 52 150 52.3
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
3 COUPLING 2 5.20
3 GATE VALVE 1.3 3.90
0 GLOBE VALVE 55 0.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
146.45
Q (gpm)DH hm (feet)TDH PSI Velocity
10 6.00 0.31 6.31 2.7 1.02
20 6.00 1.12 7.12 3.1 2.04
30 6.00 2.37 8.37 3.6 3.07
40 6.00 4.04 10.04 4.3 4.09
50 6.00 6.10 12.10 5.2 5.11
60 6.00 8.55 14.55 6.3 6.13
70 6.00 11.38 17.38 7.5 7.15
80 6.00 14.57 20.57 8.9 8.17
90 6.00 18.12 24.12 10.4 9.20
100 6.00 22.03 28.03 12.1 10.22
110 6.00 26.28 32.28 14.0 11.24
Upset Tank to pond
TDH CALCULATIONS
Upset to Pond
INPUTS Elevation Head Loss Major Losses
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 2075.0 2074.0 2023 150 2023.0
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
101 COUPLING 2 202.30
1 GATE VALVE 1.3 1.30
0 GLOBE VALVE 55 0.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
2311.60
Q (gpm)DH hm (feet)TDH PSI Velocity
10 -1.00 4.89 3.89 1.7 1.02
20 -1.00 17.65 16.65 7.2 2.04
30 -1.00 37.40 36.40 15.8 3.07
40 -1.00 63.71 62.71 27.1 4.09
50 -1.00 96.31 95.31 41.3 5.11
60 -1.00 135.00 134.00 58.0 6.13
70 -1.00 179.60 178.60 77.3 7.15
80 -1.00 229.99 228.99 99.1 8.17
90 -1.00 286.05 285.05 123.4 9.20
100 -1.00 347.69 346.69 150.1 10.22
110 -1.00 414.81 413.81 179.1 11.24
Grinder Pump
TDH CALCULATIONS
Grinder to WWTF
INPUTS Elevation Head Loss Major Losses

1.3 Tank Size and Float Settings

EQ Pump Tank
6500 gallon Pump Tank Selected
Req'd. EQ Storage (gal)1752.5 gal
Total Tank Height 54 inches
Storage (gal/ft)1496.16
Storage (gal/in)124.68
Pump Off Level 18 inches
Pump Drawdown on Cycle Dose 2.3 inches
Req'd. EQ Storage (in)14.06 inches
4 Hour Emergency Storage (gal)1752.50 gal
Req'd. Emergency Storage (in)14.06 inches
**Req'd EQ Storage = 2 hours peak flow - 2 hours period of pump cycles
Actual Settings
Top
8.0 997.4 inches/gal.
Total Depth (in.) 8.0
Peak Enable Level
Total Depth (in.) 14.0 6.0 748.1 inches/gal.
Alarm Enable
Total Depth (in.) 32.0 18.0 2244.2 inches/gal.
Dose Enable Level
Total Depth (in.) 36.0 4.00 498.7 inches/gal.
Off level
Total Depth (in.) 54.0 18 2244 inches/gal.
Tank bottom level
Depth from Top Interior
Brooks Engineering Associates, PA p.1 of 1 8/16/2019
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 2070.0 2148.0 650 150 654.7
6 90 DEG ELL 7 42.00
6 45 DEG ELL 4 24.00
0 90 DEG TEE 10 0.00
33 COUPLING 2 65.00
2 GATE VALVE 1.3 2.60
27 Nozzles 40 1080.00
0 ANGLE VALVE 28 0.00
1 CHECK VALVE 19 19.00
1887.26
Q (gpm)DH hm (feet)TDH PSI Velocity
10 78.00 3.99 81.99 35.5 1.02
20 78.00 14.41 92.41 40.0 2.04
30 78.00 30.53 108.53 47.0 3.07
40 78.00 52.01 130.01 56.3 4.09
50 78.00 78.63 156.63 67.8 5.11
60 78.00 110.22 188.22 81.5 6.13
70 78.00 146.63 224.63 97.2 7.15
80 78.00 187.77 265.77 115.1 8.17
90 78.00 233.54 311.54 134.9 9.20
100 78.00 283.86 361.86 156.7 10.22
110 78.00 338.66 416.66 180.4 11.24
Final Dose Tank to Irrigation Tank
TDH CALCULATIONS
Final Dose to Tank
INPUTS Elevation Head Loss Major Losses
Disc Filter Dose Pump Tank
1500 gallon Pump Tank Selected
Design Flow 7010 gpd
Total Tank Height 60 inches
Storage (gal/ft)418.92
Storage (gal/in)34.91
Pump Off Level 18 inches
Gallons per cycle 160.0 gal.
Pump Drawdown on Cycle Dose 4.6 inches
Estimated Volume to Pressurize 350.0 gal
Pump Drawdown on 3 Cycle Dosing 43.8 inches
Req'd. Emergency Storage 4 hours of recycle doses 224.00 gal
Req'd. Emergency Storage (in)6.42 inches
Actual Settings
Top
6.0 209.5 inches/gal.
Total Depth (in.) 6.0
Peak Enable Level
Total Depth (in.) 14.0 8.0 279.3 inches/gal.
Alarm Enable
Total Depth (in.) 38.0 24.0 837.8 inches/gal.
Dose Enable Level
Total Depth (in.) 42.0 4 139.6 inches/gal.
Off level
Total Depth (in.) 60.0 18 628 inches/gal.
Tank bottom level
Depth from Top Interior
TANK SIZING CALCULATIONS
Brooks Engineering Associates, PA p.1 of 1 8/14/2019

1.4 WWTF Process Calculations
- Treatment system effluent parameters
- UV System

Parameter Influent* Effluent Influent Effluent Influent Effluent Sources** Calculations ?BOD5 350 170.6 171 7.7 NA NA 1, 2, 4 ProvidedTSS 250 50 50 0.68 NA NA 1, 2, 4 ProvidedNH3-N 60 60 60 0.9 NA NA 3 ProvidedNO3-N 0 0 0 8.1 NA NA 3 Non-empirical, reduction % from sourceNO2-N 0 0 0 0.5 NA NA 3 Non-empirical, reduction % from sourceTKN 80 70 70 0.9 NA NA 3 Non-empirical, reduction % from sourceTN 50 50 50 9.5 NA NA 1 ProvidedTotal P 10 5 5 5 NA NA 5 Non-empirical, reduction % from sourceFecal1.00E+06 10 6 Provided*All units are in mg/l**Sources1 Calculations based on NSF 345 and 245 Certifications for EZ Treat System2Engineering Review: Alternative Onsite Wastewater Systems, Brooks 19963 USEPA Onsite Wastewater Treatment Systems Technology Fact Sheet 11 (EPA 625/R-00/008)4 USEPA Onsite Wastewater Treatment and Disposal Systems Design Manual (EPA 625/1-80-012)5Wastewater Engineering Treatment/Disposal/Reuse, Metcalf & Eddy6 Manufacturer assisted calculationsSeptic Tanks EZ Treat UVSUMMARY OF PROPOSED TREATMENT SYSTEM CONTAMINANT REDUCTION
PROCESS DESIGN CALCULATIONSLakeside Produce WWTF Process CalculationsDesign Flow Rate7010 gpd1st 1Q Septic Tank Influent BOD5350 mg/l (35% reduction)2nd 1Q Septic Tank Influent BOD5227.5 mg/l (25% reduction)EZ Treat Recirc Tank Influent BOD5170.625 mg/l1st 1Q Septic Tank Influent TSS300 mg/l (70% reduction)2nd 1Q Septic Tank Influent TSS90.0 mg/l (50% reduction)EZ Treat Recirc Tank Influent TSS45 mg/l4L Pods (2) 4L Pods (2)1Q Septic 1Q SepticDose TankRecirc Tank Recirc Tank8000 8000 8000 8,000 16,4002 Pod 2 Pod 2 PodBOD5 Process ReductionInfluent Influent Pod Loading Effluent Effluent % BODBOD (mg/l) BOD (lb)Rate (lb/pod) BOD (lb) BOD (mg/l) ReductionFirst Recirculation170.6 10 5.0 1.5 25.6 85.0%Second Recirculation25.6 1 0.7 0.4 7.68 70.0%total 95.5%Criteria: 1) Septic Tanks will provide total BOD reduction of 51.3%2) Typical Organic Loading for Pod 200 mg/lHydraulic Loading for Pod 3200 gpdwith 112 s.f. of media28.57 gpd/sfResulting Loading Rate (lb BOD per s.f.) 0.08896Resulting Loading Rate (lb/pod) 5.33) Per NSF 350 Certification 90+% Effluent Removal at typical loading rates. Expressed above assumes 85% of the influent BOD is removed with first recirculationand 70% removed with second recirculation
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) ReductionFirst Recirculation50 3 2.0 0.92 15.8 68.4%Second Recirculation15.8 1 0.5 1 9.5 40.0%Resulting NH3 (10% TN)0.9Criteria: 1) Septic Tankage will convert all TKN to NH42) Typical TN Loading for Pod 50 mg/lHydraulic Loading for Pod 3200 gpdwith 112 s.f. of media28.57 gpd/sfResulting Loading Rate (lb BOD per s.f.) 0.02224Resulting Loading Rate (lb/pod) 3.63) 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 Recirculation45 3 1.3 1 13.5 70.0%Second Recirculation13.5 1 0.4 0 6.8 50.0%Disc Filtration6.8 0.40.68Criteria: 1) Septic Tankage removal rates above2) Typical TSS Loading for Pod 70 mg/lHydraulic Loading for Pod 3200 gpdwith 112 s.f. of media28.57 gpd/sfResulting Loading Rate (lb TSS per s.f.) 0.031136Resulting Loading Rate (lb/pod) 5.03) Effluent Removal expressed above assumes 70% of the influent TSS is removed withfirst recirculation and 50% based on the second recirculationbased on manufacturer's and NSF data4) Disc filtration provides >90% removal
Round HousingLamp Model:GPH620T5L/4Length of Lamp =30inchesDiameter of Lamp =3/4inchesNominal Intensity =3,700 mW-sec/cm² (at < 3" from lamp centerline)Arc Length = 27 7/8 inches (length of lamp less 2 1/8")Effective Intensity = 2,294 mW-sec/cm² (62% of nominal intensity for wastewater)Design Dosage =24,000 mW/cm² (gives >log-5 reduction for E. coli, log-3 reduction for Rotavirus, Polio)(treats 1,000,000 MPN/100 mL Total Coliform to 10 MPN/100 mL)Chamber Diameter =4inchesChamber Volume = 1.516 gallonsLamp Volume = 0.053 gallonsNet Fluid Volume = 1.463 gallonsReq'd Retention Time = 10.5 secondsNumber of Lamps 8Max Flow Rate =8.4 gpm / chamberMax Flow Rate for all lamps = 67.14 gpm for 100 MPN/mL effluentMax Flow Rate from system = 30.00 gpmRetention Time at Max Flow = 23.42seconds for 14 MPU/100 mL effluentUV Intensity Calculations

