WQ0013808_Permit Modification_20071205

ARCAD1S
ARCADIS G&M of North Carolina,
Infrastructure, environment, facilities Inc.
801 Corporate Center Drive
Suite 300
Raleigh
Nathaniel D.Thornburg North Carolina 27607
Environmental Engineer II Tel [phone]
Aquifer Protection Section—Land Application Unit Fax [phone]
1636 Mail Service Center www.arcadis-us.com
Raleigh, NC 27699-1636
WATER RESOURCES
Subject:
Express Review Wastewater Irrigation System Modification Application Package
Submittal for Summerfield Shopping Center Wastewater System Improvements,
Existing Permit W00013808
Date:
December 5, 2007
Dear Mr. Thornburg:
Contact:
Please find attached one (1) original and three (3) copies of the application package Victor D'Amato, PE
for the above-referenced application.
Phone:
As indicated previously, Kotis Properties, Inc. is seeking approval to make several 919-854-1282 x 112
changes to the approved plans for this wastewater system (as reflected in the Email:
approval letter dated January 23, 2004): 1. Adding a 3,000-gallon septic tank to victor.d'amato@arcadis-
serve the new Walgreens and tying in the septic tank effluent discharge to the us.com
existing downstream collection and treatment system. 2. Relocating the approved
sand filter to utilize space currently occupied by one of the treatment wetland cells. Our ref:
3. Renovating the remaining treatment wetland space (one cell plus one-half of the
cell shared with the sand filter) similar to that which was earlier proposed and
approved. 4. Relocating the approved wet weather storage location has been
relocated. 5. Various minor pumping, piping and associated changes to RECEIVENDENROWQ
accommodate the modifications listed above. Other elements of the previously AQUIFER PROTECTION SECTION
approved design are unchanged. DEC U 6 2007
Through this letter, we will address the specific requirements/checklist in WWIS 12-
06. Note that all of the requested information is included in either the Plans or the
Design Narrative (which includes specifications, cut sheets, calculations and various
attachments).
A. Application Form
— Completed and signed. Provided in Design Narrative. Note that a significant
portion of the application form was deemed"not applicable" (designated by
Imagine the result
c:\documents and settings\vdamato\desktop\summerfield initial cover letter.doc

ARCAD1S Mr. Nathaniel Thornburg
December 5, 2007
N/A), as previously discussed. Additionally, several of the drop down menus
did not include the specific components for this system.
— Applicant is a corporation registered for business with the NC Secretary of
State.
— Facility name on all documents is: Summerfield Shopping Center
Wastewater System Improvements.
— Existing permit W00013808 is included as Appendix A to the Narrative.
B. Attachment
— Watershed Classification Attachment for the original approved system design
is provided as Appendix B.
C. Application Fee
— Express review submittal fee has already been provided.
D. Cover Letter
— Completed. Again, all attachments beside the Plans are in the Design
Narrative.
E. Property Ownership Documentation
— Copy of executed deed for subject property is provided as Appendix C.
F. Environmental Assessments
— All private land/privately funded; therefore, N/A.
G. Certificates of Public Convenience and Necessity
— Applicant is not a Privately-Owned Public Utility. Therefore, N/A.
H. Operational Agreements
— Applicant is not a Homeowners Association or a Developer selling lots.
Therefore, N/A.
I. Analysis of Wastewater
— Wastewater is 100%domestic. Therefore, N/A.
J. Soil Evaluation
— No modifications are proposed to the approved drip irrigation system.
Therefore, N/A.
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ARCADIS Mr. Nathaniel Thornburg
December 5, 2007
K. Water Balance
— Water balance has been previously approved, but we are providing it again
in the Calculations section of the Design Narrative, based on the revised
flowrate.
L. Agronomist Evaluation
— No modifications are proposed to the approved drip irrigation system.
Therefore, N/A.
M. Hydrogeologic Report
— No modifications are proposed to the approved drip irrigation system.
Therefore, N/A.
N. Detailed Plans
— Plans specific to the modifications requested are provided. 4 full-sized sets
and two 11" x 17" sets are attached.
— Note that plans relating to the irrigation system are not provided, since no
modifications are proposed.
O. Site Map
— Provided as part of the Detailed Plan package.
— Note that items related to Soil Mapping Units and Review and Compliance
Boundary are not addressed, since no modifications to the existing drip
irrigation system are proposed.
P. Specifications
— Specifications specific to the modifications requested are provided as part of
the Design Narrative.
O. Engineering Calculations
— Engineering Calculations specific to the modifications requested are
provided as part of the Design Narrative.
— Note that items relating to the irrigation system are not provided, since no
modifications are proposed.
— Also note that flotation calculations for tanks are not provided, as there was
no groundwater encountered to 20' below grade at the site. The
geotechnical report documenting this is provided as Appendix D.
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•
ARCAD1S Mr. Nathaniel Thornburg
December 5, 2007
R. Reliability
- There is an existing emergency generator at the final dosing system into
which the new pumps will be tied in. Additionally, there is an automatic
overflow to the storage unit at the new filter dosing station. No potential for
overflow exists.
S. Operation and Maintenance Plan
- Provided in Design Narrative.
T. Residuals Management Plan
- All residuals will be collected in standard septic tanks, grease traps and
pump tanks and will be pumped by an approved septage hauler based on
need, per the results of regular monitoring of residuals levels in the tanks.
U. General
- A watershed variance approval is provided Appendix E of the Design
Narrative, allowing diversion of the stormwater ditch over which the wet
weather storage cell will be installed. The referenced drainageway becomes
jurisdictional (under the Clean Water Act) more than 50 feet downgradient of
the storage cell.
- A search of North Carolina's Floodplain Mapping program was conducted to
determine floodway compliance. There is no floodplain associated with this
site. The printout from that effort is provided as Appendix F.
Thank you in advance for your thoughtful review of this application package and
please do not hesitate to contact us with questions or requests for additional
information. Thanks also for you assistance in answering our questions in
preparation for this application.
Sincerely,
ARCADIS G&M of North Carolina, Inc. ►4•
.,�
to+
SEAL v.;
Victor D'Amato, PE 4 310 4
Senior Engineer • tIN,�SP.,gyp Copies: Dan Witcher,Kotis Properties,Inc. '�q,A' QP �,
UT
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Design Narrative
Summerfield Shopping Center Wastewater System Improvements
US 220 and NC 150, Summerfield, Guilford County, NC
Owner:
Kotis Properties, Inc.
PO Box 9296
Greensboro, NC 27429-9296
Contact: Marty Kotis, President
Dan Witcher, Vice President,Construction
Engineer:
ARCADIS G&M of North Carolina, Inc.
801 Corporate Center Drive, Suite 300
Raleigh, NC 27607
[phone](telephone) :1%'''",,,
[phone] (fax) pN:ARO�i
,�'•oESSip�;;-9
Contact: Victor D'Amato, PE 1 t• s QQ
y.
• �t
Project Engineer t SEAL
victor.d'[e-mail] ;y • N�G
"1 e A. V P�,��'�
Consultant: hi l l i i;,i,o o
Integrated Water Strategies
1434 Farrington Rd, Suite 600 � n--
Apex, NC 27502
Phone: [phone]
Contact: C. Halford House, Ph. D., President
hal @waterrecycling.com
December 5, 2007

TABLE OF CONTENTS
Introduction
Application Form
Design Criteria/Calculations
Project Specifications
Project-Specific Specifications
Component Cut Sheets
Operation and Maintenance
Appendix A NC DENR DWQ Permit No. WQ0013808
Appendix B Watershed Classification Attachment
Appendix C Executed Deed for Property
Appendix D Wet Weather Storage Cell Geotechnical Report
Appendix E Summerfield Watershed Variance Approval
Appendix F Site Floodplain Mapping Program Output

INTRODUCTIONBACKGROUND
The original wastewater system permitted for Summerfield, which is currently in operation, is
described in detail in DWQ Permit No. WQ0013808 (Appendix A), but generally consists of a
grease trap, septic trap, gravity sewer, two (2) gravity-fed constructed wetland cells in parallel, a
pump station with disc filtration feeding three independently-dosed drip irrigation zones (note
that two of the zones are contiguous in area and are thus often described as one field) comprising
an irrigation area of 1.05 acres. The site is entirely located within a class WS-III watershed. The
nearest downgradient surface waters are unnamed tributaries which eventually feed Lake Brandt.
This system serves three stores leasing space in a small shopping center, including a Food Lion
grocery store along with two other small businesses. The permitted flow is 1,700 gallons per day
based on flow data for the facilities that had been submitted in support of the earlier permit
applications. The original permit was issued on February 25, 1998 and a revised permit reflecting
minor modifications and clarifications was issued on April 3, 2001.
A system expansion and improvements were approved by the Division of Water Quality in a
letter dated January 23, 2004 along with reissuance of the operation permit. The approved system
expansion and improvements consist of an 8,000-gallon grease trap in series with a 6,000-gallon
septic tank, a 9,000 gallon sand filter dosing station with two 3-hp pumps, a 2,500-sf
recirculating sand filter with two cells and an LPP distribution system, treatment wetland
modifications, conversion of one existing treatment wetland into a required wet weather storage
cell and reconfiguration and expansion of drip irrigation system, zone 1.
As the facilities served by this system have remained the same, none of the approved
modifications have yet been made. In the meantime, plans for the one outparcel on the site have
been developed to include the addition of a Walgreen's pharmacy. This addition will effectively
"build-out" the site; therefore, no further facilities are anticipated unless adjacent properties are
developed in the future. Note, however, that we are continuing to design for 3,600 gallons per
day, as previously approved,even though the facility design flow rates total only 3,100 gallons
per day. With this application, we are proposing to make several changes to the approved plans:
1. Adding a 3,000-gallon septic tank to serve the new Walgreens and tying in the septic tank
effluent discharge to the existing downstream collection and treatment system.
2. Relocating the approved sand filter to utilize space currently occupied by one of the
treatment wetland cells. The existing approved sand filter location is within the
currently-required 50-foot property line setback (although we note that the property line
abuts a public highway right-of-way, rather than a private property). The new, proposed
location will be more than 50 feet from the property line and will simplify installation on
the tight site.
3. The remaining treatment wetland space (one cell plus one-half of the cell shared with the
sand filter) will be renovated similar to that which was earlier proposed and approved.
4. The approved wet weather storage location has been moved to an area currently occupied
by a highly eroded stormwater drainage ditch. The ditch is non jurisdictional and only
transports water during and immediately after storms. The applicant has received a
variance from the Town of Summerfield's watershed ordinance to relocate the

stormwater ditch to accommodate the treated effluent storage cell. There is widespread
agreement that great benefits to water quality will be realized through the ditch relocation
and wastewater system improvements. Note that the storage cell is well oversized so that
potential future additions to the system can be easily accommodated.
5. Various minor pumping, piping and associated changes are proposed to accomodate the
modifications listed above.
Other elements of the previously approved design are unchanged.

APPLICATION FORM

of w A rFR State of North Carolina
O� QG Department of Environment and Natural Resources
`—" Division of Water Quality
WASTEWATER IRRIGATION SYSTEMS APPLICATION
FORM:WWIS 12-06
(THIS FORM MAY BE PHOTOCOPIED FOR USE AS AN ORIGINAL)
Application Number: (to be completed by DWQ)
I. GENERAL INFORMATION:
1. Applicant's name(See Instruction A): Kotis Properties,Inc.
Applicant type: ❑Individual ®Corporation ❑General Partnership ❑Privately Owned Public Utility
❑Federal ❑State ❑Municipal ❑County
Signature authority's name:Dan Witcher (per 15A NCAC 2T.0106) Title:Vice President,Construction
Applicant's mailing address:PO Box 9296
City:Greensboro State:NC Zip:27429-9296
Telephone number: [phone] Fax number:[phone] Email Address:[e-mail]
2. Facility name(name of the subdivision,shopping center,etc.):Summerfield Shopping Center
Facility's physical address:4438-4536 US Highway 220N
City:Summerfield State:NC Zip: 27358- County:Guilford
Wastewater Treatment Facility: Latitude:36° 11'29"Longitude: -79°53'24" USGS Map Name:Summerfield Quad,2000
3. Consulting Engineer's name:Victor D'Amato License Number:023104Firm: ARCADIS G&M of NC,Inc.
Engineer's mailing address: 801 Corporation Center Drive,Suite 300
City:Raleigh State:NC Zip:27607-5073
Telephone number: [phone] Fax number: [phone] Email Address: victor.d'[e-mail]
4. Consulting Soil Scientist's name:N/A License Number: Firm:
Soil Scientist's mailing address:
City: State: Zip: -
Telephone number:( )= Fax number: ( )= Email Address:
5. Consulting Geologist's name: N/A License Number: Firm: JECRED\P\IEREcDTIF6\
�I�WQOt,SECTIdNGeologist's mailing address: 200�
City: State: Zip: -
Telephone number:( )= Fax number: ( )= Email Address:
6. Consulting Agronomist's name:N/A Firm:
Agronomist's mailing address:
City: State: Zip: -
Telephone number: (_)= Fax number: ( )= Email Address:
FORM: WWIS 12-06 Page 5

II. PERMIT INFORMATION:
1. Project is: ❑New Major Modification Minor Modification
2. Fee submitted: $4,308.00(See Instruction Existing Permit No.:WQ0013808,issue date:January 23,2004
3. Facility status: Fl Existing 0 Proposed
Was this system approved for reclaimed disposal under 15A NCAC 2H .0219(k)?❑ Yes or®No
4. Does this project utilize: 0 public funds and/or®private funds; ❑public lands and/or®private lands
5. What is the status of the following appropriate permits/certifications?
Permit/Certification Submitted Approved Permit/Certification No. Agency Reviewer
Erosion&Sedimentation N/A
Control Plan
Nationwide 12 or 404 N/A
Wetlands 401 N/A
Stormwater Management Plan N/A
Dam Safety N/A
Sewer System N/A
Other: Summerfield watershed 8/31/07 11/13/07 01-07-WM Craig Harmon
variance
6. Does the project comply with all setbacks found in the river basin rules(15A NCAC 2B .0200)?® Yes or❑ No
If no,list non-compliant setbacks:
7. Is the project in a Coastal Area as defined per 15A NCAC 2H.0403?❑ Yes or®No
If yes, verify that the facility will comply with the following requirements in 15A NCAC 2H .404(g)as applicable:
✓ Is aerated flow equalization of at least 25%average daily flow provided?❑Yes or❑No
I How will noise and odor be controlled?
✓ Are all essential treatment units provided in duplicate?❑Yes or❑No
✓ Is there an impounded public surface water supply within 500 feet of the wetted area?0 Yes or❑No
✓ Is there a public shallow ground water supply(less than 50 feet deep)within 500 feet of the facility? ❑ Yes or 0 No
✓ Is the disposal loading rate greater than 10 gallons per day per square foot(GPD/ft2)?0 Yes or 0 No
✓ How much green area is provided? square feet(ft2)
✓ Is the green area shown on the plans?0 Yes or 0 No
FORM: WWIS 12-06 Page 6

III. INFORMATION ON WASTEWATER GENERATION:
1. What is the origin of the wastewater(i.e.,school,subdivision,hospital,municipality,shopping center,industry,apartments,
condominiums,etc.)?shopping center
2. Volume of wastewater flow for this project: 3,100 gallons per day(GPD)
3. Explanation of how wastewater flow was determined(15A NCAC 2T.0114(c)):
Type of Establishment Basis of Flow Flow Per Unit Number of Units Total
Existing flow approval Gallons/system 1,700
New 14,000 sf Walgreens Gallons/day/1000 100 14 1,400
pharmacy sf retail area
Gallons/
Gallons/
Gallons/
Gallons/
Gallons/
Gallons/
Gallons/
Total 3,100
4. Nature of wastewater: ® 100%Domestic Waste(residential,commercial,etc)
❑ 100%Industrial
0 Combination of Industrial and Domestic Waste: %Domestic %Industrial
0 M� unicipal waste(town,city,etc.)
Is there a Pretreatment Program in effect?0 Yes or 0 No
5. Wastewater characteristics(See 15A NCAC 2T.0505(b)):
Parameter Estimated Influent Concentration Designed Effluent Concentration
(monthly average)
Biochemical Oxygen Demand(BOD5) 300 mg/1 10 mg/1
Total Suspended Solids(TSS) 300 mg/1 10 mg/I
Ammonia Nitrogen(NH3-N) 60 mg/1 1 mg/1
Nitrate Nitrogen(NO3-N) 0 mg/1 15 mg/1
Nitrite Nitrogen(NOZ-N) 0 mg/I 0 mg/1
Total Nitrogen 60 mg/1 10 mg/I
Total Phosphorus 10 mg/I 5 mg/I
Total Kjeldhal Nitrogen 5 mg/1
Fecal Coliforms 200 per 100 ml
FORM: WWIS 12-06 Page 7

IV. GENERAL PROJECT INFORMATION:
1. Brief project description:We are proposing to make several changes to the approvedplans: 1.Adding a 3,000-gallon septic
tank to serve the new Walgreens and tying in the septic tank effluent discharge to the existing downstream collection and
treatment system.2.Relocating the approved sand filter to utilize space currently occupied by one of the treatment wetland
cells. 3.The remaining treatment wetland space(one cell plus one-half of the cell shared with the sand filter)will be
renovated similar to that which was earlier proposed and approved.4.The approved wet weather storage location has been
relocated.5.Various minor pumping,piping and associated changes are proposed to accomodate the modifications listed
above.Other elements of the previously approved design are unchanged.
2. In accordance with 15A NCAC 2T.0506,provide the minimum distance in feet from the facility's irrigation system and
treatment/storage units to each parameter(distances greater than 500 feet may be left blank):
Setback Parameter Irrigation System Treat Unt/Storage
Units
Any habitable residence or place of assembly under separate ownership or not N/A >300'
to be maintained as part of the project site
Any habitable residence or place of assembly owned by the permittee to be =` "' 14? of t tg.,4
maintained as part of the project site N/A `#r` _ ° t' �'34g
Any private or public water supply source N/A 180'
Surface waters(streams—intermittent and perennial,perennial waterbodies, N/A 65'
and wetlands)
Groundwater lowering ditches(where the bottom of the ditch intersects the N/A IF 11
SHWT) ,1 ;r' -,
Subsurface groundwater lowering drainage systems N/A44—
4§.,
Surface water diversions(ephemeral streams, waterways,ditches) N/A ' 4'',: 1,, 4,
Any well with exception of monitoring wells N/A 180'
Any property line N/A 50'
. Is
Top of slope of embankments or cuts of two feet or more in vertical height N/A ' V-
,, 4
Any water line from a disposal system N/A f kn
I
Any swimming pool N/A ? K t lr
---:!''
Public right of way N/A s,4" . F
Nitrification field N/A r eke al�
Any building foundation or basement N/A .. {;, ,, ,{.,-
gam, a � �, ,a n'
s r , � ..
Impounded public water supplies N/A , >s
^k r% +r
Public shallow groundwater supply(less than 50 feet deep) N/A r, : £� #�. 4 3 e�
FORM: WWIS 12-06 Page 8

I Does the Applicant intend on complying with 15A NCAC 2T.0506(c)?❑Yes or®No
If yes,complete the following table:
Estimated Influent Designed Effluent Designed Effluent
Parameter Concentration Concentration Concentration
(monthl avera (dail maximum)
Biochemical Oxygen Demand mg/1 mg/1 mg/1
(BOD5)
Total Suspended Solids(TSS) mg/1 mg/1 mg/1
Ammonia Nitrogen(NH3-N) mg/1 mg/1 mg/1
Nitrate Nitrogen(NO3-N) mg/1 mg/1 '
Fecal Coliforms , � per 100 ml per 100 ml
Turbidity � ' t: ` ' . „` xr +� ' � NTUs
✓ If any setback is not met,how will the project provide equal or better protection of the Waters of the State with no
increased potential for health concerns or nuisance conditions?
3. The treatment and disposal facilities must be secured to prevent unauthorized entry. Details and notations of restricted access
measures shall be shown on submitted plans and specifications. Briefly describe the measures being taken in accordance
with 15A NCAC 2T.0505(q):Locked perimeter fencing restricting access to only the owner and ORC.
4. What is the 100-year flood elevation?N/A feet mean sea level. Source:North Carolina Floodplain Mapping Program
✓ Are any treatment units or wetted areas located within the 100-year flood plain?❑ Yes or®No
If yes,briefly describe which treatment units and/or irrigation areas are affected: ,and the measures being taken to
protect them against flooding:
If yes,does the Applicant have documentation of compliance with§143 Article 21 Part 6?❑Yes or❑No
5. Method to provide system reliability per 15A NCAC 2T .0505(1)(See Instruction R):There is an emergency generator at the
final dosing system into which the new pumps will be tied in. Additionally,there is automatic,passive overflow to the
storage unit at the new filter dosing station. No potential for overflow exists.
6. What is the specified method of disinfection?Chlorine(existing)
I If chlorine,specify detention time provided:N/A minutes(30 minutes minimum required). Please indicate in what part
of the wastewater system chlorine contact time occurs(i.e.chlorine contact chamber): N/A
I If ultraviolet(UV),specify the number of banks: ,total lamps: and maximum capacity: gpm.
7. How many days of residuals storage are provided(15A NCAC 2T.0505(o))?At least a year(septic tanks).
FORM: WWIS 12-06 Page 9

