Grays Creek Elementary School

caM�!�r °Ncem��
FACILITY INFORMATION
Facility Nams- r S
Permit Name (ff different]: -
Facility Address:
�1• s�G r_✓, 7
Conte& Person: �? ,
Well Loratlont Site Name::
SUBMIT FORM ON YELLOW PAPER ONLY
Please PrInt Clearly or Type
County <<,•-,cs��7o:..,� ..
Telephone M (910)6 79'.a7-G 5°k
No, of Wells to be Sampled 3
Well-Identificalion Number (from Permit): /, f v J ] For GrounduraterTmat rent Systems
W611 Depth: ! ft. Well Dlameten 1n. Cherk Gras
Screened Interval• / it, to 0,L fL
Depth to Water Level: %ft. below measuring point El ® Influent {98)
Measuring Point Is n it. above land surface. Effluent {99)
Gallons of water pumpedlbailed before sampling:
Fana
lysis: alysis: pH� , Spedfic Conductance umhos
mp. .
Te18:S�°C,Odor n/ani— �. Appearance r"/ 4/
PERMIT If. EXPIRATION DATE:
Non -Discharge UIC
NPOES
TYPE OF PERMITTED OPERATION BEING MONITORED:
Lagoon Rernedialim: Infil raflon Gallery
Spray Field Rerwdlaflon:
Rolary Distrilwto► Land Appiml on of Sludge
Other: 5�•6s.,rAr-cc � A 5y s Ae,
NM- Values should reflect dissolved and
colloidal concentrations.
Date sample collected I ' 3 Dale sarnpi/e analyzed:
Laboratory Name: Alibc. L�nrt�rJ✓rGS Shy
Certification No.. -A I'J/
PARAMEMRS (Samples for metals were collected unfiltered YES NO
and field acidified
_ YES NOy
COD
mg/I
Nitrite (NO2) as N
mg/l
Ni - Nickel
mgli
Conform: MF Fecal L- o
1100ml
Nitrate (NO3j as N r 13
s- mgA
Pb - Lead
mgA
Coliform: MFTotal
1100ml
Phosphorus: Total as
mg/1
Zn - Zinc
thivi
{Hole: Use MPH nw twd to► hghly turbld aernph»}
Orthophosphate
mgA
Ammonia Nitrogen � d, i �
gjfl
Dissolved Solids: Total 91 mgll.
Al - Aluminum
mgll
Other (Specify Compounds and Concep. iation _Units)
OH (when analyzed) LZ, 3 a-
units
Ba.- Barium
mg;I
��
~ �
TOG
mgll
Ca - Calcium
mgfl
`-
Chloride 16, 6- IR
mg/I
Cd - Cadmium
mgll
4'1
Arsenic
mgll
Chromium: Total
mg/1
=M
Grease and Oils_
mg/1
Cu -Copper
mgll
Phenol
mg/1-
Fe - Iran
mg/l ,
ORGANICS: (GC,GC1MS,HPLCI
Sulfate
mgll
Hg - Mercury
mg/I
(Specify lest and method #. Attach lab rep1d
Spedfic Corlcfllctance
uMhos
K - Potasslurn
mgll
Report Attached? Yes_(I) No
(0)
Total Ammonia
mgA
Mg - Magnesium
mgll
VOC : method #
TKN 'as N
mgA
Mn - Manganese
mg/I _
:: method #=
method # 3
co
CL
CD
0
N

SUBMIT FORM ON YELLQUV PAPER ONLY
Facility Name
Permit Name
Facility Addre
Contact Person: � �'�� /5 ye am lap?
Well Locafionl Site Name: ��-
Please Priest Cleady or
COUnty ��?- -- • b cri c.-
Telephone #: ) r
No. of Wells to be Sampled:
Wei Identification Number [from Permltl: :d W -
Wen Depth: .2-3 ft. Well Diameter: --2- In.
Screened Interval: 13 #t. to IL
Depth to Water Level: -4e /2 // - ft. below meastming point.