1.5 Buoyancy
- 8,000 gallon septic tank
- 5,000 gallon pump tank
-1500 gallon pump tank
- 6500 gallon pump tank
- EZ Treat Pod

BOUYANCY CALCULATIONS
For Tank:6500 gal EQ Tank
Soil Depth = 4 ft
TANK
Tank Width 11.33 ft
Tank Height 5.83 ft
Tank Length 21.33 ft
Volume of Tank 1410.37 Cubic Feet
Tank Weight (dry)55,806 lbs
Up Force from Displaced Water: (assumes water to tank top) 87,866.1 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above tank 967.11 Cubic Feet
Soil Density 90 lb/c.f.
Soil Weight 87040 lb
Down Force From Tank, Water and Soil: 142,846.0 Lbs
Factor of Safety:1.625724 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 9.48 ft
BOUYANCY CALCULATIONS
For Tank:8000 gal Septic Tank
Soil Depth = 4 ft
TANK
Tank Width 11.00 ft
Tank Height 7.50 ft
Tank Length 23.00 ft
Volume of Tank 1897.50 Cubic Feet
Tank Weight (dry)69,260 lbs
Up Force from Displaced Water: (assumes water to tank top) 118,214.3 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above tank 1012.00 Cubic Feet
Soil Density 90 lb/c.f.
Soil Weight 91080 lb
Down Force From Tank, Water and Soil: 160,340.0 Lbs
Factor of Safety:1.356351 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 10.17 ft
BOUYANCY CALCULATIONS
For Tank:5000 gal Tank
Soil Depth = 4 ft
TANK
Tank Width 6.50 ft
Tank Height 10.33 ft
Tank Length 13.92 ft
Volume of Tank 934.93 Cubic Feet
Tank Weight (dry)51,338 lbs
Up Force from Displaced Water: (assumes water to tank top) 58,246.1 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above tank 361.92 Cubic Feet
Soil Density 90 lb/c.f.
Soil Weight 32573 lb
Down Force From Tank, Water and Soil: 83,910.8 Lbs
Factor of Safety:1.440624 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 14.89 ft
BOUYANCY CALCULATIONS
For Tank:1500 gal Pump Tank
Soil Depth = 4 ft
TANK
Tank Width 6.33 ft
Tank Height 6.00 ft
Tank Length 11.50 ft
Volume of Tank 436.77 Cubic Feet
Tank Weight (dry)25,502 lbs
Up Force from Displaced Water: (assumes water to tank top) 27,210.8 Lbs
Minimum Tank Water Volume 0 gal
Weight of Water Permanently in Tank 0.0 lbs
Volume of Soil above tank 291.18 Cubic Feet
Soil Density 90 lb/c.f.
Soil Weight 26206 lb
Down Force From Tank, Water and Soil: 51,708.2 Lbs
Factor of Safety:1.900284 -Factory of Safety OK
Predicted Height of Water at Tank for Bouyancy 11.40 ft
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
ii

TABLE OF CONTENTS

1.0 System Summary & Project Information..................................................................... 1
1.1 Summary & Design Parameters ......................................................................... 1
1.2 Contacts ............................................................................................................ 4
1.3 Scope & Qualifiers ............................................................................................. 4

2.0 Piping & Collection System ......................................................................................... 6
2.1 Location of Sanitary Sewage Systems ................................................................ 6
2.2 Sizing & Material ................................................................................................. 6
2.3 Burial .................................................................................................................................. 7
2.4 Steep Slope Installation .................................................................................................. 7
2.5 Trenching & Installation .................................................................................................. 8
2.6 Testing .................................................................................................................. 9
2.7 Grease Traps .......................................................................................................11
2.8 Grinder Pumps ...................................................................................................12
2.9 Valving ................................................................................................................12

3.0 Treatment System .......................................................................................................... 13
3.1 Treatment System Overview ..............................................................................13
3.2 Equalization System ..........................................................................................14
3.3 Aerobic Treatment System ................................................................................15
3.4 Backup Generator ..............................................................................................20
3.5 5-day Upset Storage ..........................................................................................20
3.6 Final Dosing Tank ...............................................................................................21
3.7 Final Storage Tank .............................................................................................22
3.8 Security ...............................................................................................................22

4.0 Site Preparation .................................................................................................22
4.1 Clearing & Grubbing ..........................................................................................23
4.2 Seeding & Mulching ...........................................................................................23
4.3 Erosion Control ..................................................................................................22

5.0 Inspection And Monitoring Proceedings .........................................................24
5.1 Pre-Construction Meeting ..................................................................................24
5.2 Intermediate Inspection of the System ...............................................................24
5.3 Final Inspection & Start-Up ................................................................................24
5.4 Operation & Maintenance ...................................................................................25
5.5 Residuals Management Plan ..............................................................................25
5.6 Education Program ..............................................................................................25

6.0 Product Information Sheet
6.1 Flow Diagram for Hydroponic Irrigation System
6.2 Submittal Sheets for Precast Tanks & Effluent Filters
6.3 Submittal Sheets for EZ Treat & UV System
6.4 Submittal Sheets for Pumps

iii

1.0 SYSTEM SUMMARY & PROJECT INFORMATION

1.1 Summary & Design Parameters

These specifications and accompanying engineering plans are for a reclaimed wastewater
treatment system to serve the Lakeside Produce greenhouse facility located in Henderson
County North Carolina. The facility is to be built in two phases with Phase 1 consisting of 18.98
acres of greenhouse and Phase 2 consisting of 11.87 acres of greenhouse. As part of the
facility two work camp bunk houses are to be built each housing 48 seasonal workers. These
Specifications and Engineering Plans are for both Phases of construction.

The treated wastewater is to be utilized in the hydroponic irrigation system in the greenhouses.
The hydroponic system utilizes a flowing tray system to grow tomatoes. No irrigation water is
sprayed on the fruit. Irrigation water continuously flows in a tray system through the soil media
and root system for the plants. Only the plant roots come in to contact with the irrigation water.
The irrigation water is a closed loop whereby flowing water that has been through the
hydroponic tray system is collected, filtered, disinfected, and replenished with the growth
formula (nutrients, etc). Refer to Section 6.1 for a flow diagram of the hydroponic system. The
greenhouses need on average 10 liters/m2/day (0.24542 gal/sf/day) of greenhouse for “make-up
water” (water taken up by plants or last through evapotranspiration) daily. The make-up water is
to be supplied by a combination of well water, the public water system supplied by the City of
Hendersonville, and reclaimed wastewater. The water requirements for each phase are
identified below.

Water Requirements Units
No.
Units
Flow/Unit
(gal)
Add'l
Irrigation
Water (gpd)
% by
Reuse
Phase 1 Irrigation system Make-up Water ft2 829818 0.24542 203,657 3.4%
Phase 2 Irrigation system Make-up Water ft3 514879 0.24542 126,364 2.1%

The proposed Design Flow is 7,010 based on the flow rates as depicted below from NCAC 02T
.0114.

4
PHASE 1

USE Units
No.
Units
Flow/
Unit
Design Flow
(gpd)
Work Camps with toilets beds 96 60 5760
Non-camp Greenhouse Workers - Daily per 50 25 1250
Total 7010

The design effluent parameters are based upon NCAC O2U Type 2 standards as follows.

EFFLUENT – Type 2 Average
Daily
Max.
BOD5 (mg/l) 5 10
TSS (mg/l) 5 10
NH3 (mg/l) 1 2
Fecal Coliform (col/100 mL) 3 25
Coliphage (col/100 mL) 5 25
Clostridium (col/100 mL) 5 25
Turbidity (NTU) 5 5

The wastewater treatment facility (WWTF) consists of anoxic septic tank treatment, an EZ
Treat™ recirculating fixed media aerobic treatment system, disc filtration, and UV disinfection.
The treatment system design provides for duplicity of all major components to allow for
operation during maintenance of major components.

1.2 Contacts

Engineer – Mark Brooks, PE, Brooks Engineering Associates [phone]
Owner Contact – Sajeesh Nambiar, Lakeside Produce [phone]
EZ Treat – Mike Stidham [phone]

1.3 Scope & Qualifiers

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.

The maintenance and operation of the system are to be in accordance with the Operation &
Maintenance Plan provided as a separate document. Monitoring requirements and discharge
5
limitations are detailed in the NCDEQ Non-discharge Permit. Operational Agreement shall be in
accordance with 15A NCAC 02T .0115.

Notify Engineer in sufficient time to permit inspection of underground work before backfilling is
initiated. 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 specifications are subject to North Carolina Laws and Rules for Waste Not Discharged to
Surface Waters 15A NCAC O2U – Reclaimed Water regulations and North Carolina State
Plumbing Code and North Carolina State Electrical Code, where applicable.

Specific component manufacturers are specified on the engineering plans and herein. The
specific component manufacturers are identified only to set a standard for performance and
quality. “Or Equal” substitutions are allowed but only as approved as such by the project
engineer. In the event that the Owner or 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).

6

2.0 PIPING & COLLECTION

The collections system consists of the tankage and pump systems located at the bunkhouses
and forcemain to convey the raw wastewater to the treatment facility. Plumbing for the packing
house and offices is to be conveyed to the initial WWTF manhole under a gravity flow system
but the service line location is unknown at this juncture.

2.1 Location Of Sanitary Sewage Systems
The setbacks for wastewater treatment and storage facility are per 15A NCAC 02U .0700 and
summarized below:

TREATMENT & STORAGE SETBACKS (feet)
Any private or public water supply source 100
Surface Waters 50
Wells, with the exception of monitoring wells 100
Property Line 0

These setbacks are depicted on the Engineering Plans and shall be maintained in construction.

2.2 Sizing & Material
Gravity flow pipe and fittings shall be SDR 35 Schedule 40 PVC with solvent-cemented or
gasketed joints (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 Schedule 40 SDR 21 PVC with gasketed joints (ASTM D-2241) of
a size 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.

7
Piping from the final dose tank to the Return irrigation water tank (reclaimed water distribution
piping and valves) shall be colored purple (Pantone 522 or equivalent) and embossed, or
integrally stamped “CAUTION: RECLAIMED WATER – DO NOT DRINK”. The warning shall be
on offsite sides of the pipe and repeated every three feet or less. Identification shall be at least
three inches wide with white or black lettering.

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.
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
8
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
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
9
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.