V. DESIGN INFORMATION FOR NEW OR MODIFIED PORTIONS OF THE WASTEWATER TREATMENT FACILITY
1. Type of treatment system(fixed film,suspended growth,etc):Recirculating media filter followed by polishing wetlands.
2. Provide the number and dimensions of each treatment unit,and provide their location in the specifications and plans. If an
item is not applicable,do not fill in the requested information:
a. PRELIMINARY TREATMENT(i.e.,physical operations such as large solids screening and equalization to remove
problem characteristics such as abrasive grit and clogging rags,as well as to dampen high flows):
Treatment Unit Number Manufacturer Dimensions(ft) Volume Plan Sheet Specification
of Units or Material /Spacings(in) (gallons) Number Page Number
Select
Select
Select
Select
Select
b. PRIMARY TREATMENT(i.e.,physical operations such as fine screening and sedimentation to remove floating and
settable solids):
Treatment Unit Number Manufacturer Dimensions(ft) Volume Plan Sheet Specification
of Units or Material /Spacings(mm) (gallons) Number Page Number
Septic Tank 1 new precast concrete 12'x 6' 3,000 C-9 Section 00001
Select
Select
c. SECONDARY/TERTIARY TREATMENT(i.e., biological and chemical processes to remove organics and nutrients)
Treatment Unit Number Manufacturer Dimensions(ft) Volume Plan Sheet Specification
of Units or Material (gallons) Number Page Number
Secondary Sand Filter 2 linebemhen 80'x 30'plan N/A C-5 -C-7 Section 00003
eOther 2 lined earthen 80'x 30'and N/A C-2&C-7 Section 00004
berm 160'x 30'
Select
Select
Select
Select
Select
Select
FORM: WWIS 12-06 Page 10

d. DISINFECTION
Number Manufacturer Volume Plan Sheet Specification
Treatment Unit of Units or Material Dimensions(ft) (gallons) Number Page Number
Tablet Chlorination existing-
N/A
Select
Select
e. RESIDUAL TREATMENT
Number Manufacturer Volume Plan Sheet Specification
Treatment Unit of Units or Material Dimensions(ft) (gallons) Number Page Number
Select
Select
Select
f. PUMPS
Location Number Purpose Manufacturer/ Capacity Plan Sheet Specification
of Pumps Type GPM TDH Number Page Number
Sand filter dosing Dose sand
tank 2 filter LPP Myers 3WHV 192 30' C-8 Section 00002
existing final drip N/A
dosing
g. BLOWERS
Location No.of Units Served Manufacturer/ Capacity Plan Sheet Specification
Blowers Type (CFM) Number Page Number
FORM: WWIS 12-06 Page 11

h. MIXERS
No.of Manufacturer/ Power Plan Sheet Specification
Location Mixers Units Served Type (hp) Number Page Number
i. RECORDING DEVICES&RELIABILITY
Number Maximum Plan Sheet Specification
Device of Units Capacity Manufacturer Location Number Page Number
Auxiliary Generator 1 tie into existing Section 0
0002(p.2I)
Select
Select
Select
Select
FORM: WWIS 12-06 Page 12

VI. DESIGN INFORMATION FOR STORAGE IMPOUNDMENTS
1. Provide the number of earthen impoundments in the system: 1
2. Are any impoundments designed to receive adjacent surface runoff?❑Yes or®No
If Yes,please specify which impoundment: and the drainage area: ft2.
3. Are impoundment(s)designed to include a discharge point(pipe,emergency spillway,etc)?0 Yes or®No
4. Provide the design measures proposed for impoundment liner protection from wind driven wave action: bermed construction
in a wooded/protected area,liner covered with soil and vegetated for stability
5. Provide the location of each design element in the specifications and engineering plans for each storage unit:
Storage Impoundment Plan Sheet Specification
Number Page Number
Liner material(15A NCAC 2T.0505(e)and OD Synthetic El Clay C-2&C-7 Section 00004
❑Concrete ❑Steel (p.29)
" � f Section 00004
Liner installation and testing requirements �i€ itP; far f 4 C-2 &C-7 (p 29&31)
irregular irregular
Inside berm surface dimensions(L x W x H) ft ft 8 ft C-2&C-7 Section 00004
Bottom dimensions(L x W) irregular ft irregular ft C-2&C-7 Section 00004
Embankment side slope 3 : 1 C-2&C-7 Section 00004
Mean seasonal high water table depth* 6 ft C-2&C-7 Section 00004
Finished grade elevation 826.0 ft C-2&C-7 Section 00004
Depth from bottom to top of embankment 8 ft C-2&C-7 Section 00004
Total volume 121,630 ft3 910,000 gallons C-2 &C-7 Se
calculationsction00004/
Design freeboard 2 ft C-2&C-7 Section 00004
Depth of minimum liquid level(above permanent 0 ft C-2&C-7 Section 00004
liquid level)
Effective volume provided ** 79,670 ft3 596,000 gallons C-2&C-7 Section 00004/
calculations
Effective storage time provided 192 days C-2&C-7 Section 0004/
calculations
* NOTE: The liner shall be protected from impacts of the seasonal high water table as necessary.
** NOTE: The storage volume should be calculated between the top of any permanent liquid level(as indicated by outlet
pipe)and maximum allowable liquid level in the impoundment.
FORM: WWIS 12-06 Page 13

VII. DESIGN INFORMATION FOR IRRIGATION SYSTEM
1. The irrigation system is: ❑ Spray ®Drip
2. Disposal system is: ®existing ❑proposed.
3. If applicable,provide the location of each design element in the specifications and engineering plans:
Irrigation Pump Tank Plan Sheet Specification
Number Page Number
Internal dimensions(L x W x H or cp x H) ft ft ft
Total volume ft3 gallons
Dosing volume ft3 gallons
Audible&visual alarms 41
17,'
Equipment to prevent irrigation during rain events
4. List any equipment(note sheet number of the plans or page number in the specifications)not specifically mentioned above
(pump hoist,odor control equipment,etc.):
5. Minimum depth to mean seasonal high water table within irrigation field(s)per Soil Scientist's Evaluation:
feet below ground surface. Must be at least one-foot vertical separation between SHWT and ground surface per I5A NCAC
2T.0505(p).
6. Are there any artificial drainage or water movement structures within 200 feet of any irrigation area?❑ Yes or❑No
If Yes,please explain if the soil scientist report addresses artificial structures and please indicate if structures are to be
maintained or modified:
7. Loading rates recommended by the Soil Scientist Evaluation:
If Seasonal,
Recommended Loading Recommended Loading
Soil Series Fields within Rate Rate Loading list
Soil Area Recommended appropriate
(in/hr) (in/yr) months
❑Annual
❑Seasonal
❑Annual
0 Seasonal
❑Annual
0 Seasonal
❑Annual
❑Seasonal
❑Annual
❑ Seasonal
8. Design loading rates are equal or less than the loading rates recommended by Soil Scientist?❑Yes or❑No
If No,explain why 15A NCAC 2T.0505(n)is not met:
FORM: WWIS 12-06 Page 14

9. Provide the following location information for the approximate center of each irrigation field/zone:
Field/Zone Latitude Longitude
0
0 II II
-
o , „ 0 , II
-
O , „ 0 , II
-
O , If 0 , II
-
o to 0 , II
O , „ 0 , II
-
O , „ 0 , II
-
O , „ 0 , II
-
o „ 0 , IF
-
o , II
O , „ 0 , II
II
,-
II
-
C „ , II
-
o II
0 , rr
, II
O , II , II
0 , „ 0 , II
0 , „ 0 ,
II
-
0 , ,I 0 ,
-
O , „ 0 , II
-
o , ,/ 0 , II
-
O , ,I 0 , „
-
O , „ 0 , II
O , „ 0 , II
-
✓ Level of accuracy?
✓ Method of measurement?
✓ Datum?
FORM: WWIS 12-06 Page 15

10. Irrigation Design(fill in the appropriate information for either a spray or drip irrigation system):
a. Spray Irrigation:
Z Number of Maximum Irrigation Design Annual Loading
Field/Zone Design Area(ft) Nozzles Precipitation Rate(in/yr) Rate(in/yr)
rzb ., ^� a °v� S trot '> 5 xx a ah a1
Total ffi+ •
Plan Sheet Specification
Spray Irrigation Design Element
Number Page Number
Wetted diameter of nozzles ft
Wetted area of nozzles ft2
Nozzle capacity gpm
Nozzle manufacturer/model /
Elevation of highest nozzle ft
FORM: WWIS 12-06 Page 16

b. Drip Irrigation:
2 Number of Maximum Irrigation Design Annual Loading
Field/Zone Design Area(ft ) Nozzles Precipitation Rate(in/yr) Rate(in/yr)
Total
Drip Irrigation Design Element Plan Sheet Specification
Number Page Number
Wetted area of emitters ft2
Distance between laterals ft
Distance between emitters ft
Emitter capacity gpm
Emitter manufacturer/model /
Elevation of highest emitter ft
FORM: WWIS 12-06 Page 17

1 1. Cover crop information:
Use the Nutrient Management in North Carolina's Realistic Yield Expectations webpage
(http://www.soil.ncsu.edu/nmp/ncnmwg/yields/index.php#county)to determine the PAN(lbs/acre)and Phosphorus removal
(lbs/acre)rates for each cover crop.
Cover Crop Soil Series % Slope Nitrogen Removal Rate Phosphorus Removal
(lbs/acre) Rate(lbs/acre)
✓ Proposed mineralization rate: and volatilization rate:
✓ Irrigation area based upon the nitrogen balance: ft2
✓ Irrigation area based upon the phosphorus balance: ft2
✓ Irrigation area based upon the water balance: ft2
✓ Site is: ❑ hydraulically limited ❑ nutrient limited
FORM: WWIS 12-06 Page 18

Professional Engineer's Certification:
I,Victor D'Amato,attest that this application for Summerfield Shopping Center Wastewater System Improvements has been
reviewed by me and is accurate,complete and consistent with the information supplied in the engineering plans,calculations,and all
other supporting documentation to the best of my knowledge. I further attest that to the best of my knowledge the proposed design has
been prepared in accordance with this application package and its instructions as well as all applicable regulations and statutes.
Although other professionals may have developed certain portions of this submittal package, inclusion of these materials under my
signature and seal signifies that I have reviewed this material and have judged it to be consistent with the proposed design. Note: In
accordance with NC General Statutes 143-215.6A and 143-215.6B,any person who knowingly makes any false statement,
representation,or certification in any application package shall be guilty of a Class 2 misdemeanor,which may include a fine not to
exceed$10,000 as well as civil penalties up to$25,000 per violation.
North Carolina Professional Engineer's seal,signature,and date:
AkAess,
.,ARole,
I S%Ai_ ` : -
W.N31 0 4 " ::::
Applicant's Certification(signing authority must be in compliance with 15A NCAC 2T.0106(b)):
I, Dan Witcher Vice President,Construction
(signing authority name) (title)
attest that this application for Summerfield Shopping Center Wastewater System Improvements
(facility name)
has been reviewed by me and is accurate and complete to the best of my knowledge. I understand that any discharge of wastewater
from this non-discharge system to surface waters or the land will result in an immediate enforcement action that may include civil
penalties,injunctive relief,and/or criminal prosecution. I will make no claim against the Division of Water Quality should a condition
of this permit be violated. I also understand that if all required parts of this application package are not completed and that if all
required supporting information and attachments are not included,this application package will be returned to me as incomplete. I
further certify that the applicant or any affiliate has not been convicted of an environmental crime,has not abandoned a wastewater
facility without proper closure,does not have an outstanding civil penalty where all appeals have been exhausted or abandoned,are
compliant with any active compliance schedule,and do not have any overdue annual fees under Rule 2T.0105. Note: In accordance
with NC General Statutes 143-215.6A and 143-215.6B,any person who knowingly makes any false statement,representation,or
certification in any lication package shall be guilty of a Class 2 misdemeanor,which may include a fine not to exceed$10,000 as
well as civil penal •' up to$25 0 per violation.
iv- 3-0Signature: Date:
FORM: WWIS 12-06 Page 20

DESIGN CRITERIA/CALCULATIONS
RECEIVED/DENR/DWQ
AQUIFER PROTECTION SECTION
DEC 0 6 2007

DESIGN CRITERIA/CALCULATIONS
1. Wastewater Flow:
Existing: 1,700 gallons per day(Food Lion, two other small businesses), per DWQ Permit
No.WQ0013808.
New: Walgreens with 14,000 square feet of retail space.
Per 15A NCAC 02T .0114(c), "Stores and shopping centers without food service" are
assigned a design daily flow rate of 100 gal/1000 square feet. As such, the flow rate for the
Walgreens will be 1,400 gallons per day,for a total system flow rate of 1,700+1,400=
3,100 gallons per day. Note that most system components are somewhat oversized to
accommodate possible future expansion.
2. New Septic Tank Sizing: (based on Walgreens design flow of 1,400 gpd)
Per 15A NCAC 18A .1952(b)(2)(B), use formula V = 1.17Q+500 for flows between 600
and 1,500 gallons per day
V= 1.17 (1,400) +500= 2,138 gallons
Use 3,000-gallon septic tank
Provide Orenco Biotube effluent filter sized in accordance with Orenco recommendations, or
equivalent.
3. Recirculating Sand Filter Sizing:
Utilize half of one existing treatment wetland cell by installing a 30' x 80' unit (2,400 square
foot), with one LPP distribution system with two manifolds/subfields and separate underdrain
systems, so that one subfield can be taken out of service for maintenance without disrupting
the other, for redundancy.
Loading rate = 3,100 gpd/2,400 sf=1.3 gpd/sf, with both subfields in service and 2.6 gpd/sf
with only one subfield in service.
Typical recirculating sand filter loading rate is 2 to 5 gpd/sf. Thus, a 2,400 sf RSF is quite
conservative and okay.
4. Sand Filter LPP Distribution System:
Concept: One (1) LPP system, with two manifolds/subfields.

Each subfield contains eight (8), 80-foot long center-fed laterals, with 5/32" drilled orifices
located three feet on center. Each 80-foot lateral will contain 24 orifices (12 on each side of
the manifold) for a total of 192 orifices per subfield and 384 total orifices.
5/32" holes @ 3' pressure head=0.50 gpm/hole
Pump flow =384 holes x 0.5 gpm/hole =192 gpm
Frequent, short doses are preferred to favor aerobic conditions. Select five-minute dose time
=960 gallons per dose. At a 5:1 recirculation ratio, the total daily flow into the filters will
be 6(3,100 gal) = 18,600 gallons. 18,600 gpd/960 gal per dose = 19+doses per day.
Therefore,set up system to initiate a dose hourly provided the tank is full enough.
Sixteen (16) 1 '/a" Schedule 40 PVC laterals @ -80 feet each = 1,280 feet of 1 '/a" pipe. 1 '/a"
Schedule 40 carries 7.8 gallons per 100 linear feet. Therefore,total lateral volume is about
100 gallons. Note that manifold will remain full between doses. Therefore volume of dose
under pressure will be about:
(960 - 100)/960= 90% of dose will be under pressure (5 minute dose time is okay).
Manifold sizing of four inches based on Appendix 3 of"Design of Large Low-Pressure Pipe
Distribution Systems in North Carolina", R.J. Marinshaw, 1988, NC DEHNR, DEH, On-Site
Wastewater Section.
TDH calculation...TDH =EH+PH +FH
EH = 830.5 -815.5 = 15'
PH = 3'
FH = 12' (includes control valve throttling)
Therefore,TDH = 15 + 3 + 12 = 30'
Use Myers 3WHV pumps or equal.
5. Flow Splitter Box Hydraulics:
We want these units to normally split flow with about five parts returning to the filter dosing
tank and one part going on to the treatment wetlands and/or final dosing tank to be sent to the
drip irrigation system. Under normal conditions with both weirs at the same elevation, a 90
degree weir will divert 3.73 times as much flow as a 30 degree weir(see attached table).
This is a pretty good ratio for sand filter recirculation that can be modified by relatively small
changes in head difference between the weirs. For example, we have also provided a table
detailing the flow split between the 30 and 90 degree weirs when the 30 degree weir is set 1/2-
inch higher than the 90. This table shows that at a flow of 120 gpm which is close to what
we expect to see under maximum conditions in the wetland effluent, the flow split is about
5:1. If the total flow out of the wetland is higher, this ratio goes down (approaching 3.93). If

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Head Head 30 degree 45 degree 90 degree 45/30 90/30 90/45 45+30 90+30 90+45
(in.) (ft.) (cfs) (gpm) (cfs) (gpm) (cfs) (gpm) (gpm) (gpm) (gpm)
0.5 0.0417 0.0002 0.11 0.0004 0.166 0.0009 0.40 1.55 3.73 2.41 0.27 0.51 0.57
1.0 0.0833 0.0014 0.61 0.0021 0.941 0.0051 2.27 1.55 3.73 2.41 1.55 2.88 3.21
1.5 0.1250 0.0037 1.68 0.0058 2.59 0.0139 6.26 1.55 3.73 2.41 4.27 7.94 8.85
2.0 0.1667 0.0077 3.44 0.0119 5.32 0.0286 12.9 1.55 3.73 2.41 8.8 16.3 18.2
2.5 0.2083 0.0134 6.02 0.0207 9.30 0.0500 22.5 1.55 3.73 2.41 15.3 28.5 31.8
3.0 0.2500 0.0211 9.49 0.0327 14.67 0.0789 35.4 1.55 3.73 2.41 24.2 44.9 50.1
3.5 0.2917 0.0311 14.0 0.0481 21.6 0.116 52.1 1.55 3.73 2.41 35.5 66.0 73.6
4.0 0.3333 0.0434 19.5 0.0671 30.1 0.162 72.7 1.55 3.73 2.41 49.6 92.2 102.8
4.5 0.3750 0.0583 26.1 0.0901 40.4 0.217 97.6 1.55 3.73 2.41 66.6 123.7 138.0
5.0 0.4167 0.0758 34.0 0.117 52.6 0.283 127.0 1.55 3.73 2.41 86.6 161.0 179.6
5.5 0.4583 0.0962 43.2 0.149 66.8 0.359 161 1.55 3.73 2.41 110 204 228
6.0 0.5000 0.120 53.7 0.185 83.0 0.446 200 1.55 3.73 2.41 137 254 283
6.5 0.5417 0.146 65.6 0.226 101.4 0.545 245 1.55 3.73 2.41 167 310 346
7.0 0.5833 0.176 78.9 0.272 122.0 0.656 295 1.55 3.73 2.41 201 373 417
7.5 0.6250 0.209 93.8 0.323 145.0 0.780 350 1.55 3.73 2.41 239 444 495
8.0 0.6667 0.246 110 0.380 170 0.916 411 1.55 3.73 2.41 281 521 582
8.5 0.7083 0.286 128 0.442 198 1.07 479 1.55 3.73 2.41 326 607 677
9.0 0.7500 0.330 148 0.510 229 1.23 552 1.55 3.73 2.41 377 700 781
9.5 0.7917 0.377 169 0.583 262 1.41 632 1.55 3.73 2.41 431 801 894
10.0 0.8333 0.429 193 0.663 298 1.60 718 1.55 3.73 2.41 490 911 1016
10.5 0.8750 0.485 217 0.749 336 1.81 812 1.55 3.73 2.41 554 1029 1148
11.0 0.9167 0.544 244 0.842 378 2.03 912 1.55 3.73 2.41 622 1156 1289
11.5 0.9583 0.608 273 0.940 422 2.27 1019 1.55 3.73 2.41 695 1292 1441
12.0 1.0000 0.677 304 1.05 469 2.53 1133 1.55 3.73 2.41 773 1437 1603
12.5 1.0417 0.749 336 1.16 520 2.80 1255 1.55 3.73 2.41 856 1591 1775
13.0 1.0833 0.826 371 1.28 573 3.08 1384 1.55 3.73 2.41 944 1755 1958
13.5 1.1250 0.908 408 1.40 630 3.39 1521 1.55 3.73 2.41 1038 1929 2152
14.0 1.1667 0.995 446 1.54 690 3.71 1666 1.55 3.73 2.41 1137 2113 2356
14.5 1.2083 1.086 487 1.68 753 4.05 1819 1.55 3.73 2.41 1241 2306 2572
15.0 1.2500 1.182 530 1.83 820 4.41 1980 1.55 3.73 2.41 1351 2510 2800
15.5 1.2917 1.283 576 1.98 890 4.79 2149 1.55 3.73 2.41 1466 2725 3039
16.0 1.3333 1.389 623 2.15 964 5.18 2326 1.55 3.73 2.41 1587 2950 3290
16.5 1.3750 1.500 673 2.32 1041 5.60 2512 1.55 3.73 2.41 1714 3186 3553
17.0 1.4167 1.616 725 2.50 1121 6.03 2707 1.55 3.73 2.41 1847 3433 3829
17.5 1.4583 1.738 780 2.69 1206 6.49 2911 1.55 3.73 2.41 1986 3691 4116
18.0 1.5000 1.864 837 2.88 1294 6.96 3123 1.55 3.73 2.41 2130 3960 4417
18.5 1.5417 1.997 896 3.09 1385 7.45 3344 1.55 3.73 2.41 2281 4241 4730
19.0 1.5833 2.134 958 3.30 1481 7.97 3575 1.55 3.73 2.41 2439 4533 5056
19.5 1.6250 2.278 1022 3.52 1580 8.50 3815 1.55 3.73 2.41 2602 4837 5395
20.0 1.6667 2.426 1089 3.75 1683 9.06 4064 1.55 3.73 2.41 2772 5153 5748
20.5 1.7083 2.581 1158 3.99 1791 9.63 4323 1.55 3.73 2.41 2949 5481 6114
21.0 1.7500 2.741 1230 4.24 1902 10.23 4591 1.55 3.73 2.41 3132 5822 6493
21.5 1.7917 2.907 1305 4.49 2017 10.85 4870 1.55 3.73 2.41 3322 6174 6887
22.0 1.8333 3.079 1382 4.76 2136 11.49 5158 1.55 3.73 2.41 3518 6540 7294
22.5 1.8750 3.257 1462 5.04 2260 12.16 5456 1.55 3.73 2.41 3722 6918 7716
23.0 1.9167 3.441 1544 5.32 2388 12.84 5764 1.55 3.73 2.41 3932 7308 8151
23.5 1.9583 3.631 1630 5.61 2519 13.55 6082 1.55 3.73 2.41 4149 7712 8602
24.0 2.0000 3.827 1718 5.92 2656 14.28 6411 1.55 3.73 2.41 4373 8129 9067