For Groundwaler Treadnent Systems
Check Orem
® Influent (98)
13
Measurkrg Point is �- 5 it, above land surface. L Effluent {gg}
Gallons of water pumpedlbailed before sampling: /A 1
Feld analysis: pH "V- 6, . Specific Conductance
Temp. Gr °C, Odor Appearance
PERMIT #:
EXPIRATION
Non -Discharge UIC
NPDES
TYPE OF PE ITT D OPERATION BEING MONITORED
Lagoon Reinediallon: lnfillrailon Gallery
Spray Field Fbrmdbflen:
Rolary Distribritor Land A}olicallan of Sludge
Other. .S—GS .,o.,o,4c
NOTED Values should reflect dissolved and
colloidal concentratlons.
Date sample collected: Date sample analyzed:
uMhos Laboratory Name:
' i4r, Certification No.
PARAMt MRS (Samples for metals were collected unfiltered YES NO and field acidified YES NO)
COD mgll
Coliform: MF Fecal G / c 1t OOmI
Coliform: MF Total !1 oomt
JW(si Us*,, MOM rrwOwd for highly turbid ser pW)
Dissolved Solids: Total / s
1 mgjl
pH (when analyzed) y- 3
units
TOG
mgil
Chloride 9 " ;7-a
mgll
Arsenic
mgji.
Grease and Oils
mgll
Phenol
mgfl
Stillate
mg/I
Specific Concbctance
uMhos
Total Ammonia
mgll
TKN as N
mgA
Nitrite (NO2) as N
mgA
Nitrate (1\10a1 as N / 3 • y4
mgA
Phosphorus: Total as P o icy
mglt
Orthophosphate
m9A
Al - Aluminum
mgfl
Ba - Barium
mgll
Ca - Calcium
mgll
Cd - Cadmium
mgll
Chromium: Total
mgll
Cu - Copper
mg11
Pe - Iron
mgll
Hg - Mercury
mgA
K - Potassium
mgll
Mg - Magnesium
mgll
Mn - Manganese
rngll
Ni - Nickel
mgA
Pb - Lead -
mgA
Zn - Zinc
Ammonia Nltrogon _ e_ Y
mgll
r'11ng
Other (Specify Compounds and Concentration It (its)
.ORGANICS: (GC,GC/MS,HPLC)
(Specify test and method R. Attach lab repok)
Report Attached? Yes —(I) No
22 (0)
VOC : method # _
method # _
method # _
a
m
W
CD
0
m
co
n
z
0
i
N
N
i
CD
m
N
N

SUBMIT FORM ON YELLOW PAPER ONLY.
FACILITY INif_QRMATIQN
FacKlyName-
Permit Name (if difierent):r�j�
Facifty Address= $i o G
Please PrInt Cleady or Type
Conrad Person*- pop
Telephone #:&01(7b: :ems �G
Wei Locallonr Site Name: ^���� Nt i✓ / No. of Wells to be Sampled:
Wei Identification Number (from Penfnit): Z-11" I For Groundwater Treatment Sysiems
Wei Depth: ,.ZI IL Well Diameter:- in. Cileckprlm
Screened Interval: it it.to.2- / fL O Influent (98)
Depth to Water Level: // ' IL below measuring point. ❑ Effluent (99)
Measuring Point b D it. above land surface.
Gallons of water pumpedibailed before sampling: �
Fieki analysis: pH '/•..5-.,,,p� , Specific Conductance uMhos
Temp. _flLr °C, Odor .Appearance r"i2
PERMIT #: d-17.-2-6 EXPIRATION DATE:
Non -Discharge UIC
NPDES
IYPE OF PERMITTED OPERATION BEING MONITORED
Lago6n Remedialian: Inffiratlon Gallery
Spray Held Remedlallm c
Rolary Distributor Land AppSmIlan of Sludge'r
Other. 5' - / -i Via_& chi —, n�
N TE: Values should reflect dissolved and Q
colloidal concentrations. O
Date sample collected: Date sample analyzed:
Laboratory Name:
Certification No.'