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
10
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.
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)
11
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
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 Grease Traps
Grease traps are to be installed at each bunkhouse and connected to the waste plumbing line
for the kitchen only. No sanitary sewage is to to be tied to the grease traps. Both grease traps
are to be 1500 gallon precast tanks meeting specifications outlined in Section 3.1. A sanitary
tee is to be installed as shown in the engineering plans.

12
2.8 Grinder Pumps
Pre-assembled grinder pump systems are to be utilized to pump the grease trap effluent and
sanitary waste to the WWTF. Duplex systems are specified. System are required to have
minimum 1.5 HP motors providing a minimum of 34 gpm at 48 feet TDH. Refer to Section 6.4
for specified systems.

2.9 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.

13
3.0 TREATMENT SYSTEM

The wastewater treatment system consists of septic tanks for initial anoxic treatment and solids
removal, equalization, EZ Treat recirculating fixed media treatment systems, disc filtration, and
UV disinfection.

3.1 Solids Settling and Anoxic Treatment
Design
The influent raw wastewater is pumped to a series of septic tanks for the initial solids removal
and anoxic treatment. A total of 16,000 gallons of tankage is provided with two 8,000 gallon
septic tanks in series, each with an effluent filter. The first filter will remove solids up to 1/16
inch and the second will remove solids up to 1/32 inch.

Tankage
All septic tanks are precast concrete. All tanks shall conform to criteria in 15A NCAC 18A
.1952-.1954. All tanks should be installed on a 8-inch minimum layer of No. 57 washed stone
aggregate to protect against any differential settlement. 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 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. Grout connections as necessary to make smooth and uniform surfaces on the
inside of the structure. 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. Tanks shall be
backfilled in accordance with the applicable specifications herein before described. All pipe
penetrations shall be through Press-Seal Cast-A-Seal 402 or approved equal. All joints (mid-
seam, top-seam) shall be sealed using Concrete Sealants butyl sealant #CS-102 meeting
ASTM C-990. Contractor and supplier shall note the bottom connection locations and cast-in-
place rubber boot requirement on all bottom tank interconnections. All service access openings
will be a minimum of 24 inches unless otherwise noted in the Engineering Plans.

14
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 local health department.
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 LHD 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.

3.2 Equalization System
Design
The equalization system is designed to store peak flow periods (two hours) and equalize the
flow dose to the tertiary treatment system over an approximate 12 hour time frame.

Tankage
A 6,500 gallon precast concrete equalization tank is specified. A Refer to tankage specifications
in Section 3.1. Tank sizing based on providing the required float switch placement with
dedicated floats providing functions as described below.
RED. OFF: Placed to allow for minimum pump submergence
TIMER ON: Placed to provide a minimum of 25% of the DDF for EQ storage.
LAG ON: Placed for sufficient separation from TIMER ON float. Starts both pumps
simultaneously.
ALARM: Placed for sufficient separation from LAG ON float and to allow for
required emergency storage. Auto-dialer used so required storage is 4
hours of Daily Design Flow.

Pumps
The EQ Tank utilizes a duplex submersible pump system will dose the tertiary treatment. The
pumps are duplex submersible centrifugal effluent pumps, Zoeller Mighty-Mate 1/3 HP single
15
phase 230 volt model (refer to the Calculations & Submittals for pump specification sheets) or
equal. The flow rate from the EQ pump is calculated to be 30 gpm. If the flow rate is measured
to exceed 30 gpm, the pump should be throttled with the valving.

Control Panel
The duplex panel must alternate pumps each cycle. The timer settings are the same for each
pump. The flow rate must be adjusted to the specified 30 gpm by throttling the gate valve on
the pump discharge system. The timer settings are based on delivering the 7,010 gallon DDF to
the pretreatment system over 24 cycles in a 24 hour period and a total of 12 hours/day.

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 4 float time dosing system
with run/rest times as specified on the Engineering Plans. The controller shall alternately
actuate the duplex pumps and both pumps shall activate with a high level (LAG) condition.
Audible visible alarm required.

The panel shall be equipped to send a signal on an alarm condition to a centralized cellular
auto-dialer (RTU) located in the irrigation pump building that will call the operator in a high level
condition. The auto-dialer must be proven to work with the local cellular service and shall be
made for interior control panel mounting applications and shall be equipped with a backup
battery. The unit shall be capable of data logging for pump events Refer to Section 6.6 for the
recommended auto-dialer submittal sheets.

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.

3.3 Aerobic Treatment System
Design
The proposed aerobic pretreatment system is a series of EZ Treat 4L Big EZ system model
recirculating fixed media filters. The model 1200 system is NSF/ANSI Certified for Standards 40
(30/30 standard), 245 (50% nitrogen reduction) and 350 (reuse level treatment). The 4L model
16
was reviewed by NSF and certified for “proportionality scale-up” of the 1200 model for the 4L
model as NSF does not certify units over 1,000 gpd. Note: NSF certifications are provided in
Section 6.3.

The 4L units are designed to treat for 3200 gpd of domestic strength influent for NSF 245/350
effluent quality. The sizing of components is based on the calculated organic loading and
conservatively estimated removal rates. Refer to the calculations process design calculations
design parameters supporting the sizing of pod/filter requirements.

EZ Treat System
The system consists of four (4) EZ Treat model 4L media pods for the entire project. The EZ
Treat fixed media system is based on the principals of a recirculating sand filter but with media
that allows for more surface area. The media also protects against compaction and loss of
surface area as the media is buoyant. The system is designed with 1 and 1/3 of 2 pods
recirculating back to the recirculation tank and 2/3 pod with forward flow through the bypass
valve (allows for 100% recirculation during no flow conditions) from recirculation tanks. Process
calculations are provided in the Calculations & Submittals submittal.

The E-Z Treat treatment system consists of a pump/recirculation tank (sized by E-Z Set
Company standards) and four (4) E-Z Treat Model 4L media pod(s). The effluent entering the
Recirculation Chamber is dosed to the media pod by the duplex recirculation pumps. Each
duplex pump system is connected to a pod that are dosed alternately. The pump doses at a
rate of 40.5 gpm (27 nozzles at 1.5 gpm/nozzle) for 4 minutes and rests for 25 minutes. This
cycle is continuous for each pump. The forward flow consists of 18 nozzles (27 gpm) every
other pod dose cycle. During low flow periods when no flow is entering the recirculation tank,
the bypass valve opens and the recirculation is 100%.

EZ Treat Model 4L Media Pod
The recirculating tank influent and recirculated effluent is sprayed over the media mattress using
a spray manifold with 27 evenly spaced wide-angle spray nozzles. The nozzles are
manufactured of brass with a free passage of 0.0625 diameter. The run rest times are variable
based on the system performance. The resulting spray will deliver approximately 41 gpm
through each media pod for a total dose of 164 gallons. The Recirculation Pump doses at a
schedule of 4 minutes on, 25 minutes off with a 5:1 recirculation ratio. Each pod is dosed
individually with the same dose/rest schedule.
17

The media mattress measures 112 feet square by 2 feet thick. The mattress is fabricated from a
non-biodegradable, chemically resistant, loose-weave polypropylene material. The openings in
the weave allows for effluent and air flow while containing the media. The media inside the
mattress is a uniform styrene material. The lightweight, non-biodegradable material spheres
have a specific gravity of approximately 0.02. The biological contact surface area of the media-
filled mattress is 65,000+ square feet. The specific gravity of this material is (1) light enough to
prevent compaction which results in a loss of effective surface area, and (2) provides a
reduction in channeling across the media (short-circuiting). Effluent passes through the media
and enters the channeled bottom of the pod. The effluent gravity feeds back to the Recirculation
Tank through a 4-inch pipe and in to a bypass/splitter valve. The splitter valve direct the pod
leachate back to the recirculation tank in a low water condition and to the final dose tank in a
high water condition. The daily recirculation ratio is based on the run/rest settings for the
recirculation pumps and can be adjusted as needed. The E-Z Treat units shall be installed in
accordance with the manufacturer’s recommendations and as shown on the contract drawings.

Tankage
Refer to tankage specifications in Section 3.1. Tank sizing based on the manufacturer’s
recommendation at least 1x daily flow rate in total for recirculation.

Recirculation Pumps
The E-Z Treat recirculation pumps shall be Stay-Rite™ brand submersible vertical turbine STEP
50 Series Pumps (1.0 HP, 3 stage) for operation at 41 gallons per minute with the E-Z set spray
nozzle head requirements, or equivalent.

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 switches shall providing the required float switch placement
with dedicated floats providing functions as described below.
TIMER OFF/ON: Placed to allow for minimum pump submergence.
ALARM: Placed above the bypass line.

18

Control System
The Control Panel for the E-Z Treat System will consist of: (1) high/low water alarm and (2)
monitoring system. The control panel shall be an E-Z Treat No. 2, RCS1220B Duplex panel.
The panel shall have a low level on/off timer and a high/low water alarm. 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. The NEMA IV rated enclosure,
fabricated of heavy gauge steel, and provided with a rigid door designed for locking. All switches
shall be clearly identified, and all internal wiring shall be factory installed. All wire and conduit
required between the treatment plant electrical control enclosure and the electrical power
service shall be furnished by the purchaser. Wiring and conduit between the plant control panel
and the blowers, mixers and pumps, and between the plant panel and special accessory
equipment, when required, also shall be furnished and installed by the owner.
No splices may be placed in the pump tank or riser. All splices shall be made above ground in a
NEMA 4X junction box. Control and alarm circuits shall be on separate circuits. The
audible/visual alarms shall be external to any structure.

The panel shall be equipped to send a signal on an alarm condition to a centralized cellular
auto-dialer (RTU) located in the irrigation pump building that will call the operator in a high level
condition. The auto-dialer must be proven to work with the local cellular service and shall be
made for interior control panel mounting applications and shall be equipped with a backup
battery. The unit shall be capable of data logging for pump events Refer to Section 6.6 for the
recommended auto-dialer specification sheets. The auto-dialer shall be provided by EZ Treat.

Effluent Bypass Valve
The effluent bypass valve shall be by E-Z Set and shall be installed in accordance with the
manufacturer’s recommendations and as shown on the contract drawings.

Interconnecting Piping
All interconnecting supply and return piping and cleanouts are to be schedule 40 PVC sized as
indicated on the engineering plans. EZ Treat does not supply the piping so this shall be the
responsibility of the installation contractor. All supply piping shall be thoroughly flushed prior to
connection to the distributing valves and/or EZ Treat pods and PVC shavings and debris will
cause the system to malfunction.