Input head difference (in inches that 30 degree weir is higher) -0.5
Head Head 30 degree Head Head 90 degree 90/30 90+30
(in.) (ft.) (cfs) (gpm) (in.) (ft.) (cfs) (gpm) (gpm)
0.5 0.0417 0.0002 0.11 1.0 0.0833 0.0051 2.27 21.11 2.38
1.0 0.0833 0.0014 0.61 1.5 0.1250 0.0139 6.26 10.28 6.87
1.5 0.1250 0.0037 1.68 2.0 0.1667 0.0286 12.85 7.66 14.53
2.0 0.1667 0.0077 3.44 2.5 0.2083 0.0500 22.5 6.52 25.9
2.5 0.2083 0.0134 6.02 3.0 0.2500 0.0789 35.4 5.89 41.4
3.0 0.2500 0.0211 9.49 3.5 0.2917 0.1160 52.1 5.49 61.6
3.5 0.2917 0.0311 14.0 4.0 0.3333 0.162 72.7 5.21 86.7
4.0 0.3333 0.0434 19.5 4.5 0.3750 0.217 97.6 5.01 117.1
4.5 0.3750 0.0583 26.1 5.0 0.4167 0.283 127.0 4.86 153.2
5.0 0.4167 0.0758 34.0 5.5 0.4583 0.359 161.2 4.74 195.2
5.5 0.4583 0.0962 43.2 6.0 0.5000 0.446 200 4.64 244
6.0 0.5000 0.120 53.7 6.5 0.5417 0.545 245 4.56 298
6.5 0.5417 0.146 65.6 7.0 0.5833 0.656 295 4.49 360
7.0 0.5833 0.176 78.9 7.5 0.6250 0.780 350 4.43 429
7.5 0.6250 0.209 93.8 8.0 0.6667 0.916 411 4.39 505
8.0 0.6667 0.246 110 8.5 0.7083 1.066 479 4.34 589
8.5 0.7083 0.286 128 9.0 0.7500 1.23 552 4.31 680
9.0 0.7500 0.330 148 9.5 0.7917 1.41 632 4.27 780
9.5 0.7917 0.377 169 10.0 0.8333 1.60 718 4.24 888
10.0 0.8333 0.429 193 10.5 0.8750 1.81 812 4.22 1004
10.5 0.8750 0.485 217 11.0 0.9167 2.03 912 4.19 1129
11.0 0.9167 0.544 244 11.5 0.9583 2.27 1019 4.17 1263
11.5 0.9583 0.608 273 12.0 1.0000 2.53 1133 4.15 1406
12.0 1.0000 0.677 304 12.5 1.0417 2.80 1255 4.13 1559
12.5 1.0417 0.749 336 13.0 1.0833 3.08 1384 4.12 1721
13.0 1.0833 0.826 371 13.5 1.1250 3.39 1521 4.10 1892
13.5 1.1250 0.908 408 14.0 1.1667 3.71 1666 4.09 2074
14.0 1.1667 0.995 446 14.5 1.2083 4.05 1819 4.07 2265
14.5 1.2083 1.086 487 15.0 1.2500 4.41 1980 4.06 2467
15.0 1.2500 1.182 530 15.5 1.2917 4.79 2149 4.05 2679
15.5 1.2917 1.283 576 16.0 1.3333 5.18 2326 4.04 2902
16.0 1.3333 1.389 623 16.5 1.3750 5.60 2512 4.03 3136
16.5 1.3750 1.500 673 17.0 1.4167 6.03 2707 4.02 3380
17.0 1.4167 1.616 725 17.5 1.4583 6.49 2911 4.01 3636
17.5 1.4583 1.738 780 18.0 1.5000 6.96 3123 4.00 3903
18.0 1.5000 1.864 837 18.5 1.5417 7.45 3344 4.00 4181
18.5 1.5417 1.997 896 19.0 1.5833 7.97 3575 3.99 4471
19.0 1.5833 2.134 958 19.5 1.6250 8.50 3815 3.98 4773
19.5 1.6250 2.278 1022 20.0 1.6667 9.06 4064 3.98 5086
20.0 1.6667 2.426 1089 20.5 1.7083 9.63 4323 3.97 5412
20.5 1.7083 2.581 1158 21.0 1.7500 10.23 4591 3.96 5750
21.0 1.7500 2.741 1230 21.5 1.7917 10.85 4870 3.96 6100
21.5 1.7917 2.907 1305 22.0 1.8333 11.49 5158 3.95 6462
22.0 1.8333 3.079 1382 22.5 1.8750 12.16 5456 3.95 6838
22.5 1.8750 3.257 1462 23.0 1.9167 12.84 5764 3.94 7226
23.0 1.9167 3.441 1544 23.5 1.9583 13.55 6082 3.94 7627
23.5 1.9583 3.631 1630 24.0 2.0000 14.28 6411 3.93 8041
24.0 2.0000 3.827 1718 24.5 2.0417 15.04 6750 3.93 8468

the total flow out of the wetland is lower, this ratio will go up (theoretically to infinity). The
effective recirculation ratio will therefore be some number that integrates this calculation
over the range of flow rates coming from the wetland effluent over time. Since we really do
not know the flow rate as a function of time for the wetland effluent, it is impossible to
accurately predict this relationship. In the field, knowing the flows from the filter dosing
tank(via pump cycle and run time counters) and from the final dosing tank will allow the
weir settings to be fine-tuned if necessary.
6. Sand Filter Dosing System Line sizes/TDH calculations:
Design criteria: 192 gpm, pipe velocities >2 fps (scour), <10 fps (water hammer), throttling
control via globe valves sized 1" smaller than supply line.
See spreadsheet attached to these calculations: "TDH Calculation Worksheet - Filter Dosing
Pumps". Note that the "throttling factor" takes into account the head loss imparted by
throttling the pressure-adjustment globe valve and is variable (i.e., as long as this is not zero,
hydraulics are in good shape). Use 4"discharge and supply lines.
Refer to pump cut sheets in Project Specifications for pump curves and operating point(192
gpm @ 30' TDH).
7. Sand Filter dosing system settings:
General system requirements:
- Pump off float elevation should be at least 1.5 feet off the bottom of the tank.
- Timer enable float elevation should be set to include at least one full dose volume
between it and the off float elevation.
- Timer override/alarm float elevation should be set to not allow wastewater to backup
into critical system components (i.e., splitter boxes), but to provide adequate storage
for timer-controlled dosing.
- Under normal conditions, timer override function must not activate (i.e., timer
override should only occur in cases of emergency or atypical flow conditions).
Criteria specific to the filter dosing system includes the following:
- Pump run time of 5 minutes (960 gallons).
- 5:1 recirculation ratio.
- 55 minutes between drainfield doses (pumps alternate).
- Tank cross-sectional surface area yields a drawdown of 748 gallons per foot.
- At a 960-gallon dose volume and tank drawdown of 748 gal/foot, dosing drawdown is
approximately 15.4 inches. Therefore, set timer enable float 15.4 inches above pump
off float elevation (815.5'). Set timer enable float at 816.8' elevation. Timer
override/alarm set at 824.5' elevation to prevent back up into the splitter box. This
allows for over 5,700 gallons, or approximately 44 hours, of storage.
- Relevant pump tank elevations, including pipe inverts, floats and tank top and bottom
are provided in the table below.

TDH Calculation Worksheet-Summerfield Filter Dosing Pumps
HEAD LOSS
nominal size line matl real size flow(aom) line lenath #ball valves #abbe valves #check valves #elbows fhrottlinq total ea.Lenath Head loss Velocity
1 SCH 40 1.049 0 0.00 0.00
1.25 SCH 40 1.38 0 0.00 0.00
1.5 SCH 40 1.61 0 0.00 0.00
2 SCH 40 2.067 0 0.00 0.00
2.5 SCH 40 2.469 0 0.00 0.00
3 SCH 40 3.068 0 0.00 0.00
3 SCH 40 3.068 0 0.00 0.00
3.5 SCH 40 3.548 0 0.00 0.00
4 SCH 40 4.026 192 50 0 0 0 4 134 2.87 4.84 forcemain
4 SCH 40 4.026 96 15 0 0 0 2 57 0.34 2.42 manifold
5 SCH 40 5.047 0 0.00 0.00
6 SCH 40 6.065 0 0.00 0.00
8 SCH 40 7.981 0 0.00 0.00
1 SCH 80 0.957 0 0.00 0.00
1.25 SCH 80 1.278 0 0.00 0.00
1.5 SCH 80 1.5 0 0.00 0.00
2 SCH 80 1.939 0 0.00 0.00
2.5 SCH 80 2.323 0 0.00 0.00
3 SCH 80 2.9 96 1 90 170 5.00 4.67 throttling valve
3.5 SCH 80 3.364 0 0.00 0.00
4 SCH 80 3.826 192 15 3 0 1 3 124.1 3.41 5.36 pump discharge pipe
5 SCH 80 4.813 0 0.00 0.00
6 SCH 80 5.761 0 0.00 0.00
8 SCH 80 7.625 0 0.00 0.00
0.50 Gag sim/tech fitter
STATIC HEAD total head loss 12.12
Pump off elevation= 815.5
Highest point elevation= 830.5
Static Head= 15
PRESSURE HEAD
Pressure Head= 3
total head loss= 12.12
Static Head= 15.00
Pressure Head= 3.00
TDH= 30.12

Filter Dosing Tank Criteria
Elevation(ft) Drawdown(in) Volume(gal)
Tank Bottom 814.0
Redundant Off 815.5 18.0 1,122 Pump submergence
Timer Enable 816.8 15.4 970 Minimum dose volume
Override/Alarm 824.5 92.4 5,760 Equalization storage
Emergency overflow 824.5 Into storage cell
RSF splitter return 825.0
Wetland splitter return 823.5
STE invert in 825.0
Tank Top 826.0
TOTAL 6.00' 144 9,000
8. Storage Cell Sizing:
Water balance calculations are provided, showing that 307,200 gallons or approximately 85
days of storage are required.
Full footprint of storage wetland is approximately 15,200 square feet. Footprint of storage
wetland floor after accounting for 8-foot tall, 24-foot wide sidewalls (3:1 run:rise) is
approximately 7,500 square feet. By interpolation, we can calculate the full seasonally-high
storage volume to be approximately 596,000 gallons at 6 feet of liquid depth (i.e., total
depth of 8 feet minus 2 feet of freeboard).
9. Gravity Pipe Flows:
Gravity sewer lines must be checked for maintenance of minimum scour velocities (1.5 fps,
min. for treated effluent) and minimum slopes required to prevent backup into system
components.
Velocities are checked using the Manning equation for open channel flow in pipes:
1.49 z•
V = R;S2
n
where, V = velocity in feet per second
n =Manning's roughness coefficient=0.013 for PVC pipe
S =pipe slope
R=hydraulic radius in feet=A/P
where, A=wet cross sectional area
P=wetted perimeter
For a pipe flowing partially full, A and P must be calculated via mensuration relationships for
a circular segment. The specific calculations used are:

1.40 acres, 3600 gpd flow with stormwater
Allowable Application Rate Stormwater Additions Irrigation Water Storage Requirements
Additional Cumulative Change in Cumulative
Month Days/mo. Lw Lw Rainfall ET Stormwater Wa Wa Storage Storage
(days/mo) (in/mo) (gaVmo) (in/mo) (in/d) (gaVmo) (gal/mo) (gal/mo) (gal/mo) (gal)
October 31 2.89 109859 3.5 0.08 6104 111600 117704 7845 7845
November 30 1.93 73366 2.97 0.05 8796 108000 116796 43431 51276
December 31 1.28 48657 3.36 0.03 14541 111600 126141 77484 128760
January 31 1.07 40674 3.17 0.03 13404 111600 125004 84330 213090
February 28 1.33 50558 3.32 0.05 11489 100800 112289 61732 274821
March 31 2.23 84770 3.72 0.09 5565 111600 117165 32395 307216
April 30 3.99 151673 2.84 0.13 -6343 108000 101657 -50016 257200
May 31 4.35 165358 4.02 0.16 -5625 111600 105975 -59383 197817
June 30 4.74 180183 3.81 0.17 -7719 108000 100281 -79903 117914
July 31 4.04 153574 4.51 0.17 -4548 111600 107052 -46522 71393
August 31 3.28 124684 3.88 0.15 -4608 111600 106992 -17692 53701
September 30 3.61 137228 3.52 0.12 -479 108000 107521 -29707 23994
totals 365 34.74 1320584 42.6 1.23 30578 1314000 1344578 23994 1705027
averages 3618 2548 3600 6148 85.3
days storage
"Allowable Application Rate"taken from water balance for original design, based on soil scientist's recommendations.
"Stormwater Additions"calculated using average rainfall and ET values (attached) and the total surface area of both wetlands.
"Irrigation Water" based on proposed daily flow of 2,700 gpd and stormwater additions caclulated earlier.
"Storage Requirements" calculated based on cumulative water added to system minus allowable application rates.

Summerfield Shopping Center Storage Volume
How(gpd) 0
Depth (ft) Area(sf) Volume(cf) Volume (gal) 77.5 d storage Notes
0 7500 0 0 0 Full footprint area minus sloped sidewall area
1 8463 8463 63303 817 Interpolation
2 9426 18852 141013 1820 Interpolation
3 10389 31167 233129 3008 Interpolation
4 11352 45408 339652 4383 Interpolation
5 12315 61575 460581 5943 Interpolation
_—> 6 13278 79668 595917 7689 Interpolation
7 14241 99687 745659 9621 Interpolation
8 15204 121632 909807 11739 Full footprint area

A= 2 r2(0—arccos 0)
where, r=pipe radius
0 =central angle in radians = P/r= 21arccos r—d
r
d=depth of liquid in pipe
These calculations were applied in a spreadsheet (output attached) where the liquid depth
could be manually changed to yield the flow desired by a trial-and-error approach using pipe
diameter, Manning's n, and slope as inputs. The spreadsheet output is attached and the
results are summarized in Table 1 below.
Table 1. Summary of gravity flow line hydraulics.
Gravity Line Size/Type Length Inv.In Inv.Out Slope Flow' Velocity Depth of
(ft) (ft) (ft) (ft/ft) (gpm) (fps) Flow(in)
RSF Return 4"sch.40 60 827.0 825.0 0.033 100 4.21 2.3
Wetland Return 4"sch.40 85 824.5 823.5 0.012 100 2.70 3.5
Wetland Effluent 4"sch.40 130 824.5 823.5 0.008 30 1.82 1.7
'note that flows assume attenuation of influent flows across the sand filter and wetland treatment components.

Gravity Flow Calculations using Manning's Equation— Summerfield
Pipe segment Wetland to Final
pipe diameter(in) 4.026 2.013
mannings n 0.013
slope 0.008
depth (in) cent angle wet area wet peri hyd rad velocity flow(cfs) flow(gpm)
1.7 2.829 0.035 0.475 0.075 1.82 0.065 29
Pipe segment Wetland Return
pipe diameter(in) 4.026 2.013
mannings n 0.013
slope 0.0118
depth (in) cent angle wet area wet peri hyd rad velocity flow(cfs) flow(gpm)
3.5 4.804 0.082 0.806 0.101 2.70 0.221 99
Pipe segment Sand Filter Return
pipe diameter(in) 4.026 2.013
mannings n 0.013
slope 0.033
depth (in) cent angle wet area wet peri hyd rad velocity flow(cfs) flow(gpm)
2.3 3.428 0.052 0.575 0.091 4.21 0.220 99

PROJECT SPECIFICATIONS
Project-Specific Specifications: Sections 00000-00004
Component Cut Sheets
Operation and Maintenance

Project-Specific Specifications
RECEIVEDAQUIFER PROT DTION S Ca
DEC 0 6 2007 TION

SECTION 00000-ON-SITE WASTEWATER TREATMENT SYSTEM
PART 1-GENERAL
1.1 DESCRIPTION OF WORK
A. Work under this Section includes general requirements and installation description and
schedule(order)necessary to complete and make serviceable the installation of wastewater
treatment system modifications. System includes filtration, storage,distribution and
treatment functions required for surface disposal of treated wastewater.
1.2 QUALITY ASSURANCE
A. Codes and Standards: Comply with the provisions of the following codes and standards
except as otherwise shown or specified:
— Guilford County Health Department: All rules and regulations.
— Town of Summerfield: All rules and regulations.
— North Carolina Division of Environmental Health: All rules and regulations.
— North Carolina Division of Water Quality: All rules and regulations
— Underwriters Laboratory: Electrical Components.
— North Carolina Electrical Code: All rules and regulations.
— North Carolina Plumbing Code: All rules and regulations.
1.3 SUBMITTALS
A. Product Data: For all equipment specified,performance curves,rated system capacities of
selected models,furnished specialties and accessories shall be supplied to ensure that product
meets the specifications herein.
B. Test Certifications: Provide certification signed by Contractor and witnesses of the results of
tests conducted under this section.
C. Installation Certification: Provide NC Licensed Electrician certification that electrical
installation meets current NC electrical code requirements.

PART 2—EXECUTION
2.1 BRIEF DESCRIPTION AND ORDER OF WORK
A. Before any installation work is conducted,the engineer and other consultants, installer,
owner,and representatives of NC DWQ shall meet on-site to discuss the installation
process, requirements, and schedule. This meeting shall be instigated by the owner
scheduling the installation and at a minimum,representatives of the engineer,installer,
and owner shall attend at a mutually agreed-upon time.
B. The work to be conducted consists of the following general installation tasks
(specification section referenced parenthetically):
• New septic tank with effluent filter(Section 00001).
• Pump tank(Section 00001).
• Sand filter dosing system(Section 00002).
• Recirculating sand filter(Section 00003).
• Level control/splitter boxes(Section 00003).
• Treatment wetland modifications(Section 00004).
• Wet weather storage(Section 00004).
C. The installation of the wastewater system expansion and modifications will be conducted
in phases so that the operation of the existing wastewater system is not adversely
affected.
D. In the first phase of installation,the existing system will continue to operate as it does
currently and the wet weather storage cell, new pump station and septic tank will be
installed,with pipes stubbed out as appropriate.
E. During the second phase of installation,the south treatment wetland cell will be taken out
of service and all flow will be valved to go into the north wetland cell. A temporary
submersible pump will be set up to divert water from the north wetland cell into the new
pump station or storage wetland if needed for wet weather storage. Nearly complete
installation of the following components will take place during this phase of installation:
• Recirculating sand filter.
• 1/2-sized treatment wetland cell.
• RSF level control/splitter box.
F. During the third phase of installation,the north wetland will be taken out of service and
the effluent from the RSF and 1/2-sized treatment wetland cell will be temporarily
connected to the existing line heading to the chlorine contact chamber and final drip
dosing tank. Modifications to the north wetland will be completed,after which the
remaining connections will be made to complete the installation of the pretreatment
system modifications.
G. Installation inspections and testing will be conducted on all components before they are
utilized in the system and as specified in the specifications sections for those components.
After all modifications have been made,a final comprehensive system inspection and
testing program will take place to ensure that the system functions smoothly as a unit.