PAAAME[ERS (.Samples for metals were collected unfiltered YES
NO- and field acidified
YES NO)
COD
mg/1
Nitrite WOO as N
mgA
Ni - Nickel mgA
Coliform: MF Fecal <
1100ml
Nitrate (NO3) as N
_ mgA
Pb - Lead mgll
Coliform: IVIF Total
1100ml
Phosphorus: Total as P
4?1 jgl�c mgA
Zn - Zinc mgll
troy: use Mini nwftdwhghlrmrbw-a rftsf
Orthophosphate
mgA
Ammonia Nitrogen G `f mg/l
Dissolved Solids: Total 1 on_
mgA
At - Aluminum
mg/1
Other (Specify Compounds,and Concentration UniW c
pH (when analyzed)
units
8a -Barium
mg/1
0�
TOC
rngll
Ca - Calcium
mg/1
Chloride / 7, o
mg/1
Cd - Cadmium
m 11
Arsenic
mg11
Chromium: TotM
Grease aril Oils
mgA
Cu -Copper
IILULIVLU
Phenol
mgJl
Fe -Iron
flRGANIGS: t�e,tac�Ms,HPLC) � aSulfate
MAY
mg11
Hg - Merr ury
(Specify test and method X. Attach la!L�por,-)Specific
Conductance
uMhos
K - Polasslu
Report Attached? Yes(1) WTotal
Ammonia
mgtl
Mg - Magnesia
p
VOC :method # _
TKN as N
ingfl
Mn - Manganese
mg/1
: method # =
method # _
GW 59 Rev. 4MB

SUBMIT FORM ON YELLOW PAPER ONLY
Facility Name-
Peratlt Name (if
Fadiiry AcWess
Wei Location/ Site
Please Print Cleady or Type -
County
Telephone #: &62 i
No. of Wells to be Sampled:
Wei Identification Number (from Permlt): /tit Wes-- - For Gra induralm Twatmenc Spslema
Wei Depth: • . -3 ft. Well Diameter: In. Check Onc
Screened,lntervak 13 it. to .2-3 ft. p Influent (98)
Depth to Water Level: A?. s— ft. below measuring poinL ❑Effluent (99)
Measuring Point Is •2- S ft. above land surface.
Gallons of water pumped/balled before sampling: .2 , -�
Field analysis: pH Specific Conductance uMhos:
Temp. 7 2' °C, Odor Appearance ,/V
PERMIT #: o'-/ 7� EXPIRATION DATE:
Non -Discharge UIC
NPDES
TYPE OF EERMITTEV OPERATION BEING MONITORED
Lagoon Remedalion. tnlidlratlon Gallery
Spray Field Ftemediallom
Adary. Distributor Land Appicalion of Sludge
- other:
NOTE: Values should reflect dissolved and Q
colloidal concentrations.
Date sample collected Date sample analyzed:
Laboratory Name:
Codification No.
PARAIJIffffnS (Samples for metals were calleded unfiltered YES -
NO and field acidified °
YES NO)
COD
mg/I
Nitrite (NO2) as N
r mgA
Ni - Nickel
mgn
Coliform: MF Fecal 1
1100ml
Nitrate (NO3) as N 17,
3'a mgA
Pb - Lead
mg/I
Coliform: MF Total
1100mi
Phosphorus: Total as P
O,yS mgA
Zn - Zinc
mg/I
(Note: Use MPH nVowd for highly aubld smpra)
Orthophosphate
mgA
Ammonia Nitrogen v, 1,t
rrig/I
Dissolved Solids: Total Too
mg4
At - Aluminum
mg/I
Other (Specify Compounds and-Concentratiortupils) c
pH (when analyzed)
units
Ba - Barium
mg/I
_ ri
TOG
mg/I
Ca - Calcium
mg/I�
Chloride -I Fr, S
mg/I
CA -Cadmium
mg/I
� h
Arsenic
mg/I
. Chromium: Total
Grease and Oils
_
frign ,
Cu - Copper
_trig
p
mg/I
Fe -Iron
m
ORGANICS: {GC,GCIMS,HPLC)
-� 0 o
Sulfate
mg/1
Hg - Mercury
mg
(specify test and method X. Attach Is�'re
Specific Conductance
uMhos
K - Polasslu
mg
Report Attached? Yes (1)
clo . (0)
Total Ammonia
mgA
Mg - Magnesiu
m
VOC ; method #
TKN as N
mgA
Mn - Manganes
_ — '
A 10
method #=
�—
_
method #

,'j
FACILITY INFORMATIQN
F ly! m•oci Na - Grp 6-e e.4
Permit Name (if different): XecZ�nal_
-
Fw1ItyAcWess:.. F-162-
SUBMIT FORM ON YELLOW PAPER ONLY
Please Print Clearly or Type
-, " ,- C. 1110'e- Ursa County
44)
Telephone #: 1194:9) 6
Contact Person- MV, e­ ex2=4­I,
VVelf-Locallonf.Sita Name:, 'No. of Wells to be Sampled.