19

Disc Filtration

The disc filtration shall be dual units, each housed in an E-Z Treat headworks unit. The filter
shall be a 1.5” BioDisc unit with automatic backwashing based on pump cycles. The disc
filtration shall run on a 4 minutes on and 10 minutes off cycle. The flush valve will open, and
dose valve will close, for 15 seconds at the end of each dose cycle. The panel shall be capable
of also be capable of controlling the two solenoids after the turbidity meter from a signal reading
off of the turbidity meter panel. This is a custom panel to be provided by EZ Treat.

The disc filtration system must be feed by a separate pump tank. The tank shall meet the
specifications outlined in Section 3.1. The float switches shall have a single low level off
switch/time dose activate switch. The controls shall be in a NEMA 4X UL certified control panel
for a duplex pumping system. The pump shall be duplex Sta-Rite 0.5 HP 20 GPM STEP model
pumps as specified in the engineering drawings. The pump rate will need to throttled to 15 gpm
(use the weir in the turbidity vault to evaluate). Refer to the cut-sheets for product
recommendation.

Stilling well & Turbidity Monitor
The disc filtration system effluent shall flow in to a stilling well with a 30 degree V-notch weir. A
continuous reading turbidity meter shall be mounted in the well vault sending readings to a
remote reading panel that can transmit an electrical signal based on a set meter reading. At
turbidity readings of greater than 5 NTU the panel shall send a signal to the control panel for the
two solenoid valves provided as part of the control panel for the disc filtration system. This is a
custom panel to be provided by EZ Treat. The valve controlling flow to the final dose tanks shall
close and the valve controlling flow to the upset pond dose tank shall open in a turbid/upset
event. Refer to Section 6.3 for submittals on the turbidity meter.

U.V. Disinfection
The U.V. disinfection system for each treatment plant shall be an EZ-Set 80 gallon per minute
disinfection system (Model 800) with eight (8) chambers of 30” Sanitron™ germicidal bulbs
(model GPH793T5L) with UV-C light. Each lamp shall have a UV output of 254 nanometers at
100 hours and a nominal intensity of 3,700 mW-sec/cm2. Each chamber is rated for 8.8 gpm to
provide a 5 log disinfection. The eight bulb system has 100% redundancy as 4 bulbs will provide
6 log reduction for the 15 gpm for which the system is being fed.

20

Chemical Feed
For this application a calcite feed system is proposed as an additional application to be utilized if
alkalinity is found to be limiting in the nitrification process. The calcite feed system consists of a
dedicated 0.5 HP vertical turbine 20 gpm dose pump dosing a EZ treat model 600 unit filled with
calcite. The pump is on its own timed dose panel that is to be adjusted based on the alkalinity
needs of the system.

3.4 Backup Generator
The Lakeside Produce facility has the entire operations on a backup generator as grow lamps
are powered by electrical feed. The WWTF shall be provided an automatic transfer switch that
shall provide the necessary backup power for all components. The calculated backup power
requirements is 41 kW.

3.5 5-day Upset Storage
Pond
Any effluent not meeting the 5 NTU turbidity limit shall be directed from the final dose tank via
automated solenoid valves to a lined storage pond with 5 days of daily design flow storage
capacity plus two feet of freeboard. The pond is to be lined with a 60 mil reinforced
polyethylene (RPE) liner and shall be constructed such that no stormwater runoff is received in
the pond. Effluent stored during upset conditions should be visually monitored. Release of
effluent back into the WWTP should be facilitated only upon restoration of the WWTP back to
normal operating conditions. The release of effluent back in to the WWTP should be controlled
by manual operation of the outlet valve to the initial septic tank. The valve has been sized such
that the system will not be inundated with water even if the valve is fully opened. The 1/2” line
draining the pond is sized to allow only 15 gpm to drain back into the pump tank (at pond full
level), prohibiting a high water condition in the tank. Drainage should be monitored by the plant
operator to insure a high water condition is not experienced.

The RPE liner shall have seams thermo-fusion sealed be anchored and sealed to internal
structures in accordance with manufacturer specifications and ASTM D 6497-02. The liner shall
be tested in accordance with manufacturer specifications and ASTM D 6392-08.

21
3.6 Final Dosing Tank
Properly treated effluent shall be pumped to the hydroponic irrigation system recycle tank where
it is further treated and primed as irrigation water. The line for the make-up water that comes in
to this tank has an air gap such that no recycled irrigation water or treated wastewater can
cross-connect or back siphon in to the potable water system.

Refer to tankage specifications in Section 3.1 for the final dose tank. The pump shall be duplex
Sta-Rite 1.5 HP 50 GPM STEP model pumps as specified in the engineering drawings. Tank
sizing is based on providing the required float switch placement with dedicated floats providing
functions as described below. Refer to Section 3.2 for control panel requirements.
RED. OFF: Placed to allow for minimum pump submergence.
PUMP ON: Activates pump cycle until float switch drops down.
LAG ON: Activates the second duplex pump to run continuously until the float drops
down.
ALARM: Placed for sufficient separation from LAG ON float and to allow for
required emergency storage. Auto-dialer used so required storage is 4
hours of Daily Design Flow.

3.7 Final Storage Tank for Hydroponic Irrigation
All fully treated effluent shall be transferred to the Final irrigation Water storage tanks. The
tanks are provided as part of the hydroponic irrigation system for the greenhouse facility. The
tanks shall be clearly labeled in English and Spanish as such:
WARNING: TREATED WASTEWATER. NONPOTABLE. DO NOT DRINK!

A totalizing flow meter shall be placed in a separate vault on the 2” line to the final storage tank,
after the solenoid valves for the upset condition.

3.8 Security
The entire treatment system area, including the 5-day upset pond, shall be secured by 6’
privacy fencing with locking gate and signage indicating “Entry by Authorized Personnel Only”.

22

4.0 SITE PREPARATION

4.1 Clearing & Grubbing
As the site is placed entirely on fill, no grubbing or clearing is necessary.

4.2 Final Cover
Final cover inside the fenced area is to be a clean stone gravel.

4.3 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.

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
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.

23
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.

24

5.0 INSPECTION AND MONITORING PROCEDINGS

5.1 Pre-Construction Meeting
A pre-construction meeting shall be scheduled which shall include the contractor, the NCDEQ
DWQ representative, 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. Submittal of critical components such as pumps and
tanks are required.

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. No wastewater shall be introduced in to the
system prior to final start-up and inspection.
25
EZ Treat Start-up Procedures
Start-up testing shall be required for all electrical and pressurized components of the WWTP.
Start-up procedures in the EZ Treat O&M Manual shall be followed. Potable water shall be
utilized for all start-up procedures. All system components shall be started and run in
“automatic” mode. Testing of all alarm components to insure operation in accordance with
intended function shall be checked and recorded. The potable water shall be run through the
system until influent has run through the system from the EQ Tank through the WWTP
discharge, through all monitoring and disinfection and in to the dose tank. Functionality of all
components shall be checked.

5.4 Operation & Maintenance
Operational monitoring and inspection requirements shall be provided in a separate O&M
document. Regulatory monitoring and inspection shall be outlined in the Permit to Operation.

5.5 Residuals Management
As part of routine O&M procedures, sludge levels are to be checked in the septic tanks and
Recirculation Tanks. As sludge levels approach 1/3 of the tank volume sludge is to be removed
by a vacuum truck and hauled to a permitted POTW facility. The designated facility is the City
of Hendersonville wastewater treatment facility. This facility is an approved residual
disposal/utilization site that provides sludge stabilization in accordance with EPA requirements
40 CRF 503 and 40 CFR Part 257 Appendix II. The facility has sufficient excess capacity and
routinely accepts hauled waste from septage transporters.

5.6 Education Program
The facility ownership shall provide the necessary education to protect workers from direct
contact with the reclaimed water. The education program shall include at a minimum:
• Definition of reclaimed water and locations on site where reclaimed water is found.
• Information on the property use of reclaimed water and examples of improper use of
reclaimed water.
• Clarification that reclaimed water is not for drinking.
• Clarification that reclaimed water can not be discharge to surface waters and should not
be allowed to runoff from the utilization area.
• All education shall be provided in mandatory safety meeting and in printed material.
Classes and material shall be provided in English and Spanish.

6.0 PRODUCT INFORMATION SHEETS

6.1 Flow Diagram for Hydroponic Irrigation System
6.2 Submittal Sheets for Precast Tanks & Effluent Filters
6.3 Submittal Sheets for EZ Treat & UV System
6.4 Submittal Sheets for Pumps

6.1 Flow Diagram for Hydroponic Irrigation System
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O%9+ROODQG:LWKRXWRXUGHILQLWHSHUPLVVLRQWKH\PD\LQQRZD\EHXVHGFRSLHGRUSDVVHGWRWKLUGSDUWLHVRUFRPSDWLWRUVZZZVWRO]HQOWHNHQNDPHU#VWRO]HQO)D[(PDLO:HEVLWH7HO,UULJDWLRQ)ORZFKDUW/DNHVLGH1&6RXWK(VVH[0LOV5LYHU1RUWK&DUROLQD86$3$*:&JJ$&DUPHQJDUFLDJLO&DUPHQ*DUFtD*LO;&4#(6Location of Tie-in forTreated Wastewater

6.2 Submittal Sheets for Precast Tanks & Effluent Filters
PL-625 Effluent Filter
PL-625 Test Results:
Testing on the performance of the Polylok PL-625 Effluent Filter took
place at a 140,000 square foot facility located at 3 Fairfield Blvd.
Wallingford, CT. The facility tested, is a light manufacturing and sales
facility with two cafeterias and over 70 employee’s.
Testing was performed over a six month period which began in
November 2009 and ran through April 2010. The test sample was
taken at Test Tank #1, (1 of 2 Test Septic Tanks.) Testing was started
when all effluent was diverted thru a valve to the Test Tank #1.
Because of the amount of employees at this facility this test tank
was loaded at approximately 10 times the capacity of a standard
residential 4 bedroom home.
Results of testing are as follows:
Biochemical Oxygen Demand (BOD):
Before: 697.2
After: 313.3
Total Suspended Solids (TSS):
Before: 1610.
After: 120.
PL-625 Features:
• Rated for 10,000 GPD (gallons per day).
• 625 linear feet of 1/32” filtration.
• Accepts 4’’ and 6’’ SCHD 40 pipe.
• Built in gas deflector.
• Automatic shut-off ball when filter is removed.
• Alarm accessibility.
• Accepts PVC extension handle.
4
www.HallidayProducts.com •Phone:[phone] •Fax:[phone] •[e-mail]
Series W1S Access Door
5
www.HallidayProducts.com •Phone:[phone] •Fax:[phone] •[e-mail]
Series W2S Access Door

6.3 Submittal Sheets for EZ Treat & UV System

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%

Class I

1

E-Z Treat Re-Circulating Synthetic Sand Filter System Overview
EPA Design Guidelines
Figure 1. Typical Recirculating sand filter system

2

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 readil y 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 BOD5loading 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
3
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.