H. Any water lines encountered during installation shall be addressed as follows and per
consultation with the engineer:
• Water lines shall maintain a minimum 10-foot horizontal separation distance with all
wastewater system components.
• In the event that a sewerline-waterline crossing is necessary, sewer lines of any kind
shall always pass a minimum of 18 inches below water lines.
• If the above requirements cannot be met,the water line must be constructed of
ferrous pipe with mechanical joints for a distance of 10 feet in any horizontal
direction from the sewer line or other wastewater system component.
END OF SECTION 00000

SECTION 00001-TANKS
PART 1-GENERAL
1.1 DESCRIPTION OF WORK
A. Work under this Section includes general requirements and installation description and
schedule (order) necessary to complete and make serviceable the installation of (1) septic
tank,and(1)pump tank.
1.2 QUALITY ASSURANCE
A. Codes and Standards: Comply with the provisions of the following codes and standards
except as otherwise shown or specified:
— Guilford County Health Department: All rules and regulations.
— North Carolina Division of Environmental Health: All rules and regulations.
— North Carolina Division of Water Quality: All rules and regulations.
1.3 SUBMITTALS
A. Material Certificates: Provide cut sheets from manufacturers/suppliers and their products
proposed for installation for review and approval of engineer.
B. Analytical Reports: Provide certification signed by Contractor and witnesses of the results of
tests conducted under this section.
PART 2-PRODUCTS
2.1 TANKS
A. One 3,000-Gallon Septic Tank,Traffic Rated, installed to receive wastewater flow from
within the facility, and with two, 24 inch manholes and risers placed above the inlet and
outlet chambers. Tank shall be structurally designed and constructed to withstand H-20
bridge loading. Date of tank manufacture and state approval number shall be clearly marked
on the tank. Tank shall be plumbed to receive wastewater only from the sinks,toilets and
showers of the facility. Inlet and outlet pipe connection boots in accordance with ASTM
C 1644-06(Standard Specification for Resilient Connectors Between Reinforced Concrete
On-Site Wastewater Tanks and Pipes) shall be cast into this tank at the time of manufacturer.
B. One 9,000-Gallon Filter Dosing Pump Tank,Traffic Rated, installed with pumps and float
trees to supply the recirculating sand filter. Tanks shall be structurally designed and
constructed to withstand H-20 bridge loading. Date of tank manufacture and state approval
number shall be clearly marked on the tank. Inlet and outlet pipe connection boots in
accordance with ASTM C 1644-06 shall be cast into this tank at the time of manufacturer.
2.2 EFFLUENT FILTER

•
A. An effluent filter/screen shall be installed in place of the sanitary tee of the 3,000-gallon
septic tank. The filter shall be designed to limit the size of particulate that can pass out of the
septic tank to no larger than 1/16 inch,hydraulically sized as recommended by the
manufacturer. Filter shall be by Orenco, or equal,and must be approved by the engineer
before purchase and installation.
PART 3-EXECUTION
3.1 DETAILED DESCRIPTION AND ORDER OF WORK
A. The tanks shall be installed in the locations indicated on the design drawings.
B. Each tank shall be set centered in a level-bottom excavation at least two feet wider and
longer than the tank. The bottom of each excavation shall be filled with 6 inches of
crushed stone or sand bedding to protect against differential settling of the tanks.
C. All access openings shall be brought above grade using plastic risers(for the 24"
manholes)or concrete risers for pump access openings sealed to the top of the tanks as
recommended by the riser manufacturer. The access openings will extend a minimum of
six inches above finished grade.
D. The seam between the riser and the tank top shall be sealed watertight. Final landscaping
shall be sufficient to shed rainwater and stormwater away from the tank area in general
and the access openings in particular.
E. The effluent filter, pumps, float trees and floats shall be installed as shown in the project
design drawings and further detailed in the following sections.
F. Delivery, Storage, and Handling: Upon delivery,the Contractor shall inspect all pre-cast
concrete structures and components(see below). Extreme care shall be exercised in
handling all materials.
G. Installation: All pre-cast concrete structures shall be installed in the positions and
orientations and to the depths and elevations indicated on the construction drawings, in
accordance with the manufacturers' instructions, and in conformance with the
requirements of ASTM C 891 (Standard Practice for Installation of Underground Precast
Concrete Utility Structures).
H. Testing:Tanks shall be tested with a rebound hammer or other state-approved device to
determine compliance with a minimum concrete compressive strength of 4,000 psi before
the tanks are delivered to the installation site.Tanks shall also be leakage tested via either
vacuum or static water test on the manufacturing site to ensure the integrity of seams
before delivery and after installation in accordance with current Guilford County Health
Department and state policies and in coordination with the engineer. Static water test
passing criteria is for zero leakage in twenty-four hours. Engineer must be contacted at
least 48 hours in advance of all on-site leakage testing.
END OF SECTION 00001

SECTION 00002-SAND FILTER PUMPING SYSTEM
PART 1-GENERAL
1.1 DESCRIPTION OF WORK
A. Work under this Section includes general requirements and installation description and
schedule (order) necessary to complete and make serviceable the installation of a
primary sand filter pumping system. System includes piping, ball valves, ball check
valves, effluent pumps, float switches, wet weather storage transfer piping, and control
panel.
1.2 QUALITY ASSURANCE
A. Codes and Standards: Comply with the provisions of the following codes and
standards except as otherwise shown or specified.
• Guilford County Health Department: All rules and regulations.
• North Carolina Division of Environmental Health: All rules and regulations.
• North Carolina Division of Water Quality: All rules and regulations
• Underwriters Laboratory: Electrical Components.
• North Carolina Electrical Code: All rules and regulations.
• North Carolina Plumbing Code: All rules and regulations.
1.3 SUBMITTALS
A. Product Cut Sheets: Provide cut sheets from manufacturers/suppliers and their
products proposed for installation for review and approval of engineer.
B. Test Certifications: Provide certification signed by Contractor and witnesses of the
results of tests conducted under this section.
C. Installation Certification: Provide NC Licensed Electrician certification that electrical
installation meets NC electrical code requirements.
PART 2-PRODUCTS
2.1 PIPING
A. In-Tank Pressurized Piping: New piping that is interior to the pump tanks shall be
Schedule 80 PVC with solvent-welded joints,as indicated on the project drawings.
B. Exterior Piping: Pressure piping that is exterior to the tanks shall be Schedule 40
PVC with solvent-welded joints, as indicated on the project drawings.
2.2 VALVES
A. Ball Valves: Schedule 80 PVC True Union Ball Valves shall be used as indicated in
the project drawings.
19

B. Ball Check Valves: PVC Ball Check Valves shall be used as indicated on the project
drawings.
C. Globe Valves: Pressure-adjustment globe valves shall be of bronze construction and
as shown on the plans. Each of the two LPP distribution manifolds shall be equipped
with one 3" globe valve, accessible at-grade via approved valve vaults.
2.3 EFFLUENT PUMPS
A. Two submersible solids handling pumps shall be included within the sand filter
pumping system.
B. The pumps shall be capable of delivering 192 gal/min at approximately 30 feet of
Total Head and shall use a 3.0 HP motor operating at 1,750 rpm.
C. Each pump shall include at least 20 feet of UL Listed power cord.
D. The pumps shall be rated at 230 Volts,Three-Phase.
E. Pump removal equipment and other hardware used in the tank must be corrosion-
resistant. Metal components used in the tank must be of iron or corrosion-resistant
(e.g.,type 316)stainless steel construction.
F. Pumps shall be Myers 3WHV, with a 6.50-inch impeller diameter,or approved
equivalent. Pumps must be approved by the engineer before purchase and
installation.
2.4 IN-LINE PRESSURE FILTER
A. Pressure filter approved by NC DENR(reference Innovative Wastewater System
Approval No. IWWS-99-2) for use in Low Pressure Pipe distribution systems shall
be provided on the discharge pipes of each pump(2,total). Filter shall be Gag
Sim/Tech STF-100A4.
2.5 FLOAT SWITCHES
A. Two differential level control, normally open(N/O) switches will be utilized to
monitor water level and to activate the control panel for appropriate pump draw down
functions. These will include a"redundant off"float that will override the timer
system and turn the pump off if the timer system fails to and a"timer enable"float
that will allow the timer-based flow equalization system to function normally and
initiate a dose.
B. The level control switches shall include 20 feet of UL Listed power cord.
C. The level control switch shall be rated at 115 Volts, 5 Amps.
D. An alarm float level switch shall be utilized to detect high water within the pumping
chamber.
E. The alarm float level switch shall include at least 20 feet of UL Listed power cord.
20

F. The alarm float shall activate an audible and visual alarm. The audible alarm will be
able to be silenced by hand,but the visual signal will only be able to be shut off by
hand when the alarm condition is resolved and the water level goes below the
activation level of the float. The triggering of an alarm condition by this float shall
also trigger the pump to run a standard dose cycle. This float will also trigger an
"alarm/override"cycle counter to record the event.
G. All requirements of NC DENR Innovative Wastewater System Approval No. IWWS-
2004-01 for Flow Equalization System shall be met.
2.6 CONTROL PANEL
A. The panel will be capable of controlling(2)pumps based on both timed cycles and
volume drawdown(Duplex or Dual Control with Timed Cycles and Flow
Equalization).
B. The panel shall automatically alternate between pumps on successive doses.
C. Panel shall include two timers: one to control the interval between doses and one to
control the length of the dose(pump run time).The time switches shall be
programmable from.05 seconds to 30 hours.
D. The panel will have at least(3)circuits,two for pumps and one for alarm.
E. Each circuit will have a separate disconnect.
F. The panel shall include hand-off-automatic (HOA) switches for each pump, run
lights for each pump,cycle counters for each pump, and elapsed time meters for each
pump. Additionally, an alarm/override cycle counter shall be provided, with a cycle
triggered by activation of the alarm/override float.
G. The alarm will be both visible and audible.
H. The control panel must be mounted at least forty-eight inches above finished grade.
I. All requirements of NC DENR Innovative Wastewater System Approval No. 1WWS-
2004-01 for FIow Equalization System shall be met.
J. Control panel must be approved under IWWS-2004-01. Control panel shall also be
approved by the engineer prior to purchase and installation.
K. Control panel and all circuits shall be tied in to the existing stand-by emergency
generator.
PART 3-EXECUTION
3.1 STARTUP AND TESTING
A. All pumps and floats shall be accessible and removal at-grade without requiring entry
into the tank. This requirement must be demonstrated by the Contractor. All
21

•
manually operated valves shall be accessible and operable at grade without requiring
entry into tanks or vaults. Contractor shall demonstrate that emergency generator
operates automatically and powers all essential system components.
B. Startup and testing of the filter dosing systems shall be conducted in accordance with
the sand filter specifications for testing the LPP distribution systems.
C. Timer-based equalization control system shall be setup to allow one 960-gallon (5.0-
minute)dose every hour,for a total of 24 possible doses per 24 hour period.
END OF SECTION 00002
22

SECTION 00003-RECIRCULATING SAND FILTER
PART 1-GENERAL
1.1 DESCRIPTION OF WORK
A. Work under this Section includes material requirements (criteria and testing
provisions) and installation description and schedule (order) necessary to install and
make serviceable the recirculating sand filter.
1.2 QUALITY ASSURANCE
A. Codes and Standards: Comply with the provisions of the following codes and
standards except as otherwise shown or specified:
— Guilford County Health Department: All rules and regulations.
— North Carolina Division of Environmental Health: All rules and regulations.
— North Carolina Division of Water Quality: All rules and regulations.
1.3 SUBMITTALS
A. Material Certificates: Provide materials certificates signed by the material
manufacturer and the Contractor for filter media, stone,and liner material. Certify
that the material item complies with the specified requirements.
PART 2-PRODUCTS
2.1 FILTER MEDIA
A. Quality Criteria: Filter media shall be granitic sand or washed rotary kiln fired
expanded slate media specifically manufactured for wastewater treatment and shall
meet the following criteria:
— ES between 0.8-1.5 mm
— UC<2.5
— Dust content<0.5%
B. Testing: At least one sample of each batch of media used in the filter shall have a sieve
analysis performed in accordance with ASTM C-136.
C. Suppliers: For granitic sand, supplier shall be on current Onsite Water Protection
Section approved supplier list. For expanded slate,filter media shall be PermaTill, as
manufactured by Stalite,Inc.
2.2 FILTER GRAVEL
A. Quality Criteria: Filter gravel shall be washed granitic stone of the size classifications
indicated on the project design drawings and shall conform to the requirements of
ASTM D 448.
23

B. Testing: Of utmost concern with respect to filter gravel is its fines or dust content,as
excess fines can clog the sand filter. A crude test shall be conducted for each batch
of gravel whereby clean water will be added to a glass jar half full of gravel. If fine
particles are observed on the surface of the liquid, suspended or on the bottom of the
jar,the project engineer shall be contacted to determine the suitability of the material.
C. Supplier: Filter gravel shall be produced and sold by a reputable supplier approved
by the NC Department of Transportation.
2.3 GEOTEXTILE FABRIC
A.Quality Criteria: The filter cloth layer between the filtration media and underdrain
gravel side of the liner shall be 8 oz./sq. yd. minimum.
2.4 SAND FILTER LINER
A. Sand filter liner shall be minimum 40-mil PVC, or equal, as approved by the
engineer.
B. Liner seams shall be appropriately welded in accordance with the manufacturer's
recommendations.
C. The liner shall be large enough to cover the bottom and extend up the sides of the
excavation with enough excess to allow the liner to be firmly anchored.
D. Bulkhead fittings provided by the liner manufacturer shall be installed in accordance
with manufacturer's recommendations at the supply and underdrain penetration
points of the liner.All fittings shall extend into the liner and be watertight.
2.5 WATER LEVEL CONTROL VAULT AND SPLIT ER BOX
A. A precast,reinforced concrete level control vault shall be installed just outside of the
recirculating sand filter,as shown on the plans.
B. The vault shall have minimum bottom dimensions as indicated on the plans and
extend upwards to minimum of 4 in above finished grade.Level control pipe must be
able to swivel at its joint a full range of motion which will allow for a flooding depth
of at least 1.5 feet from the bottom of the filter.
C. Solid schedule 40 PVC coming from the sand filter effluent piping shall come into
the vault at the elevations shown on the plans.
D. The effluent discharge pipe shall have an elbow with an extension on its end inside
the vault to allow for the water level in the treatment wetland to be controlled.
E. The vault will be compartmentalized as shown on the design drawings. Stainless
steel mounting plates shall be bolted to the concrete walls as shown. 30-degree
(routed to treatment wetlands) and 90-degree(routed back to sand filter dosing tank)
stainless steel weir plates will be mounted onto the mounting plates using six
mounting bolts per weir. The weir plates will be adjustable for 0.7 feet upwards from
24

their normal position where the bottom of the plate is resting on the bottom of the
vault. The weir plates shall initially be set up such that the notch of the 30-degree
weir is 0.5-inches above the notch of the 90-degree weir. This will result in an
approximately 5:1 recirculation ratio between the sand filter dosing tank and final
dosing tank.
F. Piping shall enter and leave the vault through watertight seals in accordance with
ASTM C 1644-06.
2.6 GRAVITY PIPING
A. Gravity piping between filter, splitter boxes, and tanks shall be 4 inch SCH 40 DWV
PVC. Minimum piping slope shall be 0.6% in the direction of flow.
2.7 UNDERDRAIN SYSTEM
A. Piping: Four inch,corrugated, perforated drain pipe or solid-wall perforated PVC
shall be used for the underdrain system. Corrugated pipe shall be laid out directly on
top of the geotextile fabric covering the liner.
B. Slope of the underdrain shall be I% toward the water level control vault.
C. Four inch SCH 40 DWV PVC pipe will be used to bring the cleanouts/vents at or
above the top of the sand filter to allow air to circulate through the sand.
D. Corrugated pipe shall be connected to four inch SCH 40 DWV PVC pipe before
exiting the sand filter to the level control box.
2.8 PRESSURE DISTRIBUTION COMPONENTS
A. Piping: Rigid-walled Schedule 40 PVC with solvent-welded joints shall be used for
pressurized distribution system components(manifold and laterals). Four inch,
flexible smooth-wall inside,corrugated outside,perforated Class 160 or Schedule 40
PVC shall be used for LPP lateral sleeves. 5/32" holes shall be drilled on 3-foot
centers on each lateral, which shall be installed in accordance with the drawings in
the plans, and with all holes facing up. All distribution manifolds shall be 4"
diameter, Schedule 40 PVC.
B. Valves: True-Union ball valves shall be used for lateral isolation and shall be 1-1/4
inch PVC construction.
C. Globe Valves: Pressure-adjustment globe valves shall be of bronze construction and
as shown on the plans. Each LPP distribution manifold shall be equipped with one
3" bronze globe valve. These valves shall be accessible at-grade via approved valve
vaults.
PART 3-EXECUTION
3.1 DETAILED DESCRIPTION AND ORDER OF WORK
25

/
A. Each sand filter subfield shall be installed within a single excavation. The excavation
shall be lined with geotextile fabric, liner,and geotextile fabric.
B. The underdrain system shall be installed to drain 1%towards the water level control
vault.
C. A 6 inch layer of washed 2-inch diameter granite gravel shall be installed over and
between the underdrain pipes.
D. An 12" layer of filter media shall be installed above the underdrainage gravel. Sides
shall be sloped 1.5 : 1 toward center of berm.
E. A 6" layer of 5/16"ES Stalite media shall be installed above the filter media. Sides
shall be sloped 1.5 : 1 toward center of berm.
F. A 6" layer oft-3/4 inch granite gravel shall be installed on top of the 5/16"Stalite.
Sides shall be sloped 1.5 : 1 toward center of berm.
G. A top 2"layer of pea gravel shall be installed on top of the 1/2-3/4 inch gravel. Sides
shall be sloped 1.5 : 1 toward center of berm.
H. The water level control/flow splitter vault will be installed as shown on the plans.
The elevations of this vault and its influent and effluent pipes are very important and
must be adhered to. The top of the vault will be made to extend at least 6 inches
above finished grade and a hinged aluminum hatch will be provided for access. The
vault shall be installed upon a six-inch thick layer of#67 stone bedding. Excavation
bottom and bedding shall be level in all directions. Final grading shall be made to
ensure that stormwater flows away from the top of the vault.
3.2 STARTUP AND TESTING
A. Leakage testing: After all seams and pipe penetrations have been made,clean water
shall be pumped into the sand filter and brought to within an inch of the top of the
water level control vault. The water level as indicated should not drop in 24 hours.
This test shall be conducted twice: once before the gravel is added and once after all
the gravel underdrain system is installed.
B. Distribution Manifold:The distribution system shall be flushed and then pressure and
leak tested. System operating pressure head shall be set at 3 feet.
C. Pressurized filter supply line (forcemain) shall be pressure tested for 15 minutes at 40
psi with no measurable loss in pressure.
END OF SECTION 00003
26

SECTION 00004—CONSTRUCTED WETLAND MODIFICATIONS AND STORAGE CELL
PART 1 —GENERAL
1.1 DESCRIPTION OF WORK
A. Work under this Section includes material requirements (criteria and testing
provisions)and installation description and schedule(order)necessary to install and
make serviceable the modifications to the wetlands cells and the installation of a level
control/flow splitter weir.
1.2 QUALITY ASSURANCE
A. Codes and Standards: Comply with the provisions of the following codes and
standards except as otherwise shown or specified.
— Guilford County Health Department: All rules and regulations.
— North Carolina Division of Environmental Health: All rules and regulations.
— North Carolina Division of Water Quality: All rules and regulations.
1.3 SUBMITTALS
A. Material Certificates: Provide materials certificates signed by the material
manufacturer and the Contractor for wetland media(stone,Stalite). Certify that the
material item complies with the specified requirements.
PART 2—PRODUCTS
2.1 GRAVEL
A. Quality Criteria: Wetland gravel shall be washed granitic stone of the size
classifications indicated on the project design drawings and shall conform to the
requirements of ASTM D 448. Provide materials certificates for each batch of gravel
signed by the material manufacturer and the Contractor for filter gravel. Certify that
the material item complies with the specified requirements.
B. Testing: Of utmost concern with respect to filter gravel is its fines or dust content,as
excess fines can clog the system. A crude test shall be conducted for each batch of
gravel whereby clean water will be added to a glass jar half full of gravel. If fine
particles are observed on the surface of the liquid, suspended in the liquid or on the
inside bottom of the jar,engineer shall be contacted to determine whether a fines
analysis shall be conducted prior to placement within the wetland cell.
C. Suppliers: Filter gravel shall be produced and sold by a reputable supplier approved
by the North Carolina Department of Transportation.
2.2 GEOTEXTILE FABRIC
A. Quality Criteria: The filter cloth layer between the filtration media and underdrain
gravel side of the liner shall be 8 oz./sq. yd. minimum.
2.3 TREATMENT WETLAND
27