Well identification Number (from Permit): A4
_7[Fo, r Grot nrivrater Twabhent Sysleins
Cl
Wd Depth: __1 ft. Well Diameter In. ChwlcOne:
--&reened Interval:- it. to z;2_1_ - ft.
. eft. ft. below measuring point
E3 Influent (pa)
Depth to Water Level.-
Veasuring Point Is -e7 it. above land surface. 13 _ Effluent (99)
Gallorisalwater pu!npeftailedbefi;�resampling:
Feld 'aiialysk x pH. Specific Conductance —umhos
Temp. �92,of-C,Odor Appearance _la:.Wll
PERMIT #: ,7-, 7
EXPIRATION DATE:
NPDES
TYPE OF PERIUII�ER OPERATION BEING
MONITORED
--
Lagoon
lnfillralloh
Spray Field
Raimcf1aflow
Rolary DistribLtair Land AppSmilan 61 SW"
V Other
NQM- values shoutd'i6flect dissolved and
a6flof.dal concentrations.
Zle-1 Date sample anedyzi'dii
Date sample collected
Laboratory Narnw., V&r
PARAMENAS (Samples for metals were collected iinfiftered-_LYES. NO
and field acidified
COD
mgll:,
Nitrite (NO2) as N
mg/l
Coliform: MF Fecal /I 00ml.
5�-
Nitrate (NO3) as N ,
X 7 MgA
Coliform: MF Total.
/100m1.,
Phosphorus: Total as
rngfi
ifte: We MPH irAftd for highly turbid swphs)
Orthophosphate
Mg4
rngA.:
Al -Aluminum
mg/l.
pH'(%yhdd analfted), 7, 15-9
units",
Ba--.; barium
mgll
TOC
mg/I
Ca - calcium
-Chloride 5� "!!!7
M 911
Cd'- Cadmium
r gj
Arsenic
-Grease and .Oils
mg/I
mg1l'.
rj Tota _-
Chromium. 5 M1
DEC, I 7,2003
Cu - Copper mg
.Phenol.
Iragil
Fe - Iron
rn
Sulfate.
DWI,
Hg -Mercury I UIM FATWLLE
REGIONAL OWag
Specific.Qcr�ctance
uMhos­..
K-Pofasslu
'Total AmrnobI4.
Mg4.
Mg -Magnesium
mg/I
TKN as N
mgij;-.
Mn -Manganese
mg/I
In,-Iuding 'he pos,
YES
Ni Nick(
Pb. Lea(
:-i- 4C
- zinc, P
brila Nitrogen —1
'(SPecIlY Compounds and
—NO)
.01110ANICS: (GG,GC/MS,I4PLC)
(S146fty test and method 9. Attach
Report Attached? 'Yes
No
Voc method # =
method 0 =
method

SUBMIT FORM ON YELLOW PAPER ONLY
Please Print CleFdy or Type
Facility Namw_
Permit Name (if
'p­FmMifw Artrimem
; -a County ei­ 6ee-b-,k..�
-.­-'Contect Person— &4<e- Op' -Telephone M&A) 67.P-,)
Well Location? Site Name: No. of Wells to be Sampled:
.021 Number _jFroMff-V7VH1j:_ _/_W(we=� For Groundwater Twabhe . ntSyslain
Well Depth: . 'a ft. Well Diameter. A In. Check0ne:
Screened Interval: 1 13 it. to X3 ft. 13 Influent (98)
Depth to Water Level. lto�, /01 ft. below measuring -point .13 -Effluent t99)
Measuring Point Is - 2j, 5- fL above land surface.,
Gallons ofwa:14pumpeftailed bef{ e sampling:
Hel.darialysis: pH Specific Conduclanee umhos
Temp. _2_9�OC, Odor - /*dr__ - - , Appearance __eZ.,LdZx
PERMrr#- �17�`­. EXPIRATION DATE. = sr
Non-DischargeL,, UIr,
NPDES
TYPE OF PERMITTED: OPERATION nmwz MONITOAEO
Lagoon Refuedation: InNhall
on Gallery i'
Spray Fldd
Rotary Distributor Land AppSmIl6n of Sludge
✓ Other:
NQM, Values should tei'll
ffect dissolved and .0
colloidal codc'e� tratlons.