Design
Min.
Septic Re-Circ
Number
of Number of
Timer
Setting

Timer
Setting
Flow Tank Tank Units Units Mod.#600 Mod.#600 Mod.#1200 Mod.#1200
GPD Sizing
Min.
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.

4

Spray Manifold System

To maximize the effectiveness of every cubic inch of the media material, the E-Z Treat Model #600
employs a spray manifold with 8 evenly spaced wide-angle spray nozzles and the Model#1200 employs
12 nozzles. The nozzles are brass construction with a free passage of .0625” in diameter; this large free
passage helps prevent nozzle clogging while maintaining a consistent misting spray. The manifold is
assembled with a pressure gauge and valves allowing for flow rate adjustments.
Filter Media Mattress Material

E-Z Treat synthetic sand filter employs a manufactured synthetic media which is encapsulated in a
mattress like container. The mattress is fabricated from a non-biodegradable; chemically resistant, loose
weave polypropylene material with a weave pattern at 90 degree intersections creating .078 square
openings allowing effluent and air to flow freely while containing the media material.
Polypropylene Mattress Material

Styrene Media

5
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

E-Z Treat Model# 1200

Catalog 70 USSection BB5
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B5 - FullJet® Spray Nozzles, Standard Spray
Performance Data
*At the stated pressure in psi.
Inlet
Con
n.
(in.)
Nozzle Type
Capa
city
Size
Orific
e
Dia.
Nom.
(in.)
Max.
Free
Pass
age
Dia.
(in.)
Capacity
(gallons per minute)*
Spray
Angle
(°)* Standard
Type
Wall
Mounted Angle
G G
G H H
H
G
D
H
D
G
G
D
GA
G
G
A
5 7 10 20 30 40 60 80 100 150 7 20 80
1/8
• • • • • 1 .031 .025 .07 .08 .10 .14 .17 .19 .23 .26 .29 .35 – 58 53
• • • 1.5 .047 .025 .11 .13 .15 .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
• • • • • • • 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
1/4
• • • • • • • 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
• • 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
3/8
• • • • • • • 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 64 67 61
• • 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
1/2
• • • • • • 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 64 67 61
• • • • 32 .203 .141 2.3 2.7 3.2 4.4 5.3 6.1 7.3 8.3 9.2 11.
1 72 75 68
• • • • • 40 .250 .141 2.9 3.4 4.0 5.5 6.6 7.6 9.1 10.
4
11.
5
13.
9 88 91 83
• • 50 .266 .156 3.6 4.2 5.0 6.9 8.3 9.5 11.
4
13.
0
14.
4
17.
4 91 94 86
3/4
• • • 2.5 .188 .172 2.1 2.5 2.9 4.1 4.9 5.6 6.7 7.7 8.5 10.
2 48 50 46
• • • 4.0 .250 .172 3.4 4.0 4.7 6.5 7.8 8.9 10.
7
12.
3
13.
6
16.
4 67 70 63

December 2008

Spin-Clean Filters

Description
The filters are placed between the pump and dripfield to screen out any debris. The
Spin-Clean type filter is most commonly used with E-Z Set Drip systems. (Other filters
are available).
Body – Two-piece threaded housing with O-ring seal. Molded from chemical
resistant glass reinforced plastic.
Screen - Sintered stainless steel. Sintering is a process in which three pieces of
stainless steel mesh are transformed into one; a perforated plate, 30m then 150
mesh. Screen collars molded from vinyl for long life and durability.
Spin Plate - Directional spin plate is molded of PVC or fiberglass.
Vortex Spin Action - Incoming water is forced through a directional nozzle plate onto
the inside of the stainless steel screen. A centrifugal motion starts inside the screen
chamber, throwing particles outward against the screen. Gravity, moves the debris
down the screen wall to the ¾” flush outlet at the base of the filter.

To stay clean, the filter flush valve must be partially to fully open allowing debris to flush
away. This can be done with continuous or automatic flushing.

Item
Number
Size
(MPT)
Max. Flow
(GPM)
Max.
Pressure
Width Height Size of
flush
port
Area of
filtration
(sq. inches)
AP4E-1 1” 15gpm 150 psi 6” 7” ¾” MPT 23.4
AP4E-1.5 1.5” 45gpm 150 psi 12” 15.5” ¾” MPT 60.8
AP4E-2 2.0” 70gpm 150 psi 12” 16” ¾” MPT 60.8

Note: Filters can be used in parallel to deliver higher flow rates and/or decrease
pressure loss through the filters.

Specifications:

1” Filter:
The Y filter body shall be molded from glass reinforced engineering grade black plastic
with a 1 inch male pipe thread (MIPT) inlet and outlet. The two piece body shall be
capable of being serviced by untwisting and shall include an O-ring seal. An additional
3/4 inch MIPT outlet shall be capable of periodic flushing. The 150 mesh filter screen is
all stainless steel, providing a 28.4 square inch filtration area. The screen collar shall be
molded from vinyl. The 1” filter shall be E-Z Set Drip Spin-Clean filter model number
AP4E-1.
Vortex Filters
December 2008

1.5” Filter:
The Y filter body shall be molded from glass reinforced engineering grade black plastic
with a 1.5 inch male pipe thread (MIPT) inlet and outlet. The two piece body shall be
capable of being serviced by unscrewing and shall include an O-ring seal. An additional
3/4” MIPT outlet shall be capable of periodic flushing. The 150 mesh filter screen is all
stainless, providing a 60.8 square inch filtration area. The outer support shell shall be
woven stainless steel wire, and the inner screen shall be made of stainless steel cloth.
The inner and outer screens shall be soldered together. The screen collar shall be
molded from vinyl. The 1 ½” filter shall be E-Z Set Drip Spin-Clean filter model number
AP4E-1.5.

2” Filter:
The Y filter body shall be molded from glass reinforced engineering grade black plastic
with a 2 inch male pipe thread (MIPT) inlet and outlet. The two piece body shall be
capable of being serviced by unscrewing and shall include an O-ring seal. An additional
3/4” MIPT outlet shall be capable of periodic flushing. The 150 mesh filter screen is all
stainless, providing a 60.8 square inch filtration area. The outer support shell shall be
woven stainless steel wire, and the inner screen shall be made of stainless steel cloth.
The inner and outer screens shall be soldered together. The screen collar shall be
molded from vinyl. The 2” filter shall be E-Z Set Drip Spin-Clean filter model number
AP4E-2.

December 2008

Pressure loss charts for Spin-Clean filters
Total Differential Pressure - PSI 10 20 30 40 50 60 70 80 90
2” Vortex Filter
8
6
4
2
0
Flow - GPMTotal Differential Pressure - PSIFlow - GPM
0 1 2 3 4 5 6 7 8 9 10 11 12
16
12
8
4
3/4” Vortex Filter
Total Differential Pressure - PSIFlow - GPM
5 10 15 20
20
18
16
14
12
10
8
6
4
2
1 Vortex Filter
Total Differential Pressure - PSIFlow - GPM
12
10
8
6
4
2
0
10 20 30 40 5 0
1.5” Vortex Filter
December 2008

.
Solenoid Valves

Standard products:
SLV-100-NC 1” Normally Closed Valve
SLV-100-NO 1” Normally Open Valve
SLV-150-NC 1.5” Normally Closed Valve
SLV-150-NO 1.5” Normally Open Valve
SLV-200-NC 2” Normaly Closed Valve
SLV-200-NO 2” Normally Open Valve
(Other valves are also available).

Solenoid valve specification:

A. The Solenoid Valve is electrically operated and used as zone valves, to flush the
dripfield and Vortex filter and to “quick fill” the drip system. When used for zones
and flushing it is normally closed and when used for “quick fill” it is normally
open.
B. The valve shall have a dual ported diaphragm. In operation, the diaphragm ports
constantly flex, inhibiting sand, silt and debris from blocking the valve action.
C. The porting design permits equal pressure on both sides of the diaphragm wall,
regardless of line pressure when valve is not operating, and nearly equal
pressure across the wall when operating. This feature prevents diaphragm
“stretching”, a common cause of valve failure in valves that are ported through
the seat.
D. The DW Valve diaphragm shall be made of nylon fabric reinforced Buna-N
rubber; a grooved rib interlocks with cover and body to prevent leakage.
E. Nylon exhaust orifice shall be non-corrosive and have an opening sized larger
than the diaphragm ports so that any pieces of sand or silt passing through the
diaphragm will not be trapped beneath the solenoid actuator.
F. The solenoid shall be constructed of molded epoxy resin having no carbon steel
components exposed thereby eliminating possible external corrosion and
deterioration. The solenoid shall be completely waterproof, with an O-ring seal,
and comply with NEC Class II circuit requirements for 24VAC operation.

G. The actuator shall be Teflon coated stainless steel and brass with a molded-in
place rubber exhaust port seal; a stainless steel spring assures positive seating.
H. The valve shall have a high strength plastic glass-filled body and cover
designed to operate in heavy duty commercial applications. The valve
shall have stainless steel cover bolts or screws for service access.
I. There shall be a shock cone on diaphragm seat to eliminate water hammer in all
except extreme cases.
J. The valve shall have a flow control stem for throttling the valve from full open to
close positions.
K. The valve shall have an easy-to use, hand operated manual bleed lever control
that bleeds valve to downstream; has stops for open and closed positions.

L. The solenoid valves shall be model number SLV-_ _ _ - _ _ by E-Z Set Drip.

Solenoid Valve +
December 2008

Electrical data:

Wiring requires a single lead from the controller to each
solenoid valve, plus a common neutral to all solenoids. (Type
UF wire, UL listed, is typically used).
Standard 24V ACV (50-60Hz)
Current Holding 0.24A 5.76 VA
Current Inrush 0.46A 11.04VA
Maximum allowable loss 4.8 Volts for the 24V AC system.