A. Piping: Influent piping shall be four-inch Schedule 40 PVC feeding the end of a
length of four-inch perforated PVC pipe installed within a gravel sleeve for
influent distribution. Likewise, effluent piping shall be a four-inch perforated
PVC pipe installed within a gravel sleeve and connected via a tee to a four-inch
schedule 40 PVC effluent line.
B. Wetland Cell Media: Site soil,Stalite,and gravel will be installed within the
wetland cell as shown on the drawings. Geotextile fabric will be installed at
gravel-soil interfaces, in unplanted areas as shown on the drawings.
C. Liner: The existing liners in these wetland cells shall remain in service to the
extent possible to be determined during installation of the modifications.
Manufacturer's recommendations shall be followed for making influent and
effluent pipe penetration points of the liner. All fittings shall extend into the liner
and be watertight.
2.4 WATER LEVEL CONTROL VAULT AND SPLTI-1'ER BOX
A. A precast,reinforced concrete level control vault shall be installed just outside of the
treatment wetland, as shown on the plans.
B. The vault shall have minimum bottom dimensions as indicated on the plans and
extend upwards to minimum of 4 in above finished grade. Level control pipe must be
able to swivel at its joint a full range of motion which will allow for a flooding depth
of at least 2.0 feet from the bottom of the wetland.
C. Solid schedule 40 PVC coming from the wetland effluent piping shall come into the
vault at the elevations shown on the plans.
D. The effluent discharge pipe shall have an elbow with an extension on its end inside
the vault to allow for the water level in the treatment wetland to be controlled.
E. The vault will be compartmentalized as shown on the design drawings. Stainless
steel mounting plates shall be bolted to the concrete walls as shown. 30-degree
(routed to treatment wetlands) and 90-degree(routed back to sand filter dosing tank)
stainless steel weir plates will be mounted onto the mounting plates using six
mounting bolts per weir. The weir plates will be adjustable for 0.7 feet upwards from
their normal position where the bottom of the plate is resting on the bottom of the
vault.
F. Piping shall enter and leave the vault through watertight seals in accordance with
ASTM C 1644-06.
2.5 WET WEATHER STORAGE
A. Piping: There will be three transfer pipes associated with the storage wetland
and all will interface directly with the sand filter dosing tank. One will be a
pumped line valved off of the secondary filter dosing force main. Two lines will
be gravity flow lines between the wetland discharge structure and the sand filter
dosing tank. The low gravity line will be normally used to withdrawal stored
28

•
liquid from storage and back into the filtration system through a perforated solid-
wall PVC pipe sleeved within a layer of#67 gravel,then pea gravel,and then an
outer layer of#67 gravel to filter out any solids built-up in the storage wetland.
The valve on this line will typically be closed. The valve on the higher line will
typically be open and thus will allow liquid to flow between storage and the
dosing tank when the level in either gets too high. Valves will be true-union ball
valves and will be fitted with actuators that will be accessible at-grade.
B. Liner: The storage cell liner shall be minimum 40-mil PVC. Liner seams shall
be appropriately welded in accordance with the manufacturer's
recommendations. The liner shall be large enough to cover the bottom and
extend up the sides of the excavation with enough excess to allow the liner to be
firmly anchored. Factory fabricated boots shall be used at the supply line and
underdrain penetration points of the liner. All fittings shall extend into the liner
and be watertight. The side walls of the storage cell shall be covered with soil
and vegetated for stability to protect the liner.
PART 3—EXECUTION
3.1 DETAILED DESCRIPTION AND ORDER OF WORK
A. The recirculating filter and'/-sized treatment wetland cell will be installed by
modifying the existing"south"wetland cell. The existing vegetation, influent
piping, and effluent structure will all be removed. The liner along the walls of
the wetland cell, particularly where pipe penetrations have been removed, will be
carefully inspected and repaired/replaced/rewelded as necessary. New pipe
penetrations will be made in accordance with liner supplier's recommendations.
After penetrations are made,the wetland cell will be leak tested for the first time.
Gravel and influent structures will be installed as shown on the design drawings,
after which a second leakage test will be conducted.
B. The water level control/flow splitter vault will be installed as shown on the plans.
The elevations of this vault and its influent and effluent pipes are very important
and must be adhered to. The top of the vault will be made to extend at least 6
inches above finished grade and a hinged aluminum hatch will be provided for
access. The vault shall be installed upon a six-inch thick layer of#67 stone
bedding. Excavation bottom and bedding shall be level in all directions. Final
grading shall be made to ensure that stormwater flows away from the top of the
vault.
C. The"north"full sized treatment wetland cell will be renovated by removing
existing vegetation,influent piping and effluent structure. The liner along the
walls of the wetland cell,particularly where pipe penetrations have been
removed, will be carefully inspected and repaired/replaced/rewelded as
necessary. New pipe penetrations will be made in accordance with liner
supplier's recommendations. After penetrations are made,the wetland cell will
be leak tested for the first time. Gravel and influent structures will be installed as
shown on the design drawings, after which a second leakage test will be
conducted.
29

D. The storage cell will be installed by building a new,bermed empoundment as
shown on the plans. The excavation shall be lined with minimum 40 mil
thickness PVC liner. Safe access into the storage wetland must be provided.
3.2 WET WEATHER STORAGE CELL INSTALLATION
A. Site Preparation
1. Areas designated for borrow areas,embankment, and structural works shall
be cleared, grubbed and stripped of topsoil. All trees, vegetation, roots and
other objectionable material shall be removed. Channel banks and sharp
breaks shall be sloped to no steeper than 1:1. All trees shall be cleared and
grubbed within 15 feet of the toe of the embankment.
2. Areas to be covered by the storage cell will be cleared of all trees, brush,
logs,fences,rubbish and other objectionable material unless otherwise
designated on the plans.Trees,brush,and stumps shall be cut approximately
level with the ground surface.
3. All cleared and grubbed material shall be disposed of outside and below the
limits of the cell as directed by the owner or his representative.When
specified,a sufficient quantity of topsoil will be stockpiled in a suitable
location for use on the embankment and other designated areas.
B. Earth Fill
1. Material-The fill material shall be taken from approved designated borrow
areas,with preference given to areas that will need to be cut to form the
storage cell. It shall be free of roots,stumps, wood,rubbish, stones greater
than 6",frozen or other objectionable materials.
Materials used in the outer shell of the embankment must have the capability
to support vegetation of the quality required to prevent erosion of the
embankment.
2. Placement-Areas on which fill is to be placed shall be scarified prior to
placement of fill.Fill materials shall be placed in maximum 8 inch thick
(before compaction) layers which are to be continuous over the entire length
of the fill.
3. Compaction-The movement of the hauling and spreading equipment over
the fill shall be controlled so that the entire surface of each lift shall be
traversed by not less than one tread track of heavy equipment or compaction
shall be achieved by a minimum of four complete passes of a sheepsfoot,
rubber tired or vibratory roller. Fill material shall contain sufficient moisture
such that the required degree of compaction will be obtained with the
equipment used.The fill material shall contain sufficient moisture so that if
formed into a ball it will not crumble,yet not be so wet that water can be
squeezed out.
30

The minimum required density shall not be less than 95% of maximum dry
density with a moisture content within 2% of the optimum. Each layer of fill
shall be compacted as necessary to obtain that density,and is to be certified
by the Engineer at the time of construction. All compaction is to be
determined by AASHTO Method T-99(Standard Proctor).
C. Stabilization-All borrow areas shall be graded to provide proper drainage and
left in a sightly condition.All exposed surfaces of the embankment, spillway,
spoil and borrow areas,and berms shall be stabilized by seeding, liming,
fertilizing and mulching in accordance with local Natural Resources
Conservation Service Standards and Specifications.
D. Erosion and Sediment Control-Construction operations will be carried out in
such a manner that erosion will be controlled and water and air pollution
minimized. State and local laws concerning pollution abatement will be followed.
Construction plans shall detail erosion and sediment control measures.
3.3 STARTUP AND TESTING
A. Leakage testing(treatment wetland): Clean water shall be pumped into the
treatment wetland and brought at least one foot up above the effluent discharge
pipe connection. This can be accomplished by turning the effluent discharge
pipe upward in the level control vault to flood the bottom of the wetland cell and
monitoring the liquid level in the turned-up effluent pipes. The water level in the
underdrain pipes should not drop after 24 hours. This test shall be conducted
twice: once before media is added and once after all treatment wetland cell
components are installed.
B. Leakage testing(wet weather storage cell): Clean water shall be pumped into the
storage cell and brought at least four inches above the effluent discharge pipe
bottom connection. The water level in the wetland cell should not drop after 24
hours. This test shall be conducted once after all the storage wetland cell
components are installed.
END OF SECTION 00004
31

Component Cut Sheets
30

DATE:
C CAROLINA P.O.Box 1061 FEB. 15, 1999
Dunn,North Carolina 28335
PRECAST [phone] fax:[phone] DRAWING No:
1-866-PRECAST ST-3000
Setting the Standard www.carolinaprecast.com
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k,r 0E GENERAL NOTES:
1. STRUCTURAL DESIGN SPECIFICATIONS CONFORM TO LATEST ASTM C1227 SPECIFICATIONS FOR"PRECAST CONCRETE
SEPTIC TANKS",NCDOT,AND MEET THE REQUIREMENTS OF NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL
HEALTH AND NATURAL RESOURCES.
2. CONCRETE COMPRESSIVE STRENGTH 4,000 PSI MINIMUM.
3. STEEL REINFORCING DESIGN TO CONFORM TO THE REQUIREMENTS OF ASTM C890 SPECIFICATIONS FOR
STRUCTURAL DESIGN LOADING FOR"WATER AND WASTEWATER STRUCTURES"AND SHALL UTILIZE GRADE 80 RE-BARS
CONFORMING TO THE REQUIREMENTS OF ASTM A815 OR W WF CONFORMING TO THE REQUIREMENTS OF ASTM A185 OR BOTH.
4. ADDITIONAL REINFORCING AT OPENINGS.
5. DESIGNED FOR H-20-44 LOADING.
8. STEPS NOT PROVIDED.
7. CONTRACTOR TO ADJUST TO GRADE AS REQUIRED. 4"GRADE RINGS TO BE SUPPLIED BY C.P.C.OR TO BE FIELD
ADJUSTED USING APPROVED METHODS BY CONTRACTOR.
8. 8"DIA BLOCKOUTS. OPTIONAL 8"DIA.PIPE PENETRATION WITH DURA-SEAL GASKET MEETING SPECIFICATIONS OF
ASTM C923 SUPPLIED BY C.P.C. PIPE TO BE FIELD INSTALLED BY CONTRACTOR.
9. CAST IRON RING AND COVER TO BE AS PER SPECIFICATIONS,SUPPLIED BY EITHER C.P.C.OR CUSTOMER.
10.1"BENTINITE AND MORTAR JOINT SEALANT. TO BE FIELD APPLIED BY CONTRACTOR.
11.WEIGHTS: ROOF SLAB -APPROXIMATELY 9,100 LBS.
RISER SECTION-APPROXIMATELY 10,300 LBS. ©2007 Carolina Precast Concrete,Inc.
BASE SECTION-APPROXIMATELY 17,800 LBS. /
DETAILS PROVIDED BY APPIAN CONSULTING ENGINEERS,P.A.

Orenco Systems'', Inc. (//a.P2//,.,r!„ It,r1 th, tt0,•l,!not, lC r,lwi,a,r' online product catalog 1 lle/p
J um it Lit,rarj Catalog Index
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IIIMMIEDFT Series Commercial Biotube Effluent Filters
Commercial FT-Series Biotube®effluent filters are used in new or existing tanks.
4 Previous Produ Next Producejp.
Each filter comes with a Biotube filter cartridge (in 8-, 12- and 15-in. diameters),
PVC housing, and extendable PVC handle. A shortened version of our standard 8-
and 12-in. diameter filters, called a"base inlet filter," is available for low-profile
tanks. Optional alarm to signal a tank high-level condition, which may indicate a
need to clean the filter. Optional slide rail system, available on larger filters,
P simplifies installation and provides tank access for servicing. Slide rails are
.,r required when there is only one access to the tank. See page 35 for 4-in. Biotube
_ ' - filters for residential systems.
Covered by U.S. Patents#4,439,323 and 5,492,635
`.';. . •.••
Product Nomenclature
FT 0 DO OD- 36 0
TOptions:
Blank=standard series
A=float bracket*
B=base inlet series
R=slide rail series(12" and 15"only)**
Cartridge height,36" standard
,,`` `: Housing height(inches):
22 = base inlet model
48 = when minimum liquid level is 37"-46"(8"dia.only)***
54 = when minimum liquid level is 46"-63"***
60 = when minimum liquid level is 64"-84"***
, 66 = when minimum liquid level is 85"- 112"***
Filter diameter:
08 = 8"
12 = 12"
15 = 15"
Blank= 1/8" filtration
P = 1/16"filtration
Biotube effluent filter series
*Indicates bracket epoxied to housing.Add-on alarm also available(see page 36)
**Use the slide rail when only one access is available for the filter chamber
***Minimum liquid level is measured from the invert of the outlet to the tank floor

3' AT " and Nr31AT r
3" Non-Clog Wastewater Pumps
Horizontal and Vertical Discharge
_, ADVANTAGES BY DESIGN
HIGH EFFICIENCY HYDRAULIC DESIGN CUTS
PUMPING COSTS AND EXTENDS LIFE OF FLUID
END COMPONENTS.
i ' •Two-vane rounded port impellers handle solids
1' with ease at high operating efficiencies.
•Modified constant velocity volute offers quiet
operation, low radial loads over extended
-1 - portion of performance curve.
DURABLE MOTOR WILL DELIVER MANY YEARS OF
RELIABLE SERVICE.
•Oil-filled motor for maximum heat dissipation
and constant bearing lubrication.
•On winding overload (single phase only)
- protects motor from over current and heat
i t conditions.
,• PRODUCT CAPABILITIES
Capacities To 400 gpm 25,24 1ps
Heads To 48 ft. 14,6 m
Solids Handling (dia.) 21/2 in. 63.5 mm
Liquids Handling raw unscreened sewage,
effluent, storm water
Intermittent Liquid Temp. up to140°F up to 60°C
Winding Insulation Temp. 266°F 130°C
(Class B)
Motor Electrical Data 1750 RPM
(Single phase motors are capacitor start 1-5 HP,230V, 10,60 Hz
type.Myers control panels or capacitor 1-5 HP 200/230/460/575V,
kits are required for proper operation and 30, 60 Hz
warranty.)
Std. Third Party Approvals CSA
el. Acceptable pH Range 6-9
Specific Gravity .9-1.1
Viscosity 28-35 SSU
Discharge, Flanged 3 in. 76.2 mm
THE 3WHV AND V3WHV SERIES NON-CLOG PUMPS Centerline, (Horiz. or Vert.)
ARE DESIGNED PRIMARILY FOR COMMERCIAL Min. Sump Dia. (Duplex) 60 in. 1.5 m
APPLICATIONS SUCH AS: Schools and churches, NOTE:Consult factory for applications outside of these recommendations.
industrial plants, shopping centers, apartments and
condominiums, marinas, interstate rest stops, sewage Construction Materials
collection systems, campgrounds, motels, restaurants, Motor Housing,Seal Housing, cast iron,Class 30
office and commercial buildings, state and federal Cord Cap and Volute Case ASTM A48
parks, hospitals and nursing homes, dewatering, Enclosed 2-Vane Impeller ductile iron,Class 65
trailer parks and treatment plants. This pump can be ASTM A536
installed on legs (vertical discharge) or with a quick- Power and Control Cord 20 ft.sooty
disconnect slide rail system. Its ability to handle Mechanical Seals single,type 21
21/2-inch spherical solids makes it ideal for most light Standard carbon and ceramic
to medium commercial installations. For more Optional tungsten,carbide
information, contact your Myers distributor or the Pump,Motor Shaft 416 SST
Myers Ohio sales office at 419-289-1144. Fasteners 300 series SST
WHERE INNOVAI7ON MEETS TRADITION
11/1yerse
Pentair Water

DIMENSIONS
RUBBER BUSHING CORD GRIP [ ]Dimensions in mm
Clamp type to prevent loosening,
withstand pull of 300 pounds.
LINE BREAK OVERLOADS - 6'Ie" <11° 1
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temperature reaches 110°C(single <a� �r>
phase only). Overload automatically 4,/e„ ��� :0,resets. Winding insulation is Class B. [124] \��6n
Shrunk in shellllRfor perfect [1'40] I [203]
III- ss alignment and best heat .:
1, .; tn\ continuous lubrication fer. l of-filled for um
bearings and seals. III ���
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clogging design. VOLUTE CASE III n
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3A7 IT and '13' Al 'NT
SPECIFICATIONS
PUMP MODEL— Pump shall be Myers Model Number 3WHVN3WHV Non-Clog Submersible Pump
with 2 vane enclosed impeller. All openings in pump impeller and volute case to be large enough to
pass a 2-1/2" diameter sphere. Discharge flange shall be three (3) inch standard.
OPERATING CONDITIONS— Pump shall have a capacity of GPM at a total head of
feet and shall use a HP motor operating at RPM.
MOTOR—Pump motor shall be of the sealed submersible type rated HP at RPM 60
Hertz. Motor shall be for single phase 230 volts or three phase 200 volts 230 volts
460 volts or 575 volts . Single phase motors shall be of capacitor start,
capacitor run, NEMA L type. Three phase motors shall be NEMA B type.
Stator winding shall be of the open type with Class F inverter duty insulation good for 155°C (311°F)
maximum temperature. Winding housing shall be filled with a clean high dielectric oil that lubricates
bearings and seals and transfers heat from winding and rotor to outer shell. Air-filled motors which do
not have the superior heat dissipating capabilities of oil-filled motors shall not be considered equal.
Motor shall have two heavy duty ball bearings to support pump shaft and take radial and thrust loads.
Ball bearings shall be designed for 50,000 hours B-10 life. Stator shall be heat shrunk into motor
housing. On single phase motors a line break overload shall be attached to the windings to stop the
motor if the temperature of the winding is more than 130°C. This overload will automatically reset when
the motor cools to safe operating temperature. On three phase motors overcurrent protection should be
provided in the control panel. The common pump-motor shaft shall be of 416 stainless steel.
SEAL—Motor shall be protected by a mechanical seal. Seal faces shall be lubricated by the oil-filled
motor housing above seal. Seal faces shall be carbon and ceramic and lapped to a flatness of one light
band. Seal faces of tungsten carbide are optional.
IMPELLER—The impeller shall be cast ductile iron and of the 2 vane non-clog enclosed type. Vane
inlet tips shall be carefully rounded to prevent stringy material from catching in vanes. Pump-out vane
shall be used in front and back chamber. Impeller shall be dynamically balanced.
Impeller to be driven by stainless steel shaft key and impeller held in place with lock screw and washer.
Impeller and motor shall lift off of case as a unit without disturbing discharge piping.
PUMP CASE—The volute case shall be cast iron and have a flanged center line discharge.
Discharge flange shall be three (3) inch standard with bolt holes straddling center line. The volute shall
have integrally cast legs for mounting pump on bottom of wet well (V3WHV).
PUMP AND MOTOR CASTING—All castings shall be of high tensile cast iron and shall be treated
with phosphate and chromate rinse. All fasteners shall be 302 stainless steel.
POWER CABLES— Power cable shall be double sealed. Cable entry into cord cap shall be sealed
by a cord grip fitting. Individual wire entry into top of motor housing shall be sealed by a rubber
compression sealing grommet. Insulation of power cable shall be type SOOW.
K3239 12/05 ® F.E.Myers,1101 Myers Parkway,Ashland,Ohio 44805-1969
Printed in U.S.A. 419/289-1144,FAX:[phone],www.femyers.com
Myers(Canada),269 Trillium Drive,Kitchener,Ontario N2G 4W5
Pentair Water 519/748-5470,FAX:[phone]