WIRE
GAUGE
RESISTANCE
(OHM/1000’)
MAXIMUM
LENGTH WIRE
18 6.39 800’
16 4.02 1,275’
14 2.58 2,000’
12 1.62 3,200’
10 1.02 5,100’
8 0.641 8,000’
6 0.403 12,750’
4 0.253 20,500’
2 0.158 32,500’

2”1”14
12
10
8
6
4
2
0
20406080100200400600800PRESSURELOSS-PSIFLOWRATE-GPM
1.5”3”
SolenoidValveFlowvspressureChart

December 2008

Model No. Size
(FPT)
Length Height Width Weight PSI
Range
SLV-100 1” 4.3” 4.5” 3.0” 12.5 oz 10-150
SLV-150 1.5” 6.3” 7.2” 5.0” 2.2 lbs. 10-150
SLV-200 2” 9.0” 7.4” 5.4” 2.97 lbs. 7-140

FPT
Pressure rating ANSI: Class 125
ISO: PN 10
Max Temperature 180 degrees F

61.40
4"INLET 4"OUTLET
4" WELL CAPACCESS TOLAMP
DO NOT SCALE DRAWING
UV-808 TOP VIEW
SHEET 1 OF 1
UNLESS OTHERWISE SPECIFIED:
SCALE: 1:50 WEIGHT:
REVDWG. NO.ASIZE
TITLE:
NAME DATE
COMMENTS:
Q.A.
MFG APPR.
ENG APPR.
CHECKED
DRAWN
FINISH
MATERIAL
INTERPRET GEOMETRIC
TOLERANCING PER:
DIMENSIONS ARE IN INCHES
TOLERANCES:
FRACTIONAL
ANGULAR: MACH BEND
TWO PLACE DECIMAL
THREE PLACE DECIMAL
APPLICATION
USED ONNEXT ASSY
PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
RP MANUFACTURING LLC. ANY
REPRODUCTION IN PART OR AS A WHOLE
WITHOUT THE WRITTEN PERMISSION OF
RP MANUFACTURING LLC IS
PROHIBITED.
5 4 3 2 1
37.7561.50
4" INLET 4" OUTLET
DO NOT SCALE DRAWING
UV-808 SIDE VIEW-1
SHEET 1 OF 1
UNLESS OTHERWISE SPECIFIED:
SCALE: 1:50 WEIGHT:
REVDWG. NO.ASIZE
TITLE:
NAME DATE
COMMENTS:
Q.A.
MFG APPR.
ENG APPR.
CHECKED
DRAWN
FINISH
MATERIAL
INTERPRET GEOMETRIC
TOLERANCING PER:
DIMENSIONS ARE IN INCHES
TOLERANCES:
FRACTIONAL
ANGULAR: MACH BEND
TWO PLACE DECIMAL
THREE PLACE DECIMAL
APPLICATION
USED ONNEXT ASSY
PROPRIETARY AND CONFIDENTIAL
THE INFORMATION CONTAINED IN THIS
DRAWING IS THE SOLE PROPERTY OF
RP MANUFACTURING LLC. ANY
REPRODUCTION IN PART OR AS A WHOLE
WITHOUT THE WRITTEN PERMISSION OF
RP MANUFACTURING LLC IS
PROHIBITED.
5 4 3 2 1

6.4 Submittal Sheets for Pumps

SECTION: 2.15.020
FM2778
0515
Supersedes
0315TECHNICAL DATA SHEET
MIGHTY-MATE SERIES
Cast Iron Models 53, 57 and Bronze Models 55, 59Submersible Effluent / Dewatering Pumps
1 1/2” NPT4 5/8” (117 mm)
6 3/16” (157 mm)3 7/8”
(98 mm)
4” (104 mm)
3 7/8”
(98 mm)
10 1/16”
(258 mm)
3 3/32”
(79 mm)
SK858
PRODUCT SPECIFICATIONS
MOTORHorse Power 3/10
Voltage 115 or 230
Phase 1 Ph
Hertz 60 Hz
RPM 1550
Type Shaded pole
Insulation Class B
Amps 4.8 - 9.7 PUMPOperation Automatic or nonautomatic
Auto On/Off Points 7-1/4" (18.4 cm) / 3" (7.6 cm)
Discharge Size 1-1/2" NPT
Solids Handling 1/2" (12 mm) spherical solids
Cord Length 9' (3 m) automatic, 15' (5 m) nonautomatic
Cord Type UL listed, 3-wire, grounded plug
Max. Head 19.25' (5.9 m)
Max. Flow Rate 43 GPM (163 LPM)
Max. Operating Temp.130° F (54° C)
Cooling Oil filled
Motor Protection Auto reset thermal overload
MATERIALSCap Cast iron or bronze
Motor Housing Cast iron or bronze
Pump Housing Cast iron or bronze
Base Cast iron, bronze or engineered thermoplastic
Upper Bearing Sleeve bearing
Lower Bearing Sleeve bearing
Mechanical Seals Carbon and ceramic
Impeller Type Non-clogging vortex
Impeller Plastic, cast iron or bronze
Hardware Stainless steel
Motor Shaft AISI 1215 cold rolled steel
Gasket Neoprene
Product information presented here reflects conditions at time of publication. Consult factory regarding discrepancies or inconsistencies.
®
Your Peace of Mind is Our Top Priority ®
Tested to Standard UL778 and
Certified to CSA
Standard C22.2 No. 108
R
R LU
NOTE: See model comparison chart for specific details.
© Copyright 2015 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | www.zoeller.com
SELECTION GUIDE
1. Integral float-operated mechanical switch, no external control required.
2. Single piggyback variable level float switch or double piggyback variable level float switch. Refer to FM0477.
3. See FM0712 for correct model of Electrical Alternator.
4. Variable level control switch 10-0743 used as a control activator with electrical alternator (3) or (4) float system.
PUMP PERFORMANCE CURVE
MODELS 53/55/57/59
FLOW PER MINUTE
LITERS 0 80
5
20
15
10
GALLONSTOTAL DYNAMIC HEAD0
2
4
6
10 20 30
160
40 50FEETMETERS 009897
Model MODEL COMPARISON
Seal Mode Volts Ph Amps HP Hz Lbs Kg Simplex Duplex
M53/M55 Single Auto 115 1 9.7 3/10 60 23 10 1 ---
N53/N55 Single Non 115 1 9.7 3/10 60 23 10 2 3 & 4
* BN53 Single Auto 115 1 9.7 3/10 60 25 11 *---
* BE53/BE57 Single Auto 230 1 4.8 3/10 60 24 / 30 11 / 13 *---
D53 Single Auto 230 1 4.8 3/10 60 23 10 1 ---
E53/E55 Single Non 230 1 4.8 3/10 60 22 10 2 3 & 4
M57/M59 Single Auto 115 1 9.7 3/10 60 29 / 33 13 / 15 1 ---
N57/N59 Single Non 115 1 9.7 3/10 60 28 / 29 12 / 13 2 3 & 4
* BN57 Single Auto 115 1 9.7 3/10 60 30 13 *---
D57/D59 Single Auto 230 1 4.8 3/10 60 30 / 33 13 / 15 1 ---
E57/E59 Single Non 230 1 4.8 3/10 60 28 / 29 12 / 13 2 3 & 4
E59 Single Non 230 1 4.8 3/10 60 29 13 2 3 & 4
TOTAL DYNAMIC HEAD
FLOW PER MINUTE
© Copyright 2015 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | www.zoeller.com
All installation of controls, protection devices and wiring should be done by a qualified licensed electrician. All electrical and safety codes should be
followed including the most recent National Electrical Code (NEC) and the Occupational Safety and Health Act (OSHA).CAUTION
* Single piggyback switch included.
Additional cord lengths are available in 15' (5 m), 25' (8 m) and 35' (11 m). 50' (15 m) cord lengths available for 230 V units only.
BE and BN models include a piggyback variable level pump switch.
Model 53: cast iron switch case, motor and pump housing, a plastic impeller and base. Model 57: all cast iron construction with a cast iron impeller.
Model 55: bronze switch case, motor and pump housing, a plastic impeller and base. Model 59: bronze construction with a bronze impeller.
Optional pump stand (P/N 10-2421).
SPECIAL MODEL FEATURES
OPTIONAL PUMP STAND P/N 10-2421
• Reduces potential clogging by debris
• Replaces rocks or bricks under the pump
• Made of durable, noncorrosive ABS
• Raises pump 2" (5 cm) off bottom of basin
• Provides the ability to raise intake by adding sections of 1½" or 2"
(DN40 or DN50) PVC piping
• Attaches securely to pump
• Accommodates sump, dewatering and effluent applications
NOTE: Make sure float is free from obstruction.
"Easy assembly"
(pump & discharge pipe
not included.)
TOTAL DYNAMIC HEAD/FLOW
PER MINUTE
EFFLUENT AND DEWATERING
19.25 ft.(5.9m)
53/55/57/59
Shut-off Head:
MODEL
15
10
Feet
5
4.6
3.0 34
19
1.5
Meters
43
Gal.
72
129
163
Liters
ST.E.P.Plus ®
STA-RITE EFFLUENT PUMP
FEATURES
Proven “Floating Impeller”
Staging System – Incorporates
1st -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.
The STEP Plus ®4" submersible
filtered effluent pumps in 10,
20, 30 and 50 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 50 GPM are
industry standard 3-3/4" in
diameter.
APPLICATIONS
Filtered Effluent… for residential,
commercial, and agricultural use.
SPECIFICATIONS
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.Plus®is a
registered trademark of Pentair Water.
In order to provide the best products
possible, specifications are subject to
change.
high head multi-stage submersible effluent pumps
Customer Service: [phone] •Fax Orders: [phone] •www.pumps.com •Pentair Water •Delavan, WI 53115 USA •S5594SES
1
N O W
A V A I L A B L E :
•H i g h e r H P
•H i g h e r G P M
•L o n g e r C o r d s
high head multi-stage submersible effluent pumps
Customer Service: [phone] •Fax Orders: [phone] •www.pumps.com •Pentair Water •Delavan, WI 53115 USA •S5594SES
2
ORDERING INFORMATION
Max.
Catalog Load Phase/ Cord
Number HP Stages Amps Volts Cycles Length
STEP10 1/2 6 10.5 115 1/60 10'
STEP20 1/2 5 10.5 115 1/60 10'
STEP30-05121 1/2 3 9.5 115 1/60 10'
STEP30X20FT-05121 1/2 3 9.5 115 1/60 20'
STEP30X30FT-05121 1/2 3 9.5 115 1/60 30'
STEP30-05221 1/2 3 4.7 230 1/60 10'
STEP30X20FT-05221 1/2 3 4.7 230 1/60 20'
STEP30X30FT-05221 1/2 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 1-1/2 6 11.0 230 1/60 10'
STEP30X20FT-15221 1-1/2 6 11.0 230 1/60 20'
STEP30X30FT-15221 1-1/2 6 11.0 230 1/60 30'
STEP50-10221 1 3 9.1 230 1/60 10'
STEP50X20FT-10221 1 3 9.1 230 1/60 20'
STEP50X30FT-10221 1 3 9.1 230 1/60 30'
STEP50-15221 1-1/2 4 11.0 230 1/60 10'
STEP50X20FT-15221 1-1/2 4 11.0 230 1/60 20'
STEP50X30FT-15221 1-1/2 4 11.0 230 1/60 30'
PUMP PERFORMANCE
Catalog Gallons/Liters Head
Number per Minute (Feet/Meters) PSI
0/0 255/78 110
5/19 228/69 99STEP10
10/38 170/52 74
12.5/47 120/37 52
0/0 180/55 78
7.5/28 160/49 69
STEP20 15/57 135/41 58
20/76 115/35 50
25/95 75/23 32
0/0 102/31 44
8/30 100/30 43
STEP30-05221 &16/61 97/30 42
STEP30-05121 24/91 84/26 36
30/114 68/21 29
36/136 47/14 20
0/0 171/52 74
8/30 166/51 72
STEP30-10221 16/61 162/49 70
24/91 140/43 61
30/114 114/35 49
36/136 78/24 34
0/0 206/63 89
8/30 203/62 88
STEP30-15221 16/61 199/61 86
24/91 176/54 76
30/114 146/45 63
36/136 101/31 44
0/0 90/27 39
10/38 86/26 37
20/76 83/25 36
STEP50-10221 30/114 79/24 34
40/152 71/22 31
50/190 62/19 27
60/227 49/15 21
70/265 27/8 12
0/0 120/37 52
10/38 115/35 50
20/76 110/34 48
STEP50-15221 30/114 104/32 45
40/152 95/29 41
50/190 82/25 35
60/227 65/20 28
70/265 36/11 16
high head multi-stage submersible effluent pumps
Customer Service: [phone] •Fax Orders: [phone] •www.pumps.com •Pentair Water •Delavan, WI 53115 USA •S5594SES
3
PUMP PERFORMANCE – 10 GPM
CAPACITY GALLONS PER MINUTETOTALHEADINFEETCAPACITYLITERS PER MINUTE
TOTALHEADINMETERS010
300
250
200
150
100
50
20 30
0 100
80
60
40
20
0
25 50 75
STEP1
0
1
/
2
HPPUMP PERFORMANCE – 20 GPM
CAPACITY GALLONS PER MINUTETOTALHEADINFEETCAPACITYLITERS PER MINUTE
TOTALHEADINMETERS010
300
250
200
150
100
50
20 30
0 100
80
60
40
20
0
25 50 75
STE
P
20
1/2
H
P
PUMP PERFORMANCE – 30 GPM
CAPACITY GALLONS PER MINUTETOTALHEADINFEETCAPACITYLITERS PER MINUTE
TOTALHEADINMETERSSTEP30
1/2
HP
225
200
175
150
125
100
75
50
25
60
50
40
30
20
10
0
05040302010
0 175150125100507525
S
T
E
P
3
0
1
H
P
S
T
E
P3
0
1
-
1
/
2
HP
PUMP PERFORMANCE – 50 GPM
CAPACITY GALLONS PER MINUTETOTALHEADINFEETCAPACITYLITERS PER MINUTE
TOTALHEADINMETERS120
100
80
60
40
20
35
30
25
20
15
10
5
0
07050308060402010
0 30025020015050 100
S
T
E
P
50
1
H
P
S
T
E
P
5
0
1
-
1
/2
H
P
high head multi-stage submersible effluent pumps
4
Customer Service: [phone] •Fax Orders: [phone] •www.pumps.com •Pentair Water •Delavan, WI 53115 USA •S5594SES (12/07)
10 GPM,1/2 HP =21-1/2"
20 GPM,1/2 HP =22-1/4"
30 GPM,1/2 HP = 22-1/2"
30 GPM,1 HP =27-1/2"
30 GPM,1-1/2 HP = 30-1/4"
50 GPM,1 HP =26-3/4"
50 GPM,1-1/2 HP = 30-1/4"
3-7/8"
DISCHARGE
1-1/4" NPT
(50 GPM ONLY)
2" NPT DISCHARGE
10 GPM,1/2 HP = 12-1/2"
20 GPM,1/2 HP = 13-1/4"
30 GPM,1/2 HP = 11-1/2"
30 GPM,1 HP =14"
30 GPM,1-1/2 HP = 15-1/4"
50 GPM,1 HP =13-1/4"
50 GPM,1-1/2 HP = 15-1/4"
Jacketed Cord
Dimensions (in inches) are for estimating purposes only.
OUTLINE DIMENSIONS