i 1455 Lexamar Drive
i1JIfif1kf
J Boyne City,MIa9712 QualtSoluttons
Pressure Filters
Retum to main page Toll Free:
ii
The last line of Don't leave your system vulnerable!
defense! Watch the video at the bottom of the page!
Some Benefits of the Sim/Tech Pressure
Protects pressurized systems from costly repairs
• Lowers total suspended solids (TSS)
• Keeps distribution holes free of debris&extends
drain field life
_ i =r • Protects without high head-loss,only .21 psi (about
• .,.: r4 half foot)
} • Easy to service, a five minute job from start to finish
•
• Easy to install
1 , r ; 4. • Low maintenance due to vortex scrubbing action and
open area
,., - *- • Last line of defense,protecting no matter where
1 1 •- .. solids are introduced
° • Can be used in a manifold configuration to handle
-----..-._.__._____.-�._.__�_ - ?`5.J almost any flow-rate
-- f fit,. • t .
-
: Downloads:
1. 1. t i.e. Pressure Filter Installation & Maintenance Instructions
The above picture shows the
Pressure Filter Flier
STF-100pressure filter as it
Pressure Filter Commercial Manifold Flier
would be mounted on the
- _- - discharge port of an effluent Optional Sock Installation Instructions
I pump. This mounting
location is one of the main --
Screen Removal Instructions if Optional Socks are_Used
reasons the unit can function Engineering_Anal_ysis
for long intervals before
maintenance is required.
Click liars Click here to see accessories for the pressure.filter
for How the Sim/Tech Pressure Filter Works
Detail Drawings
The Sim/Tech pressure filter is extremely effective in providing protection for all
pressurized distribution systems. If you need to protect a pressurized system from
suspended solids, the STF-100 series filter can perform the job.
Most pressurized wastewater distribution systems such as mound systems are very
effective in treating effluent. In pressurized systems the effluent or gray water is
pumped from the holding or pump chamber of the septic system out to the drain field by
a low pressure effluent pump.The drain field is where the problems show up.The
lateral piping in the drain field has many small holes to drain the gray water. These
hnloo nnr+ ltu no orri.ll no 1/Q" no arnar mink*imnninu it rinoon't tnYA n lnt of nnntnmin•snto

n.rc:r I 11V1Lia LiCLL1 LA.. ILO 0111011 GlJ 1/U , as y 1111611L 11114&111Li, IL LLVLi011 L LCL11L+ Cl 1VL Vl L.V11L4111111LLL1W
27.875 to plug the drain holes. With each hole that becomes plugged the efficiency of the
pressure distribution system falls,until the system eventually fails.
Many of these systems only partially fail over a long period of time,causing
10. 50 contamination of ground water long before the system shows any visible signs of
Idistress.
Placing an effluent filter just before entering the forced main of the pressurized septic
system is a simple solution.The pressure filter installs by simply threading onto the
discharge port of any effluent pump,thereby, filtering out contaminants before they
enter the distribution system or drain field.
The SIM/TECH STF-100 effluent filter has been designed to assure that the small holes
in the distribution piping remain unclogged. The filter system is unique to the industry,
engineered to provide maximum protection for your sanitary pressure system.
Reliability: Because the STF-100 pressure filter is installed on the pressure side of the
effluent pump, it is difficult for the internal filter mechanism to become clogged.The
inherent design of effluent pumps create an on-and-off scrubbing action caused by
shock waves as the effluent pump works. This scrubbing action is strongest near the
The picture above illustrates pump, this is why the STF-100 wastewater filter is attached directly to the pressure side
the vortex scrubbing action of the effluent pump.
associated with the mounting
location of the filter. The high flow rates and low pressure requirements of the STF-100 effluent filter are
achieved by a large filter area with over 40% of the filter screen being open.The STF-
100 pressure filter flows over 80 gallons per minute, so even a partially contaminated
wastewater filter will keep virtually any pressurized distribution system functioning
C ` properly.
Ease of Use: The pressure filter assembly is installed and serviced in a matter of
minutes, making this product unique to the industry.The STF-100 pressure filter easily
threads onto the discharge port of any effluent pump. Also available is a uniquely
The two pictures above designed, fully adjustable pressure switch that indicates when the effluent filter needs
show the optional socks servicing. The pressure switch can be wired with its own alarm or connected in with the
that are available for finer high level alarm. On the occasion when a filter does need cleaning, it can be removed
filtration.
easily,washed clean of debris and contaminants then reinstalled in the pressure filter
assembly. The entire process takes only minutes.
The STF-100 effluent filter, with it's unique design and mounting location, allows the
xt`,r filtering screen to be scrubbed while in operation, providing maximum maintenance
�,
intervals with unmatched performance capabilities.The filter screen is a type 347
stainless steel with .062 diameter holes. It is 3 inches in diameter and 18 inches long
with a 69.52 square inch open area.This large 41% open area allows the filter to pass
83.8 gallons per minute at 1 psi.With features like these even a partially clogged screen
will keep the system well protected and working properly.This performance product
The STF-100A2 is the assures quality effluent with lower TSS levels,keeping your pressurized distribution
field assemble version. system functioning at 100% efficiency. Optional filter socks are available for use with
The only difference is that the screen to filter down to 600, 190, or 100 microns (.024", .007", .004").
the STF-100A2 does not
come with the 2"schedule The STF-100 pressure filter has been designed as an effluent filtering device for
RO anion or the 7"allied

pressurized distribution systems. The STF-100 pressure filter protects any pressurized
in pipe. ,4 distribution system including Sanitary Mound Systems, Sand Filters, Spray Irrigation
4I. Systems, Drip Systems, Pressurized Chambered Systems, Commercial Pressurized
sf , Systems or any Pump Septic System,Wastewater Treatment Systems or Residential
Pressurized Systems. The STF-100 effluent filter should be used as a safe guard
component in all pressurized septic systems.
The STF-100 is the job ready version. NEW PRODUCT ALERT
,• .. Introducing the new high volume pressure filter for systems that have horizontal space
The STF- 4PI
issues. Previously, to accommodate higher flows, multiple STF-100 filters cou a put
100A4 for R.; '' together into a manifold. Now Sim/Tech offers a new alternative, the STF-100A4. The
use in high ' s purpose of the 100A4 is to use the vertical space of the pump chamber. The filter is
volume rated at about 250 gallons per minute at 2 psi. It measures about 7-1/2" at its widest
applications point and is 42-1/2" tall before you add your desired length of tail piece piping and
where threaded coupler to attach it to your pump. The inlets and outlets are 4". The filter
horizontal
i,
space is an screen inside is composed of 2 of the standard screens stacked on top of each other. The
issue. •
;:, filtering area is therefore twice that of one of the standard screens. Now, even if you
'P lack the space to put in multiple 2" filters there is the STF-100A4 to handle your
commercial size flow requirements.
Click here to see the pressure filter accessories listed below.
Pressure alarm switch for detecting the pressure on the inlet side of the pressure filter.
Alert with latching light for audible and visual warning of a filter requiring service.
Optional socks for finer filtration.
Lid & screen removal tools to make service of deep tank installations easier.
Extra parts such as filter screens, filter caps, unions, and filter cap gaskets.
Watch the Sim/Tech Pressure Filter Video
High-Speed: Click on the video below.
Dial Up: Click here to download a low resolution video.

AM ER1 CAN C3 NSITE
AMEIRICAN MANUFACTURING COMPANY, INC.
Home About Order Info Products Drip Systems Controls Contact Data Center
AIR / VACUUM RELEASE VALVES
SHORT BODY SEWAGE SERVICE
AIR / VACUUM VALVE
i
, 2" NPT Inlet and NPT Outlet
• ,..
AI RRELEASE 1-00 M
Vacuum Relief&Continuous
Acting Air Vent
vi 1111
1
AIRRELEASE 2
2"Air&Vacuum Vent
ITEM DESCRIPTION
AIRREL929L AIR RELEASE VALVE 2"
A
i AIRREL939L AIR/VAC RELEASE 2X1 GA#939L CAST IRON
AIRRE LEASE1
1"Air&Vacuum Vent
AIRRELEASE 12
1/2" Button Air Release

VALVES
OP PVC GATE VALVE BRONZE GLOBE VALVE
(SLIP x SLIP) (FIP x FIP)
Part No. Size 1tit Part No. Size
PVC GATE 1 1" SxS r GLOBE 114 1-1/4" FIPxFIP
,; PVC GATE 114 1-1/4"SxS i - , GLOBE 112 1-1/2" FIPxFIP
WIT ler PVC GATE 112 1-1/2" SxS ; GLOBE 2 2° FIPxFIP
g PVC GATE 2 2" SxS GLOBE 3 3" FIPxFIP_.'' i
PVC SLIDE GATE VALVE
Part No. Size PVC BALL VALVES
PVCSLGATE112 1-1/2" SxS (SLIP x SLIP)
tom,,..ir+arw i —ra
PVCSLGATE2 2" SxS Part No. Size
... PVCSLGATE3 3" SxS G PVC BALL VLV 1 1" SxS
PVCSLGATE4 4" SxS PVC BALL VLV 114 1 1/4" SxS
!cf. i PVCSLGATE6 6" SxS PVC BALL VLV 112 1-1/2" SxS
'- ,�Ji PVCSLGATE8 8" SxS15 S PVC BALL VLV 2 2" SxS
DIMENSIONS Slip X Slip Valve PVC BALL VLV 3 3" SxS- .,
SIZE A B C D E F
1-1/2"PVC 6-1/2" 8-5/8" 2-7/8" 2-3/8' 3-15/16" 3-1/2" PVC Cold Water Only
2"PVC 7-1/2 10-1/2 3-1/4 2-11/16 4-9/16 3-1/8 t r; 150 PSI @ 72° F.W.P.
3"PVC 9-1/4 13 4-3/8 3-15/16 5-3/16 4-1/2 0-Ring Seal
4"PVC 9-1/4 18 6-5/8 5 7-7/16 5-3/16
6"PVC 22-3/8 31-1/8 11 7-1/4 13-1/4 11-1/8
8"PVC 22-3/8 31-1/8 11 9-5/16 12-3/16 13-3/4
PVC CHECK VALVE BRONZE CHECK
(SLIP x SLIP) . VALVE
' 4; (FIP x FIP)
Part No. Size
Part No. Size
, PVC CHECK 1 1" SxS CHECK 1 1" FIPxFIP
PVC CHECK 114 1-1/4" SxS CHECK 114 1-1/4" FIPxFIP
PVC CHECK 112 1-1/2" SxS CHECK 112 1-1/2" FIPxFIP
- ..,....._. PVC CHECK 2 2" SxS CHECK 2 2" FIPxFIP
PVC CHECK3 3" SxS CHECK 3 3" FIPxFIP
i
SOLENOID VALVE SOLENOID
(Circular)

•
Part No. Descri tp ion Part No. Description
DH-SOLVLV1 SOLONOID VALVE 1" o DH-SOLNC Normally Closed
DH-SOLNO Normally Open
See. Drip_ Components
tea' See Drip Components
t• s4
r _ r ' :I
PRODUCT LIST
PREVIOUS.PAGE I NEXT PAGE
AMERICAN MANUFACTURING COMPANY, INC.
Last revised:Jan-9-2006
Comments to: [e-mail]
Copyright©American Manufacturing Company, Inc., 2000
HOME I ABOUT I ORDER INFO I PRODUCTS I DRIP SYSTEMS I CONTROLS I CONTACT I DATA CENTER I SITE MAP

STAL PAAA-Th LL
On-Site.Waste Viater Treatment •
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Newly cotuted wØtñiaTiI Aftet 1 Years
aowth
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- More Information:
• • Integrated Water Strategies
-*• • • MILIZEtettaYsi211110SIOLCOM
•
•
:
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OaswUp oftaot system
Chatham Downs Shopping Corbett Swine Farm Redp®
Center,Chapel Hil NC b1422Lvombigsgorarastousan
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Completed On-Site Water Treatment systems
• DE-cLti -L
• H,.rit 1;,= DP,:tvlf
• Fit,:CiliFlErT,f-,11f:1 LrLJ t
• TrR11,-1F,
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pecifications print page rage i or 4
Aggregate Properties
Structural Aggregate,3/4"(19mm)Physical Characteristics
Density
•Dry Loose(ASTM C29) 1I 481bs/cf 769 kg/m3
•Dry Rodded(ASTM C29) 1 55Ibs/cf 881 kg/m3
•Saturated Surface Dry Loose(ASTM 3
C29) 501bs/cf 800 kg/m
•Maximum Dry Density(ASTM D4253) 60Ibs/cf 961 kg/m3
Specific Gravity
•Dry(ASTM C127) 1.4511
•Saturated Surface Dry(ASTM C127) . !, 1.50{
Absorption
•Saturated Surface Dry(ASTM C127) _ 1 6%�
• 1 Hour Boil In Water 8%
•Under high pumping pressure of 150 9 4%
psi(1033 kPa)
I Soundness(%Loss)
•Magnesium Sulfate(ASTM C88) 0.01%
•Sodium Sulfate(ASTM C88) 0.23%
•After 25 Cycles Freezing and Thawing 0 22%
(AASHTO T103)
Toughness
Los Angeles Abrasion(AAAHTO T96-B) . 25%�
Stability
•Angle of Internal Friction(Loose) 40° i1
l•Angle of Internal Friction(Compacted) I 43°-46°
Impurities
•Clay Lumps(ASTM C142) 0
•Organic Impurities(ASTM C40) 0
Electrical Resistance
' •Dry More than 5 x 105 ohm-cm
•Saturated Surface Dry 2.6 x 105 ohm-cm
Aggregate Chemical Characteristics
•Ignition Loss(ASTM C114) - 0
•Stains ASTM C641 None
•Sulfur Trioxide Less Than 0.05ppm
•Chlorides(NaCI) 0.60 ppm
•Soluble Salts 0.28 mmhos/cm
•pH 7.5
Structural Aggregate Gradations
Size 3/4"to#4 Unit Weight(Damp Loose)
Specific Gravity 1.47 Lbs/Cubic Foot(Kgs/Cubic
http://www.stalite.com/specifications_print_page.htm 3/15/2007

Stalite Specifications print page Page 2 of 4
to 1.54 Meter)
' 47 to 50(750 to 800)
Sieve Size %Passing .
1" (25mm) 100
3/4" (19mm) 90-100
Mil.
1 3/8" (9.5mm) 10-50
#4 (4.75mm) 0-15
1/2"to#4 1.49 to 1.55 48 to 52(770 to 830)
Sieve Size %Passing . .
3/4" (19mm) 100 .
1/2" (12.5mm) 90-100 .
3/8" (9.5mm) 40-80 .
#4 (4.75mm) 0-20 .
#8 (2.36mm) 0-10 .
3/8"to#8 1.57 to 1.64 50 to 54(800 to 865)
Sieve Size %Passing . .
1/2" (12.5mm) 100 .
3/8" (9.5mm) 80-100 .
#4 (4.75mm) 5-40 .
#8 (2.36mm) 0-20 .
#16 (1.18mm) 1 0-10 .
Fines For Structural 1.75 to 1.85 53 to 57(850 to 910)
Concrete
Sieve Size %Passing . .
#4 (4.75mm) 97-100 .
#8 (2.36mm) 70-85 .
#16 (1.18mm) 40-55 .
#30 (600pm) 30-40 .
#50 (300pm) 17-25 .
#100 (150pm) 14-17 .
Masonry Aggregate Gradations
Tank A Tank B Tank C
/o
Sieve Size R Sieve Size Retained Sieve Size °
RetainedRetained
#4 I (4.75mm)111-14 #4 (4.75mm)' 11-17 #4 (4.75mm) 5-11
#8 (2.36mm) 32-52 #8 (2.36mm) 32-52 #8 (2.36mm) 30-48
! I f I
#16 (1.18mm) 54-70 #16 (1.18mm) 56-72 #16 (1.18mm)'52-68
#30 (600pm) 70-82 #30 (600pm) 170-82 #30 (600pm) 67-80
i
#50 (300pm) 75-86 #50 (300pm) 78-88 #50 I (300pm) 77-87
#100 (150pm) 83-90 #100 (150pm) :85-92 #100 1 (150pm) 84-91
http://www.stalite.com/specifications_print_page.htm 3/15/2007

Stalite Specifications print page rage .s of 4
0 F.M. 113.31-3.86 11 F.M. 113.40-3.95 1 F.M. 113.21-3.76
Tank D Tank E Tank G
cyo
Sieve Size Retained Sieve Size Retained Sieve Size Retained
#4 (4.75mm) 3-9 #4 (4.75mm) 4-10 #4 (4.75mm) 20-27
#8 (2.36mm) 25-41 #8 (2.36mm) 26-40 #8 (2.36mm) 47-85
#16 (1.18mm) 45-61 #16 (1.18mm) 43-61 #16 (1.18mm) 64-78
#30 (600pm) 62-77 #30 (600pm) 59-72 #30 (600pm) 75-85
#50 (300pm) 73-85 #50 (300pm) 70-85 #50 (300pm) 82-90
#100 (150pm) 81-91 #100 (150pm) 78-88 #100 (150pm) 87-95
F.M. 2.97-3.53 F.M. 2.87-3.36 F.M. 4.42-4.89
5/16
Sieve Size %Retained
#4 (4.75mm) 60-95
#8 (2.36mm) 80-100
#16 (1.18mm) 90-100
#30 (600pm) -
#50 (300pm) -
#100 (150pm) -
GUIDE SPECIFICATIONS FOR STRUCTURAL LIGHTWEIGHT CONCRETE
PART 2-PRODUCTS
2.1 MATERIAL
2.1.1 CEMENT:ASTM C150 or C595. Air-entraining cement will not be permitted.
2.1.2 AGGREGATE: STALITE or approved equal expanded slate produced by the rotary kiln method
conforming to ASTM C330 (latest edition).A durability report shall be available showing that concrete
made from the aggregate has a minimum durability factor of 90%when tested in accordance with ASTM
C666 (latest edition). Natural or manufactured sand shall conform to ASTM C33(latest edition).
2.1.3 MIXING WATER: Clean and free from injurious amounts of oils, acids, alkalies,organic materials or
other deleterious substances, in accordance with ACI 318.
2.1.4 ADMIXTURES:
2.1.4.1 AIR-ENTRAINING AGENTS:ASTM C260
2.1.4.2 WATER REDUCING ADMIXTURE: ASTMC494.Admixtures may be used provided they
have a proven satisfactory performance record with structural concrete and are approved by the
Architect-Engineer.Admixtures shall be used in accordance with manufacturer's
recommendations.
2.1.4.3 ACCELERATING ADMIXTURE:ASTM C494.Admixtures may be used only with the
approval of the Architect-Engineer.
2.1.4.4 RETARDING AD MIXTURE:ASTM C494.Admixtures may be used only with the approval
http://www.stalite.com/specifications_print_page.htm 3/15/2007

Stalite Specifications print page Page 4 of 4
of the architect-engineer.
2.2 CONCRETE PROPERTIES
2.2.1 Materials shall be proportioned to produce concrete with a minimum compressive strength of psi
( MPa)at 28 days.
2.2.2 Materials shall be proportioned to produce concrete with a maximum air dried weight of Pcf
( kg/m3)at 28 days age.
2.2.3 Concrete shall be delivered at the minimum slump necessary for efficient mixing,placing and
finishing.The maximum slump shall be 4 in.( mm)with a tolerance of±1 in.(±25 mm).
2.2.4 The air content shall be 6%by volume with a tolerance of±2%.
2.2.5 The contractor shall furnish the mix design for the strength and unit weight of concrete specified.
The mix design shall be prepared by a qualified testing laboratory and may be bases upon
recommendations of the aggregate producer.The mix design shall be subject to the approval of the
Architect-Engineer.
2.2.6 The concrete shall be batched and mixed in accordance with ASTM C94.
PART 3-CONTROL
3.1 FIELD CONTROL
3.1.1 The control of the concrete shall be under the supervision of the Architect-Engineer.
3.1.2 Samples of concrete shall be obtained in accordance with ASTM C172, and shall be transported to
a place on the site where tests can be made and cylinders stored without being disturbed for the first 24
hours.
3.1.3 Compressive strength test specimens shall be made in accordance with ASTM C31,with the
exceptions that the curing requirement for the test specimens shall be 7 days of moist curing followed by
21 days of air drying,as detailed in ASTM C330,Section 8.1 for each of the following conditions:
3.1.3.1 Each day's placing;
3.1.3.2 Each type of concrete;
3.1.3.3 Each change of supplier or source;
3.1.3.4 Each 150 cu.Yd.(m3)of concrete and fraction thereof.
3.1.4 Compressive strength specimens shall be tested in accordance with ASTM C39
3.1.5 Unit weight,slump and air content of fresh concrete shall be determined from each batch of
concrete sampled for compressive strength tests. Fresh weight,slump and air content shall be
determined by ASTM C138,C143,and C173 respectively.Air dried unit weight shall be determined by
ASTM C567.
http://www.stalite.com/specifications_print_page.htm 3/15/2007