SECTION: 2.25.050
FM2798
0119
Supersedes
0118
SK1621
PRODUCT SPECIFICATIONS
MOTORHorse Power 1.0 - 2.0
Voltage 115* / 200 - 575
Phase 1 or 3 Ph
Hertz 60 Hz
RPM 3450
Type Capacitor start / capacitor run or 3 Ph
Insulation Class B
Amps 6.5 - 15.5 PUMPOperation Automatic** or nonautomatic
Auto On / Off Variable level float switch, customer sets
Discharge Size 1-1/4" NPT vertical discharge
Cord Length 20' (6 m) standard
Cord Type SOW or SOOW multi-wire neoprene
Max. Head 107' (32.6 m)
Max. Flow Rate 46 GPM (174 LPM)
Max. Operating Temp.130 °F (54 °C)
Cooling Oil filled
Motor Protection Auto reset thermal overload (1 Phase)MATERIALSCap Cast iron
Motor Housing Cast iron
Adapter Cast iron
Pump Housing Cast iron
Upper Bearing Ball bearing
Lower Bearing Ball bearing
Mechanical Seals Carbon/ceramic
Impeller Type Vortex
Impeller Engineered plastic with stainless steel insert
Hardware 304 Stainless steel
Motor Shaft 416 Stainless steel
Gasket & Square Ring Neoprene
Cutter Type 440C stainless steel hardened to
Rockwell C55-60
1-1/4" NPT
18-5/8" [473 mm]
5" [127 mm]
6-1/2"
[165 mm]
4" [102 mm]
4" [102 mm]
7-5/8"
[194 mm]
4"
[102 mm]
Product information presented
here reflects conditions at time
of publication. Consult factory
regarding discrepancies or
inconsistencies.
© Copyright 2019 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | zoeller.com
TECHNICAL DATA SHEET
SHARK GRINDER
Model 818/819/820 Single Seal Grinder Pumps
SK2977
26-3/16” (59 cm)
5-13/16” (15 cm)
S.S. LIFTING BAIL
(NOT INCLUDED
P/N 10-0789)
WEEPHOLE
2” (5 cm)
UNICHECK
3/4” S.S. OR
GALV. STL. PIPE.
GUIDE RAIL
TYPICAL Z-RAIL® MOUNTED SYSTEM
Tested to UL778 and
cCSAus 22.2 108
Standards.
NOTE: See model comparison chart for specific details.
*115 Volt is for model 818 only
** Single phase units only
U.S. Patent No.
8,562,287
154108 20
30
40
50
60
10 15 20 25 30 35 40 45 50 555
20 40 60 80 100 120 140 160 180 200
0 METERSFEETPUMP PERFORMANCE CURVE
MODELS 818/819/820
0TOTAL DYNAMIC HEADFLOW PER MINUTE
U.S. GALLONS
LITERS
70
10
80
90
100
110
4
8
12
16
20
24
28
32 820
819
818
TOTAL DYNAMIC HEAD
FLOW PER MINUTE
TOTAL DYNAMIC HEAD/FLOW
PER MINUTE
SEWAGE AND DEWATERING
Shut-off Head:
90
100
80
70
53 ft. (16.2m)
27.4
30.5
24.4
21.3
-
-
-
-
MODEL
60
50
40
30
20
10
5
Feet
-
-
16.5
28
37
42
15.2
18.3
12.2
6.1
9.1
3.0
-
-
62
140
106
159
43
Gal.
1.5
Meters
820
Liters
163
-
-
12
81 ft. (24.7m)
-
-
-
-
45
22
32
39
42
43
43
121
83
148
159
43
Gal.
819
LitersGal.
818
Liters
-
-
-
-
16.7
27
36
107 ft. (32.6m)
7
63
26
102
136
43
46
46
46
46
46
174
163
174
174
174
174
46 174
15 40
35 41
25 33
434.6
7.6
10.7
163
163
163151
125
8322
163
155
43 163
46 174
46 174
46 174
© Copyright 2019 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | zoeller.com
All installation of controls, protection devices and wiring should be done by a qualified licensed electrician. All electrical and safety codes should be
followed including the most recent National Electrical Code (NEC) and the Occupational Safety and Health Act (OSHA).CAUTION
MODEL 818/819/820 GRINDER PUMPS, 1.0/1.5/2.0 HP, 1.25" NPT VERTICAL DISCHARGE, 20' CORDS
Model MODEL COMPARISON
P/N Mode Volts Ph Amps HP Hz Lbs Kg
WM818 818-0006 Auto 115 1 13.6 1.0 60 89 40.3
N818 818-0002 Non 115 1 13.6 1.0 60 88 39.9
WH818 818-0008 Auto 200-208 1 7.7 1.0 60 89 40.3
I818 818-0005 Non 200-208 1 7.7 1.0 60 88 39.9
WD818 818-0007 Auto 230 1 6.5 1.0 60 89 40.3
E818 818-0004 Non 230 1 6.5 1.0 60 88 39.9
F818 818-0018 Non 230 3 6.9 1.0 60 91 / 99 41.0 / 44.0
J818 818-0017 Non 200 3 7.5 1.0 60 91 / 99 41.0 / 44.0
G818 818-0020 Non 460 3 3.7 1.0 60 91 / 99 41.0 / 44.0
BA818 818-0021 Non 575 3 2.7 1.0 60 91 41.0
WH819 819-0007 Auto 200-208 1 12.0 1.5 60 89 40.3
I819 819-0005 Non 200-208 1 12.0 1.5 60 88 39.9
WD819 819-0006 Auto 230 1 10.8 1.5 60 89 40.3
E819 819-0004 Non 230 1 10.8 1.5 60 88 39.9
F819 819-0014 Non 230 3 8.2 1.5 60 91 / 99 41.0 / 44.0
J819 819-0013 Non 200 3 9.2 1.5 60 91 / 99 41.0 / 44.0
G819 819-0016 Non 460 3 4.2 1.5 60 91 / 99 41.0 / 44.0
BA819 819-0017 Non 575 3 3.2 1.5 60 91 41.0
WH820 820-0005 Auto 200-208 1 15.5 2.0 60 89 40.3
I820 820-0006 Non 200-208 1 15.5 2.0 60 88 39.9
WD820 820-0011 Auto 230 1 13.7 2.0 60 89 40.3
E820 820-0004 Non 230 1 13.7 2.0 60 88 39.9
F820 820-0008 Non 230 3 9.9 2.0 60 91 / 99 41.0 / 44.0
J820 820-0007 Non 200 3 11.0 2.0 60 91 / 99 41.0 / 44.0
G820 820-0009 Non 460 3 5.0 2.0 60 91 / 99 41.0 / 44.0
BA820 820-0010 Non 575 3 3.9 2.0 60 91 41.0
SK1691
(A) GRINDER PUMP STANDARD FEATURES:
• Tri-slice® two-bladed, high-torque cutter
• Scissor-style cutting action cuts solids down to 7/32"
and smaller
• 1-1/4" NPT vertical discharge
• Carbon/ceramic seal
• Thermal overload protection
• Engineered, glass-filled plastic impeller with
stainless steel insert
• Stainless steel cutter and plate
• Stainless steel motor shaft
• Stainless steel hardware
• 20' (6 m) power cord
Options:
 Extra length cords
____ 25' ____ 35' ____50'
(B) CONTROL PANELS & ALARM SYSTEMS
STANDARD PANEL FEATURES:
• NEMA 4x
• Hand-Off-Automatic (H.O.A.) selector switch
• Lockable hasp
• Audible and visual high water alarm switch with
silent switch
• Dry contacts
• Test switch for alarm and light
• UL listed
SIMPLEX PANELS: (For use with non-automatic pumps)
P/N 10-4463 1 Ph, 0-7.0 Amps
 P/N 10-4465 1 Ph, 7.0-15.0 Amps
 P/N 10-1078 3 Ph, 2.5-4.0 Amps, 200-460 V
 P/N 10-1080 3 Ph, 4.0-6.3 Amps, 200-460 V
 P/N 10-1082 3 Ph, 6.0-10.0 Amps, 200-460 V
 P/N 10-1083 3 Ph, 9.0-14.0 Amps, 200-460 V
 P/N 10-1134 3 Ph, 2.5-4.0 Amps, 575 V
DUPLEX PANELS: (For use with non-automatic pumps)
 P/N 10-4462 1 Ph, 0-7.0 Amps
 P/N 10-4464 1 Ph, 7.0-15.0 Amps
 P/N 10-1106 3 Ph, 2.5-4.0 Amps, 200-460 V
 P/N 10-1108 3 Ph, 4.0-6.3 Amps, 200-460 V
 P/N 10-1110 3 Ph, 6.0-10.0 Amps, 200-460 V
 P/N 10-1111 3 Ph, 9.0-14.0 Amps, 200-460 V
 P/N 10-1156 3 Ph, 2.5-4.0 Amps, 575 V
HIGH WATER ALARMS: (For use with automatic pumps)
All alarms come with 15' variable level float switch.
 P/N 10-0412 indoor only
 P/N 10-0623 indoor/outdoor
 P/N 10-0126 indoor/outdoor w/ dry alarm contacts
(C) FLOAT SWITCHES
• 3 float switches required for simplex applications
• 3 or 4 float switches required for duplex applications
• Weight optional for high water alarms
 P/N 10-0744 Float switch w/ 20' cord
 P/N 10-1878 Float switch w/ 35' cord
 P/N 10-1879 Float switch w/ 50' cord
 P/N 10-0689 Weight only
(D) JUNCTION BOXES (optional)
SIMPLEX SYSTEM:
 P/N 10-0579 Qwik Box, 115 Volt, 15 Amp Max.
 P/N 10-0580 Qwik Box, 230 Volt, 20 Amp Max.
 P/N 10-0647 For 3-float outdoor package
DUPLEX SYSTEM:
 P/N 10-0648 For 3-float systems
 P/N 10-0649 For 4-float systems
(E) PREPACKAGED INDOOR SYSTEM STANDARD EQUIPMENT
• Fiberglass basin w/ fiberglass anti-flotation ring
• Rust-resistant steel cover (epoxy coated)
• Inspection plate
• Pump access cover (2) for duplex
• (1) 3" Adaptaflex vent seal
• (1) 1-1/4" Adaptaflex discharge pipe seal
• Cord seal
• (1) 4" Adaptaflex inlet pipe seal (field-installed)
• Pump support hardware
• 1-1/4" NPT cast iron check valve (2) for duplex
• 1-1/4" PVC Ball valve (2) for duplex
SIMPLEX SYSTEM:
 P/N 32-0011 Automatic models
24" x 36" Fiberglass w/ inspection plate
DUPLEX SYSTEM:
 P/N 32-0009 30" x 36" Fiberglass w/ 3 float
inspection plate
 P/N 32-0010 30" x 36" Inspection plate basin w/
4 float inspection plate
PUMP SYSTEM COMPONENTS
© Copyright 2019 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | zoeller.com
TYPICAL SIMPLEX INDOOR SYSTEM
PREPACKAGED AND JOB READY SYSTEMS - INDOOR
REQ.
Grinder (auto or nonauto)P/N _____________________ (A)
Control Panel or alarm P/N _____________________ (B)
Floats and weights P/N _____________________ (C)
Junction Box (optional)P/N _____________________ (D)
Basin, cover and hardware P/N _____________________ (E)
SILENCE
INPUT 1
POWER
ON
(FIELD INSTALLED)
ALARM
4" RUBBER INLET
PUMP SUPPORT
HARDWARE
OFF
24" NOMINAL
TO ALARM PANEL BALL VALVE
(FIELD INSTALLED)
GALVANIZED PIPE
1-1/4"
GALVANIZED PIPE
1-1/4"
2HP AUTOMATIC
GRINDER PUMP
1-1/4" GROMMET SEAL
(FIELD INSTALLED)
CAST IRON CHECK VALVE
1-1/4" FEMALE NPT
36"
1-1/4" PVC SLIP X SLIPOPTIONAL HIGH WATER ALARM
(FIELD INSTALLED)
PIPE SEAL
SK3110
© Copyright 2019 Zoeller® Co. All rights reserved.
502-778-2731 | 800-928-7867 | 3649 Cane Run Road | Louisville, KY 40211-1961 | zoeller.com
PREPACKAGED AND JOB READY SYSTEMS -
OUTDOOR
REQ.
Grinder (auto or nonauto)P/N ______________ (A)
Control panel/alarm system P/N ______________ (B)
Floats and weights P/N ______________ (C)
Junction Box (optional)P/N ______________ (D)
Basin, cover and rail system P/N ______________ (F)
TYPICAL SIMPLEX OUTDOOR SYSTEM
RLOUISVILLE, KY
SILENCE
INPUT 1
POWER
4" PIPE SEAL(FIELD INSTALLED)
2" PIPE SEAL(FIELD INSTALLED)
24" MIN.
FIBERGLASS AFD
1.25-2" Z-RAIL
2" CAST IRON CHECK VALVE
3/4" GUIDE RAILS
2" SCH. 80 BALL VALVE
2" FLEX BOOT FITTING
(LOCATION VARIES
WITH BASIN DEPTH)
FLOAT TREE ASSEMBLY
2HP GRINDER PUMP
2" PVC SCH. 80 PLBG.
1/8" 302 STAINLESS STEEL
LIFTING CABLE
ALARM
ON
OFF
SOLID FIBERGLASS COVER
HIGH WATER ALARM
OR SIMPLEX
CONTROL PANEL
(FIELD INSTALLED)
(F) PREPACKAGED OUTDOOR SYSTEM WITH Z-RAIL® TECHNOLOGY
• Fiberglass basin with fiberglass anti-flotation ring
• 2" Schedule 80 PVC discharge piping
• 1-1/4" x 2" Z-Rail® disconnect system, epoxy coated
ductile iron
• 3/4" Galvanized rail pipes
• Stainless steel lifting cable and bail
• 2" PVC ball valve (installed)
• 2" cast iron check valve (installed)
• Pre-wired PVC float tree
• (1) 4" rubber inlet pipe seal (field install)
• (1) 2" pipe seal (field install) for electrical conduit
• Solid fiberglass cover with Zoeller imprint
FIELD-ASSEMBLED
SYSTEM COMPONENTS
Z-Rail ® Disconnect System for 1-1/4" pump discharges (Rail System discharge is 2" NPT male thread)
Ductile iron construction
 P/N 39-0134 WGT. 43 lb (19.5 kg)
With stainless steel upper rail support
 P/N 39-0135 WGT. 43 lb (19.5 kg)
Stainless Steel Lifting Bail
 P/N 10-0789 Required
Intermediate Stabilizer Bracket for every 12' (3.7 m) of depth
Stainless steel construction
 P/N 39-0139 WGT. 6 lb (2.7 kg)
Check Valves
1-1/4" Cast iron NPT female
 P/N 30-0163 WGT. 7.5 lb (3.4 kg)
2" Cast iron NPT female
 P/N 30-0152 WGT. 10 lb (4.5 kg)
Ball Valves
1-1/4" Slip to slip
 P/N 30-0165 WGT. 2 lb (0.9 kg)
2" Slip to slip
 P/N 30-0167 WGT. 2.5 lb (1.1 kg)
Stainless Steel Lifting Cable
8' (2.4 m)
 P/N 39-0031 WGT. 1 lb (0.5 kg)
12' (3.7 m)
 P/N 39-0032 WGT. 1 lb (0.5 kg)
 24" x 48" (61 x 122 cm) P/N 33-2054
 24" x 60" (61 x 152 cm)P/N 33-2057
 24" x 72" (61 x 183 cm)P/N 33-2060
 24" x 84" (61 x 213 cm)P/N 33-2063
 24" x 96" (61 x 244 cm)P/N 33-2069
 24" x 108" (61 x 274 cm)P/N 33-2075
 24" x 120" (61 x 305 cm) P/N 33-2078
 30" x 48" (76 x 122 cm) P/N 33-2081
 30" x 60" (76 x 152 cm)P/N 33-2084
 30" x 72" (76 x 183 cm)P/N 33-2087
 30" x 84" (76 x 213 cm)P/N 33-2090
 30" x 96" (76 x 244 cm)P/N 33-2096
 30" x 108" (76 x 274 cm) P/N 33-2102
 30" x 120" (76 x 305 cm) P/N 33-2105
 36" x 48" (91 x 122 cm) P/N 33-2108
 36" x 60" (91 x 152 cm) P/N 33-2111
 36" x 72" (91 x 183 cm) P/N 33-2114
 36" x 84" (91 x 213 cm) P/N 33-2117
 36" x 96" (91 x 244 cm) P/N 33-2123
 36" x 108" (91 x 274 cm) P/N 33-2129
 36" x 120" (91 x 305 cm) P/N 33-2132
 48" x 48" (122 x 122 cm) P/N 33-2135
 48" x 60" (122 x 152 cm) P/N 33-2138
 48" x 72" (122 x 183 cm) P/N 33-2141
 48" x 84" (122 x 213 cm) P/N 33-2144
 48" x 96" (122 x 244 cm) P/N 33-2150
 48" x 108" (122 x 274 cm) P/N 33-2156
 48" x 120" (122 x 305 cm) P/N 33-2159
DUPLEX
SIMPLEX
OPTIONS
• Steel hatch cover
• Aluminum hatch cover
• Special sizes and configurations (consult factory)