Operation and Maintenance Plan
31

The wastewater system serving the Summerfield Shopping Center consists of primary
treatment(septic tanks and grease traps), secondary treatment in the form of a recirculating sand
filter and polishing treatment wetlands,and a surface drip irrigation system which includes wet
weather storage and a dosing system for three drip irrigation zones. A flow schematic is provided
as Plan Sheet C-4,which should be consulted for reference.
Maintenance demands for the system include the following:
DESCRIPTION FREQUENCY TASK
Collection System Every 6 Months Check for infiltration/leakage and
blockages.
Grease Traps Monthly Check grease accumulation. Pump and
clean quarterly or when grease layer
reaches 6 inches thick in the first
compartment of the first tank.
Septic Tanks Monthly Check for blockages, baffle/tee damage,
infiltration, solids level using a sludge
judge.
Pump out accumulated solids when first
compartment solids level reaches 1/a
liquid depth of tank.
Effluent Filters Monthly Remove filter and hose off into inlet
compartment of septic tank. Inspect for
damage. Check for proper
flow/operation when reinstalled.
Dosing Systems Weekly Check controls,timer settings,test high
water alarm, record elapsed time meters
and cycle counters.
Monthly Check solids accumulation using a
sludge judge. Pump out solids when
level reaches 4 inches.
Every 6 Months Test/check proper operation of all floats
and timers (refer to start-up provisions).
Exercise all valves. Inspect/service
pressure filters.
Pressurized Supply Lines Every 6 Months Check for exposed pipe and leakage.
33

Sand Filters Weekly Check for ponding/surfacing of liquid.
Ensure that all vents are clear. Maintain
vegetation as necessary.
Every 6 Months Flush LPP lines, reset pressure head,
measure delivery rates (refer to startup
provisions).
Annually Remove each LPP line at compression
coupling. Inspect/clear holes as needed.
Inspect interior of lateral sleeve.
Constructed Wetlands Weekly Check for proper operating levels.
Ensure that all inlets and outlets are
clear. Maintain vegetation as necessary.
Chlorine Contact Chamber Weekly Check chlorine tablets—add as needed.
Ensure that all inlets and outlets are
clear.
Drip Irrigation System Weekly Monitor dosing log to ensure water
balance is maintained.
Monthly Walk all fields and inspect for signs of
overload and/or damage to lines.
Annually Monitor/record pressures at all pressure
monitoring ports. Treat lines with
hypochlorite solution as necessary.
Water quality and quantity monitoring
Refer to Permit and reporting in accordance with permit
as required by NC DEQ.
— Operation and maintenance is the primary responsibility of the Operator in Responsible
Charge(ORC). For this system,the ORC is Chad Leinbach,Connor Consulting(919-260-
7301,[e-mail]).
— The system owner is Kotis Properties, Inc. (Dan Witcher,contact, at 336-574-2000).
— The regulatory entity for the system is the Division of Water Quality,Aquifer Protection
Section, Land Application Unit,telephone number 919-733-3221.
— In case of emergency,911 should be called.The system does not utilize chemicals, so spill
response is generally not applicable.
— Site access will be restricted to the owner and ORC by perimeter fencing.
— Concrete tanks (septic tanks, grease trap,pump tanks)are confined spaces are require special
safety provisions for entry. Reference OSHA standards and guidelines at www.osha.gov
— Proper personal protective equipment(PPE) should be worn at all times when servicing the
wastewater systems. Recommended PPE includes boots and sturdy clothing as well as gloves
made of PVC or other appropriate materials whenever the possibility of contacting sewage or
effluent exists.
35

APPENDIX A.
NC DENR DWQ Permit No. WQ0013808
35

0
OF�1 q 19 Michael F.Easley,Governor
0 pG William G.Ross Jr.,Secretary
North Carolina Department of Environment and Natural Resources
Alan W.Klimek,P.E.,Director
Coleen H.Sullins,Deputy Director
Division of Water Quality
January 23,2004
Bill Kotis,President
Kotis Properties,Inc.
PO Box 9296
Greensboro,NC 27429-9296
Subject: Permit No.WQ0013808
Summerfield Renaissance Shopping Center
Wastewater Treatment Facility
Wastewater Surface Irrigation
Guilford County
Dear Mr.Kotis:
In accordance with your request for renewal and modification received July 31, 2002, and subsequent
additional information received October 23, 2002; June 26, 2003; October 10, 2003; and December 1, 2003, we
are forwarding herewith Permit No. WQ0013808, dated January 23, 2004, to Kotis Properties, Inc. for the
modification to,and continued operation of the subject wastewater treatment and surface irrigation facilities.
This permit shall be effective from the date of issuance until December 31, 2008, shall void Permit No.
WQ0013808 issued April 3, 2001, and shall be subject to the conditions and limitations as specified therein.
Please pay particular attention to the monitoring requirements in this permit. Failure to establish an adequate
system for collecting and maintaining the required operational information will result in future compliance
problems.
Please note that this permit is being issued as a renewal of the 1,700 GPD existing wastewater
treatment system. In addition, approval for construction of modifications to the wastewater treatment,
storage, and disposal system are being approved to increase the approved flow to 3,600 GPD. The request
for approval to increase the flow to 2,700 GPD without modification to the system is not being approved.
Storage needs for a 2,700 GPD system are not met by the existing system. However, when the approved
modifications to the storage system are completed the flow may be increased to 2,700 GPD prior to
modifications to the rest of the wastewater treatment and irrigation system being completed.
Please note Condition H. 1 and Condition IL 3 carefully. During inspections by Division staff in
July 2003 and in November 2003 it was noted that the drip fields have not been properly maintained.
Vegetative growth had been removed by chemical addition,leaving bare soil in many areas. In addition,
drip lines were in disrepair with breaks and holes in the distribution lines. Failure to properly maintain
the irrigation areas as well as the drip irrigation equipment shall be considered a violation of this permit
and subject to violations and enforcement actions by the Division.
Non-Discharge Permitting Unit Internet httpJlh2o.arr.state.nc.us/ndpu
1617 Mail Service Center,Raleigh,NC 27699-1617 Telephone [phone] Fax [phone]
DENR Customer Service Center Telephone [phone]
An Equal Opportunity Action Employer 50%recycled/10%post-consumer paper

If any parts,requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory hearing upon written request within thirty(30)days following receipt of this permit. This
request must be in the form of a written petition, conforming to Chapter 150B of the North Carolina General
Statutes, and filed with the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC 27699-
6714. Unless such demands are made this permit shall be final and binding.
One set of approved plans and specifications is being forwarded to you. If you need additional
information concerning this matter,please contact Sue Homewood at(919)733-5083 extension 502.
Sinc ,
/Alan W.Klimek,P.E.
cc: Guilford County Health Department
Winston-Salem Regional Office,Water Quality Section
Winston-Salem Regional Office,Groundwater Section
Groundwater Section,Central Office
Vic D'Amato,P.E.,Arcadis
Technical Assistance and Certification Unit
Water Quality Central Files
NDPU Files

NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENT ANDNATURAL RESOURCES
RALEIGH
SURFACE IRRIGATION SYSTEM PERMIT
In accordance with the provisions of Article 21 of Chapter 143,General Statutes of North Carolina as amended,
and other applicable Laws,Rules,and Regulations
PERMISSION IS HEREBY GRANTED TO
Kotis Properties, Inc.
Guilford County
FOR THE
continued operation of a 1,700 GPD drip irrigation treatment and disposal facility consisting of 851 linear feet of
six inch gravity sewer,a 1,500 gallon grease trap, a 5,000 gallon septic tank, 641 linear feet of eight inch gravity
sewer to the wetland system, an influent distribution box with a cleanout to split the flow evenly between the
wetland cells, two wetland cells, each sized at 161 feet by 22 feet with a maximum water depth of two feet, a
tablet chlorinator(with the option to change to a UV disinfection system), a 980 gallon baffled chlorine contact
basin, 150 linear feet of four inch gravity sewer to the pump station, a 9 foot diameter wet well with duplex 70
GPM pumps, on-site audible and visual high water alarms, an on site emergency generator located outside of the
pump building with automatic transfer switch, 3 Arkal Disc Kleen filters in series, a Perk Rite Drip irrigation
system with emitters designed at 0.1 GPD/sf(0.0067 inches per hour), two drip irrigation fields (Field A has
28,314 square feet and Field B has 17,424 square feet available) with a total of 45,738 square feet available for
disposal, and soil moisture sensors in the drip fields with all necessary pipes, pumps, electrical fixtures, and
appurtenances required for proper operation to serve a 24 hour grocery store and four thousand square feet of
attached multi-purpose retail (no food service)use, an outparcel for multi-purpose retail (no food service)use at
the Summerfield Renaissance Shopping Center,and
construction of an 8,000 gallon grease trap in series with a 6,000 gallon septic tank with effluent filter with all
necessary pipes, pumps, electrical fixtures, and appurtenances required for proper operation to serve a food
service establishment at the Summerfield Renaissance Shopping Center (the septic tank effluent shall flow into
the existing gravity collection system to the wastewater treatment facility),and
construction of a 9,000 gallon sand filter dosing pump station with two 3-HP pumps, a 2,500 ft2 vegetated
recirculating sand filtration system with two cells and an LPP distribution system,modification to the hydraulics
(and addition of a flow splitter box)of the south wetland cell(to be referred to as the treatment cell),modification
to the north wetland cell (to be referred to as the storage cell) to increase the size of the cell to 279,000 gallons
and increase storage capacity to 77.5 days at 3,600 gpd,as well as modify hydraulics of flow through the cell,and
modification to the existing irrigation area for better utilization as well as construction to add 0.35 acres of new
irrigation area to the current irrigation area with all necessary pipes,pumps,electrical fixtures, and appurtenances
required for proper operation to serve additional services at the Summerfield Renaissance Shopping Center,
with no discharge of wastes to the surface waters, pursuant to the application received June 3, 2000, and
subsequent additional information received by the Division, and in conformity with the project plan,
specifications,and other supporting data subsequently filed and approved by the Department of Environment and
Natural Resources and considered a part of this permit.

This permit shall be effective from the date of issuance until December 31, 2008, shall void Permit No.
WQ0013808 issued April 3,2001,and shall be subject to the following specified conditions and limitations:
I. PERFORMANCE STANDARDS
1. The flow for any food service establishment connected to the wastewater treatment system shall be
determined by either 40 gpd/seat or 40 gpd/ft2 whichever is more conservative.
2. Upon completion of construction of modifications and prior to operation of any modified or new
portion of the permitted expansion, a certification must be received from a professional engineer
certifying that the permitted facility has been installed in accordance with this permit,the approved
plans and specifications, and other supporting materials. If this project is to be completed in phases
and partially certified.you shall retain the responsibility to track further construction approved under
the same permit, and shall provide a final certificate of completion once the entire project has been
completed. Prior to an increase in flow beyond 1,700 gpd, a certification must be submitted
documenting expansion of the storage system (at a minimum). Mail the Certification to the Non-
Discharge Permitting Unit, Division of Water Quality, 1617 Mail Service Center, Raleigh, NC
27699-1617.
3. The Winston-Salem Regional Office,telephone number 336-771-4600,shall be notified at least forty-
eight (48) hours in advance of operation of the new or modified facilities so that an in-place
inspection can be made. Such notification to the regional supervisor shall be made during the normal
office hours from 8:00 a.m.until 5:00 p.m.on Monday through Friday,excluding State Holidays.
4. The surface irrigation facilities shall be effectively maintained and operated at all times so that there
is no discharge to the surface waters,nor any contamination of ground waters which will render them
unsatisfactory for normal use. In the event that the facilities fail to perform satisfactorily, including
the creation of nuisance conditions or failure of the irrigation area to adequately assimilate the
wastewater,the Permittee shall take immediate corrective actions including those actions that may be
required by the Division of Water Quality (Division), such as the construction of additional or
replacement wastewater treatment and disposal facilities.
5. The flows from the drip irrigation system during the wetter months of the year will require the
application of effluent on Field B.
6. The drip irrigation fields shall also be marked with some form of permanent markers and signs
showing the location of the drip irrigation areas and the need to keep equipment off the sites. These
markers shall remain in place for the life of the permit.
•
7. The wastewater collection facilities shall be properly maintained and operated at all times. The
Permittee shall maintain compliance with an individual system-wide collection system permit for the
operation and maintenance of these facilities as required by 15A NCAC 2H .0227. If an individual
permit is not required,the following performance criteria shall be met as provided in 15A NCAC 2H
.0227:
a. The sewer system shall be effectively maintained and operated at all times to prevent discharge to
land or surface waters, and any contravention of the groundwater standards in 15A NCAC 2L
.0200 or the surface water standards in 15A NCAC 2B.0200.
b. A map of the sewer system shall be developed prior to January 1, 2004 and shall be actively
maintained.
c. An operation and maintenance plan shall be developed and implemented.
d. Pump stations that are not connected to a telemetry system shall be inspected every day(i.e. 365
days a year). Pump stations that are connected to a telemetry system shall be inspected at least
once per week.
e. High-priority sewer lines shall be inspected at least once per every six-month period of time.

f. A general observation of the entire sewer system shall be conducted at least once per year.
g. Inspection and maintenance records shall be maintained for a period of at least three years.
h. Overflows and bypasses shall be reported to the appropriate Division regional office in
accordance with 15A NCAC 2B .0506(a), and public notice shall be provided as required by
North Carolina General Statute§143-215.1C.
8. The issuance of this permit shall not relieve the Permittee of the responsibility for damages to surface
or groundwaters resulting from the operation of this facility.
9. The residuals generated from these treatment facilities must be disposed in accordance with General
Statute 143-215.1 and in a manner approved by the Division.
10. Diversion or bypassing of the untreated wastewater from the treatment facilities is prohibited.
11. The following buffers shall be maintained:
a) 100 feet between wetted area and any residence or places of public assembly under separate
ownership,
b) 50 feet between wetted area and property lines,
c) 100 feet between wetted area and wells,
d) 50 feet between wetted area and drainageways or surface water bodies,
e) 50 feet between wetted area and public right of ways,
f) 100 feet between treatment/storage units and any wells,and
g) 50 feet between treatment units and property lines.
12. A leakage test shall be performed on all new tanks to insure that any exfiltration occurs at a rate
which does not exceed twenty (20) gallons per twenty-four (24) hours per 1,000 gallons of tank
capacity. The engineer's certification will serve as proof of compliance with this condition.
13. The sand media sand filter must comply with the Division's sand specifications. The Engineer's
Certification will serve as evidence that these specifications have been met.
14. If excavation into bedrock is required for the installation of the grease trap, septic tank or the sand
filter,the pit shall be lined with a 10 mil synthetic liner.
15. A sanitary tee and filter shall be installed on the effluent pipe of the septic tank. The Engineer's
Certification will serve as evidence that these specifications have been met.
II. OPERATION AND MAINTENANCE REOUIREMENTS
1. The facilities shall be properly maintained and operated at all times.
2. Upon classification of the wastewater treatment and irrigation facilities by the Water Pollution
Control System Operators Certification Commission(WPCSOCC), the Permittee shall designate and
employ a certified operator to be in responsible charge(ORC)and one or more certified operator(s)to
be back-up ORC(s) of the facilities in accordance with 15A NCAC 8G .0201. The ORC shall visit
the facilities in accordance with 15A NCAC 8G .0204 or as specified in this permit and shall comply
with all other conditions specified in these rules.
3. A suitable year round vegetative cover of natural woodland tree species and ground cover shall be
maintained.
3

•
4. The drip-irrigation fields shall remain as a natural woodland. At no time shall any equipment be
allowed on the drip fields. All underbrush and small trees which need to be removed shall be cut and
removed by hand and shall be appropriately removed during the life of the permit. The drip irrigation
fields shall be walked during a regular interval to inspect and replace as necessary the drip irrigation
lines to insure proper operation.
5. Irrigation shall not be performed during inclement weather or when the ground is in a condition that
will cause runoff.
6. Adequate measures shall be taken to prevent wastewater runoff from the irrigation field.
7. The facilities shall be effectively maintained and operated as a non-discharge system to prevent the
discharge of any wastewater resulting from the operation of this facility.
8. The application rate shall not exceed a cumulative loading of 34.75 inches over any twelve (12)
month period at an instantaneous application rate not to exceed 0.3 inches per hour.
9. No type of wastewater other than that from the Summerfield Renaissance Shopping Center shall
be irrigated onto the irrigation area.
10. No traffic or equipment shall be allowed on the disposal area except while installation occurs or while
normal maintenance is being performed.
11. Public access to the land application sites shall be controlled during active site use. Such controls
may include the posting of signs showing the activities being conducted at each site.
12. Freeboard in the constructed wetland cells shall not be less than two feet at any time.
13. If not already installed, a waste-level gauge, to monitor waste levels in the storage wetland, shall be
installed within 60 days of issuance of this permit. This gauge shall have readily visible permanent
markings indicating the maximum liquid level at the top of the temporary liquid storage volume,
minimum liquid level at the bottom of the temporary liquid storage volume, and top of the dam
elevations. Caution must be taken not to damage the integrity of the liner when installing the gauge.
14. A protective vegetative cover shall be established and maintained on all earthen basin embankments
(outside toe of embankment to maximum pumping elevation),berms,pipe runs, erosion control areas,
and surface water diversions. Trees,shrubs,and other woody vegetation shall not be allowed to grow
on the earthen basin dikes or embankments. Earthen basin embankment areas shall be kept mowed or
otherwise controlled and accessible.
15. The chlorine tablets used in the disinfection facility shall be of the kind and type specified in the plans
and specifications approved by the Division.
III. MONITORING AND REPORTING REOUIREMENTS
1. Any monitoring (including groundwater, surface water, soil or plant tissue analyses) deemed
necessary by the Division to insure surface and ground water protection will be established and an
acceptable sampling reporting schedule shall be followed.
2. Influent flow shall be continuously monitored and daily average flow values shall be reported on
Form NDMR. Flow may be estimated from water use records provided water use is metered. Daily
average values shall be calculated by dividing monthly flow volume by the number of days in the
month.

3. The effluent from the subject facilities shall be monitored by the Permittee at the effluent of the
wetland storage pond every month for the following parameters:
BOD5 TSS
Fecal Coliform pH
NH3 as N NO2-NO3
TKN Total Phosphorous
4. Adequate records shall be maintained by the Permittee tracking the amount of wastewater disposed.
These records shall include,but are not necessarily limited to,the following information:
a. date of irrigation,
b. volume of wastewater irrigated,
c. field irrigated,
d. length of time field is irrigated,
e. continuous weekly,monthly,and year-to-date hydraulic(inches/acre)loadings for each field,
f. weather conditions,and
g. maintenance of cover crops.
5. Freeboard in the storage wetland shall be recorded weekly.
6. Three (3)copies of all monitoring data (as specified in condition III 2 and III 3) on Form NDMR-1
and three(3)copies of all operation and disposal records(as specified in condition III 4,and III 5)on
Form NDAR-1 shall be submitted monthly on or before the last day of the following month. All
information shall be submitted to the following address:
NC Division of Water Quality
Water Quality Section
Non-Discharge Compliance/Enforcement Unit
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
7. A representative annual soils analysis (Standard Soil Fertility Analysis) shall be conducted on each
irrigation field and the results maintained on file by the Permittee for a minimum of five years. The
Standard Soil Fertility Analysis shall include, but is not necessarily limited to, the following
parameters:
Acidity Manganese Potassium
Calcium Percent Humic Matter Sodium
Copper pH Zinc
Magnesium Exchangeable Sodium Percentage Phosphorus
Cation Exchange Capacity Base Saturation(by calculation)
8. Noncompliance Notification:
The Permittee shall report by telephone to the Winston-Salem Regional Office, telephone number
336-771-4600, as soon as possible, but in no case more than 24 hours or on the next working day
following the occurrence or first knowledge of the occurrence of any of the following:
a. Any occurrence at the wastewater treatment facility which results in the treatment of significant
amounts of wastes which are abnormal in quantity or characteristic, such as the dumping of the
contents of a sludge digester, the known passage of a slug of hazardous substance through the
facility;or any other unusual circumstances.
5

b. Any process unit failure, due to known or unknown reasons,that render the facility incapable of
adequate wastewater treatment such as mechanical or electrical failures of pumps, aerators,
compressors,etc.
c. Any failure of a pumping station,sewer line,or treatment facility resulting in a by-pass directly to
receiving waters without treatment of all or any portion of the influent to such station or facility.
d. Any time that self-monitoring information indicates that the facility has gone out of compliance
with its permit limitations.
Occurrences outside normal business hours may also be reported to the Division's Emergency
Response personnel at telephone number [phone], [phone], or [phone].
Persons reporting such occurrences by telephone shall also file a written report in letter form within
five (5)days following first knowledge of the occurrence. This report must outline the actions taken
or proposed to be taken to ensure that the problem does not recur.
IV. GROUNDWATER REQUIREMENTS
1. Waste shall not be applied or discharged onto or below the land surface when the vertical separation
between the waste and seasonal high water table is less than one(1)foot.
2. The constructed wetland cells shall have either a liner of natural material at least one (1) foot in
thickness and having a hydraulic conductivity of no greater than 1 x 10-6 centimeters per second
when compacted, or a synthetic liner of sufficient thickness to exhibit structural integrity and an
effective hydraulic conductivity no greater than that of the natural material liner, according to 15A
NCAC 2H.0219(f).
3. The COMPLIANCE BOUNDARY for the disposal system is specified by regulations in 15A NCAC
2L, Groundwater Classifications and Standards. The Compliance Boundary is for the disposal
system constructed after December 31, 1983 is established at either (1) 250 feet from the waste
disposal area,or(2) 50 feet within the property boundary,whichever is closest to the waste disposal
area. An exceedance of Groundwater Quality Standards at or beyond the Compliance Boundary is
subject to immediate remediation action in addition to the penalty provisions applicable under
General Statute 143-215.6A(a)(1).
In accordance with 15A NCAC 2L, a REVIEW BOUNDARY is established around the disposal
systems midway between the Compliance Boundary and the perimeter of the waste disposal area.
Any exceedance of standards at the Review Boundary shall require remediation action on the part of
the permittee.
•
4. Any additional groundwater quality monitoring, as deemed necessary by the Division, shall be
provided.
V. INSPECTIONS
1. Adequate inspection, maintenance, and cleaning shall be provided by the Permittee to insure proper
operation of the subject facilities.
2. The Permittee or his designee shall inspect the wastewater treatment and disposal facilities to prevent
malfunctions and deterioration, operator errors and discharges which may cause or lead to the release
of wastes to the environment, a threat to human health, or a nuisance. The Permittee shall keep an
inspection log or summary including at least the date and time of inspection,observations made, and
any maintenance, repairs, or corrective actions taken by the Permittee. This log of inspections shall
be maintained by the Permittee for a period of three years from the date of the inspection and shall be
made available upon request to the Division or other permitting authority.
6

3. Any duly authorized officer, employee, or representative of the Division may, upon presentation of
credentials, enter and inspect any property, premises or place on or related to the disposal site or
facility at any reasonable time for the purpose of determining compliance with this permit; may
inspect or copy any records that must be maintained under the terms and conditions of this permit,
and may obtain samples of groundwater,surface water,or leachate.
VI. GENERAL CONDITIONS
1. This permit shall become voidable unless the facilities are constructed in accordance with the
conditions of this permit,the approved plans and specifications,and other supporting data.
2. This permit is effective only with respect to the nature and volume of wastes described in the
application and other supporting data.
3. This permit is not transferable. In the event there is a desire for the facilities to change ownership, or
there is a name change of the Permittee, a formal permit request must be submitted to the Division
accompanied by an application fee, documentation from the parties involved, and other supporting
materials as may be appropriate. The approval of this request will be considered on its merits and
may or may not be approved.
4. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee
to an enforcement action by the Division in accordance with North Carolina General Statute 143-
215.6A to 143-215.6C.
5. The issuance of this permit does not exempt the Permittee from complying with any and all statutes,
rules, regulations, or ordinances which may be imposed by other government agencies (local, state,
and federal)which have jurisdiction,including but not limited to applicable river buffer rules in 15A
NCAC 2B .0200,erosion and sedimentation control requirements in 15A NCAC Chapter 4 and under
the Division's General Permit NCG010000, and any requirements pertaining to wetlands under 15A
NCAC 2B .0200 and 2H.0500.
6. A set of approved plans and specifications for the subject project must be retained by the Permittee
for the life of the project.
7. The annual administering and compliance fee must be paid by the Permittee within thirty (30) days
after being billed by the Division. Failure to pay the fee accordingly may cause the Division to
initiate action to revoke this permit as specified by 15A NCAC 2H.0205 (c)(4).
8. The Permittee,at least six(6)months prior to the expiration of this permit,shall request its extension.
Upon receipt of the request, the Commission will review the adequacy of the facilities described
therein, and if warranted, will extend the permit for such period of time and under such conditions
and limitations as it may deem appropriate.
Permit issued this the 23`d day of January,2004
NORTH OLINA ONMENTAL MANAGEMENT COMMISSION
-Alan W.Klimek,P.E.,Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number WQ0013808
7

•
Permit No.WQ0013808
January 23,2004
ENGINEER'S CERTIFICATION
Partial Final
I, , as a duly registered Professional Engineer in the State of
North Carolina,having been authorized to observe(periodically,weekly,full time)the construction of the project,
Project Name Location and County
for the Permittee hereby state that,to the best of my abilities,due care and diligence was used in the observation
of the construction such that the construction was observed to be built within substantial compliance and intent of
this permit,the approved plans and specifications, and other supporting materials.
Signature Registration No.
Date
8

APPENDIX B.
Watershed Classification Attachment
36

J02 12:50 3367714630 DIV OF WATER QUALITY PAGE 02/02
team S—DL HW1,NC FAX NO. :919-544-5690 Jul. 17 2002 07:01PM P2
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
WATERSHED CLASSIFICATION ATTACHMENT
Any changes made to this form will result in the application being returned.
(THIS FORM MAY 8E PHOTOCOPIED FOR USE AS AN ORIGINAL)
INSTRUCTIONS:
To determine the classification of the watershed® in which the subject project will be located,you are required to
submit this form, with Items 1 thtvogh 8 completed,to the appropriate Division of Water Quality Regional Office
Water Quality Supervisor(see Page 2 of 2)prior to submittal of the application for review. At a minimum,you must
include an 8.5" by 11" copy of the portion of a 7.5-minute USGS Topographic Map that shows the surface waters
immediately downslope of the project. You must identify the location of the project and the closest downalope
sinfaco waters(waters for which you ars requesting the classification)on the submitted map copy. If the facility is
located in the Neuse River Basin. also include a copy of the soil survey map for the project location. The
corresponding non-discharge application may not be submitted until this form is completed by the apprepr ate
regional office and included with the submitteL
1. Applicant's name(name of the municipality.corporation.individual.etc,): _
Kotis Prvnertles,Inc.
2. Name and complete address of applicant: Bill Rods.Kotis Properties.Inc..P.O.Box g296
City: Greensboro State: NC Zip: a, 27429-9296
Telephone number. (336) 574.2000 Facsimile number:[phone]
3. Project name(name of the subdivision.facility or establishment,etc.): Sur mnerteldltenaissantx shopping
CLentcr Wastewater S.ViintoF.xpansion and Improvements _
4. County whctc project is located: f3u11foi —
5. Name(s)of closest surface waters: _ Unnamed Tribuary to Lake ipndt (near Reedy Fork Creek)
6. River basin(®)in which the project is located: Cape Fear(Reedy Fork Water ihpd)
7. Topographic map name and date: Summcrfreld suer&200Q ,,,
I'r r` ir,
8. North Caroiina Prole Tonal Engineer's seal,signature,and date: °tesso</-1
4 Irk
Mr,...
..1y .i-0.p zf
sr,TO: REGIONAL OFFICE WATER QUALITY SUPERVISOR ,v,,,'�"."A. Dr�a,�`���
Please provide me with the classification(s)of the surface waters,watershed(s).and a to river basin(s)where
these activities will occur.as identified on the attached map segment: ilea Q fikic-1a line A* (q t41)944-51A0.
Names)of surface waters and river brurin(s): tD CCd if rode Owe k..
Classification(s)(as established by the EMC): 1A S 1 L NSW Ca f-
Proposed das ification(s).if applicable: Al
River basin butter rules,if applicable: N!A
Signature of regional office personnel; Crtilid i'CQ,Atis'L•(/►^ Date: 7 (0 Z.
FORM:WSCA 10/99 Pate 1 of 2

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NOM Ca dace-Liudrurd County .
The oariBase(s)of 053456 0 ,
c-----�`t'ts...16 'VI.to..) RECORDED
KATHERINE LEE PAYNE
REGISTER OF DEEDS
A Notary(pia)Public is(are)entitled toGU I LFORD COUNTY. NC
III be correct.This instrument and tins certificate
are duty registered at the date and time shown BOOK.: 4562
berefo PAGE(S):0425 TO 0426
B hE LEE PAYNE Of' 07/14/1997
c�►• ` s� +.) 07/14/1997 16:16:57 1 53y56 M.00
r l ADM PCS i2,00
1 PROBATE FEE
6,111ri
o
Prepared by,and,after recording please return to: Edward P.Tewkesbury,Adams Klcemeier Hagan Hannah&Fouts
P.O.Box 3463,Greensboro,N.C.27402
NORTH CAROLINA GENERAL WARRANTY DEED
C THIS DEED is made on July I4 4,1997,by and between:
GRANTOR GRANTEE
V Catherine L Jackson,single Kotis Properties,Inc.
L. P.O.Box 9296
Greensboro,NC 27429-9296
/ Grantor,for valuable consideration paid by Grantee,the receipt of which is hereby
acknowledged,has and by these presents does grant,bargain,sell and convey to Grantee in fee simple
the property described in Exhibit A attached to and incorporated in this Deed(the"Property").
TO HAVE AND TO HOLD the Property and all privileges and appurtenances thereto
belonging to Grantee in fee simple.
Grantor covenants with the Grantee that Grantor is seized of the Property in fee simple,has
the right to convey the Property in fee simple,that title is marketable and free and clear of all
encumbrances,and that Grantor will warrant and defend the title against the lawful claims of all
• persons whomsoever,except for matters of record,to which title to the Property is subject
The designation Grantor and Grantee include the parties,their heirs,successors,and assigns,
and include the singular,plural,masculine,feminine or neuter as required by context.
IN WITNESS WHEREOF,Grantor has hereunto set his hand and seal,or if corporate,has
caused this instrument to be signed in its corporate name by its duly authorized officers and its seal to be O
reunto affixed by thority of its Board of Directors,the date first written above.
O•
Catherine L.Ja r(SEAL) By: (SEAL) N
Cri
Guilford County,N.C.
I,a Notary Public of the County and State aforesaid,certify that Catherine L.Jackson,a single
woman,personally appeared before me this day and acknowledged the due execution of the foregoing or
annexed instrument. Witness my hand and official seal or stamp on July it,1997.
•''Q9 ,fr gmission Expires: -y of;•.`�� ,' 4 -20 otary Public
of C , or stamp]
:c d I
o �4�Tlt� mg Certificate(s) of
\\.,eteu ' # •:ed to be correct. This instrument and this certificate are dulyregistered on
r• rig ,." ,19_,at A.M.,P.M.,in Book Page
,Register of Deeds for County,N. C.
By: Deputy/ Assistant-Register of Deeds.
41 A/CHHP:July 13,1997:EPT

• •
• - + EXHIBIT A
Beginning at a new iron pipe in the eastern 150 foot right-of-way of US Highway
220,said iron pipe being located S 85 deg 00 min 13 sec E distance being 28.48 feet
411) from an existing iron pipe said existing iron pipe being in the northern property
line of Nan M. Schiffman, Lisa M. Cobia, and Lyn A. Martin, Trustees u/a fbo
Barbara M. Martin as recorded in Deed Book 3428 Page 1004;
thence with said 150 foot right-of-way N 10 deg 49 min 24 sec W distance being
716.03 feet to a right-of-way monument in the eastern margin of US Highway 220:
thence N 10 deg 45 min 14 sec W distance being 97.10 feet to a new iron pipe, also
being the southwest corner to Jack W. and Jolene Stigall as recorded in Deed Book
1519 Page 15:
thence leaving the eastern 150 foot margin for US Highway 220 S 84 deg 45 min 25
sec E distance being 142.31 feet with the southern line of Jack W. and Jolene Stigall
to a new iron pipe;
thence with Stigall's southern line S 86 deg 14 min 47 sec E distance being 50.00 feet
to Stigall's southeastern corner as recorded in Deed Book 582 Page 20;
thence with Stigall's east line N 10 deg 45 min 14 sec W distance being 150.00 feet to
a new iron pipe set in the southern line of Bocham, Inc., as recorded in Deed Book
2899 Page 810;
.l thence with Bocham, Inc., S 86 deg14 min 47 sec E distance being219.59 feet to an t
existing iron pipe being the southeast corner of Bocham, Inc., and also the o
southwest corner of Sharon Alton as recorded in Deed Book 2453 Page 659;
0
thence with Alton's southern line S 83 deg 33 min 00 sec E distance being 234.95 feet N
to an existing car axle being in the southern line of Alton and also being the p)
northwest corner of Gene and Judy Redman as recorded in deed Book 3553 Page
2238;
thence with Redman's west line S 09 deg 00 min 25 sec W distance being 754.41 feet
to an existing iron pipe, existing iron pipe also being the southwest corner to
Redman and also a corner to Nan M. Schiffman, Lisa M. Cobia, and Lyn A. Martin,
Trustees u/a fbo Barbara M. Martin as recorded in Deed Book 3428 Page 1004;
thence with Schiffman, Cobia, Martin and Martin S 10 deg 05 min 27 sec W distance
being 174.13 to a 30 inch oak tree,
thence N 85 deg 00 min 13 sec W distance being 316.21 feet back to the point and
place of beginning, containing 420,886.07 square feet or 9.662 acres.
Grantor acquired the Property by deed recorded in Book 4335,Page 1018, and
the Property also is known as Tax Lot No. 1-35-852-54.

APPENDIX D.
Wet Weather Storage Cell Geotechnical Report
38

\.,\.Nets
ATLANTIC COAST ENGINEERING AND TESTING, INC.
S LOCKHEED COURT GREENSBORO,N.C.27409
PHONE [phone]
August 9,2007
Mr. Dan Witcher
Kotis Properties
PO Box 9296
Greensboro,North Carolina 27429 - 9296
RE: Drillers Report of Standard Penetration Borings
And Hand Auger for
Summerfield Wetland Expansion
Summerfield,North Carolina
ACET File Number AC-4386
Dear Mr. Witcher:
Three(3) standard penetration borings (B-1 —B-3)were drilled using a truck-mounted
Simco 2500 HT drill rig, and(1) hand auger and penetrometer(HA-4) was performed.
Approximate locations are shown on the attached Boring Location Plan. Auger refusal
(partially weathered rock)was encountered at boring location B-2. A topographic print
was provided by the client.
Results are as follows:
Boring Location Existing Ground Surface Auger Refusal Boring Terminated
Elevation Elevation Elevation
B-1 826 806
B-2 827 813 813
B-3 828 808
HA-4 823 813
Soil Data
Soil encountered in the borings generally consisted of red, brown, tan, and yellow firm
to hard fine to medium grained sandy silt with some rock fragments. Auger refusal was
encountered at boring B-2 at a depth of 14.0' below existing ground surface elevation.
No water was encountered at any of the boring locations.

Drillers Report of Power Auger Borings&Hand Auger 2
August 9,2007
Pe.2,Summerfield Wetland Expansion
If you have any questions or need a more detailed report,please contact our office
at your convenience.
The Boring Location Plan and Boring Test Records complete this driller's report.
ATLANTIC COAST ENGINEERING
AND TESTING, INC.
mac.gAi;
Rick Hines, Seni"oT cchnician
stc
Attachments: Boring Logs
Boring Log Plan

NOMENCLATURE AND SYMBOLS .�a.. �
SYMBOLS
Undisturbed sample (UD)recovered
[I] Undisturbed sample (UD)not recovered
• Standard Penetration Resistance(ASTM D 1586)
O Unified Soil Classification(by visual inspection)
100/2" Number of blows(100)to drive the spoon a number of inches(2)
AX, BX,NX Core barrel sizes which obtain cores 1%, 1%,and 2% inches in diameter,
respectively
65% Percentage of rock core recovered
RQD Rock quality designation -%of core segments 4 or more inches long
Water table at least 24 hours after drilling
_-— Water table one hour or less after drilling
PENETRATION RESISTANCE RESULTS
#of Blows Approximate
N Value Relative Density
0-4 Very Loose
5 - 10 Loose
SANDS 11 -20 Firm
21 -30 Very Firm
31 -50 Dense
Over 50 Very Dense
#of Blows Approximate
N Value Consistency
0- I Very Soft
2-4 Soft
SILTS and CLAYS 5 -8 Firm
9- 15 Stiff
16-30 Very Stiff
31 -50 Hard
Over 50 Very Hard
DRILLING PROCEDURES
Soil sampling and standard penetration testing performed in accordance with ASTM D 1586.
The standard penetration resistance is the number of blows of a 140-pound hammer falling 30
inches to drive a 2 inch O.D., 1.4 inch L.D. split spoon sampler one foot. Core drilling in
accordance with ASTM designation D 2113. The undisturbed sampling procedure is described
by ASTM specification D 1587.

8/7/07 BORING NO. 1
PROJECT: Sarmerfield Wetland Expansion BORING TERMINATED 20'
AC-4386
WATER ENCOUNTERED: None at the time of boring.
PENETRATION RESISTANCE
ra o (Blows Per Foot)
w SOIL •
DESCRIPTION W a 10 20 40 60 a0 100
6" Topsoil 1261 ' s
Stiff reddish tan & white median grained sandy
silt
4'
Finn tannish yellow & white fine to median
grained very sandy silt 821
7'
Finn to stiff gray & tan maim grained very
sandy silt
816
12.5
Stiff reddish brawn median grained sandy silt
811
•
20'
Boring Terminated at `L8'
805
TEST BORING R .ECORD
ATLANTIC COAST ENGINEERING AND TESTING, INC.

8/7/07 BORING NO. 2
pROJECT: Sunmerfield Wetland Expansion BORING TERMINATED 14'
AC-4386
WATER ENCOUNTERED: None at the tine of boring.
PENETRATION RESISTANCE
4 `�
O,cf. a (Blows Per Foot)
SOIL DESCRIPTION w 0 1.0 20 40 60 a0 too
5 Topsoil 827
•
Stiff reddish brawn medium grained sandy silt
5.5' 822
Stiff to very stiff tan & brown medium grained
sandy silt
10.55
817
Very stiff to hard Onite & tan medium grained
sandy silt
14'
Auger Refusal 14'
812
TEST BORING RECORD
ATLANTIC COAST ENGINEERING AND TESTING, INC.

8/7/07 BORING NO. 3
PROJECT: S Inn rfield Wetland Expansion BORING TERMINATED 201
N-4386
WATER ENCOUNTERED: None at the time of boring.
PENETRATION RESISTANCE
Z o (Blows Per Foot)
w SOIL DESCRIPTION w
� � 0 1,0 20 40 60 80 100
L
6" ' Topsoi Tr 828
Firm to stiff tan & brown rrediun grained sandy
silt
4'
Stiff to very stiff yellow & tan mediun grained
sandy silt 823
11' 818.
Stiff to firm gray white & tan medium to coarse
grained very sandy silt with small rock fragments
813
20'
Boring Terminated 20' gag
TEST BORING RECORD
ATLANTIC COAST ENGINEERING AND TESTING, INC.

HAND AUGER BORING
Date: August 9, 2007
Project Name: Surnerfield Wetland Expansion Boring No.: HA-4
PC-4386
Water Encountered: hone at the tine of boring. Depth Boring Terminated: 10'
x Penetration Resistance
Li
SOIL DESCFi1PT10>K Li (Blows Per 1 3/4 Inch)
W o 10 ?o to 60 to ioo
8" Topsoil:
Stiff tan & brownish red fine to medium grained
sandy silt
7.5'
Very stiff yellow tan & gray medium grained
very sandy silt
10'
error nated 10
r
TEST BORING RECORD
ATLANTIC COAST ENGINEERING AND'1'ESTING, INC.

�x.1µ
/
1 / -� Boring Location Plan
/' --- ---, Summerfield Wetland Expansion
_ ! -- gh Summerfield, North Carolina
/
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APPENDIX E.
Summerfield Watershed Variance Approval
39

11/19/2007 17:38 FAX [phone] WINFREE&WINFREE IdI002
•
•
•
Town of Summerfield
Planning Department
November 15,2007
Marty Kotis
Kotis Properties,Inc
PO Box 9296
Greensboro NC,27429
•
RE: Watershed Modification CASE#01-07-WM
•
Dear Mr.Kotis:
Following a public hearing on November 13,2007 requesting.a watershed modification of your
property,the Summerfield Town Council approved the request to modify the following property:
The property is located at 4438-4536 US Hwy 220 North,being Guilford County tax map#01-
35,block 2852,parcel 54. The property is owned by Kotis Properties Inc.
This modification allows for the piping of the existing stormwater drainageway.
This decision is final unless appealed in writing to the Town within fifteen days of the date of this letter.
You will be notified if there is an appeal. Official minutes of this meeting will be available in
December.
•
If you have any questions concerning this matter,please contact the Planning Department at 643-8681.
Sincerely,
Craig M.Harmon,AICP, CZO
Town Planner
• cc: Valarie Halvorsen,Town Clerk
. Winfree&Winfree,Attorneys at Law
PO Box 970/Summerfield,NC 27358
Phone: [phone] Fax: [phone]
www.suminerfieldgov.com

APPENDIX F.
Site Floodplain Mapping Program Output
40

Summerfield Shopping Center Flood Map
(source: NC Flood Mapping Information System)
ida, 061
A NC isn
"inarri
�e,
7899
e
7838
Wald