Date sample collectect Dale s'ary -7
Laboratory Narnw. *,�ro Pe analyzed:
Cerlification No. qw.// ZVe *377
(S2MOOS for MOWS WOM Callected unfiltered -YES
NO and field addifted
WD
vigil
Nitrite_(NO2) as N
mg/I
Collform: MF Fecal*,. I
Nitrate (NO3) as N 1`11g1l,
MF Total
/100 M": I
Phosphorus: Total a-q'P—,- -3� mgA.
'Orthophosphate
jike. Um*,- MPH nwftd for highly turbid swphs)
MgA
Dissolved Solids:, -.Total
r6§11
Al - Aluminum
mg/I -
pH,(when'Malyzed)­­'
units
Ba -Radum
mgfl
Toc
mg/I
Ca - Calcium
mg/l,
Chloride
mg/1
Cd - Cadmium
mg/I
Arsenic,
mol
Chromium.- Total
mg/I
Gtease-and Oils:...
mgA
Cu.-Copper
mg11
Phenol'Fer-
mg1l,
Iron
M19A
stillald,
mg/I
Hg - Mercury
mgn
Specific Coridictbnce —Umho§
K - Potassium
mg/1
Total Ammonia
M-0
Mg - Magnesium
mg1l
TKN as N
mgq
Mn - Manganese
mg11
GW-59 Rev. 4196'
Inzed AgerAl Name and THIEP
4palurecUPeEgkiTor—AunwrizedAgerki)
Nl-�'-"Nickel F:
mg 0
P614",16ad
Z6,"ItZinc, .7—
mmunla, Nitrogen -
Oth"
er, PecRY Cbmpounds and
-7o
ORO ANICS: (dC,6C1M8,H PLC)
-7
(SPeCII.Y, test and Method 9. Atticii
ReliOrt Attached? Yes
VOC.- method # =
r+,
method # =
method #=
I I I U I I I Le a F I 11.2 11 to a 11 V 1 %1
(D
(Va

J / , eC4)-l'i-
� r:
Subject: (no subject)
it Date: Wed, -6 Feb 2002 02:10:46 EST
From: [e-mail]
To: [e-mail]
CC: [e-mail], [e-mail]
Jane: Here is the Draft Gray's Creek OP (finally!). Make sure they fix the
timer
("Off" time should be set for 27.minutes, not 270 seconds). Believe the
autodialer
also needed to be repaired. The ETM and cycle count data looked OK, once
things
-had stabilized (but I haven't completed reviewing, so if I find they indicate
any
problems, I'll let you know). They should also be reading water meter at
least on a
weekly basis through the end of this school year (see permit monitoring
conditions).
Don't think we've discussed monitoring wells. Are these in? See permit for
sampling,
requirements. Call if any questions! Steven
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M c,�• d- G i-e c d
7
I of 1 2/7/02 11:08 AM

Wastewater Collection, Treatment and
Subsurface Disposal System Operation Permit
In accordance with the provisions of Article 11 of Chapter 130A, General Statutes of North Carolina
as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Tim Kinlaw
Cumberland County Schools
P.O. Box 2357
Fayetteville, North Carolina 28302
FOR THE
operation of a 11,400 GPD wastewater collection and treatment system and 8550 GPD disposal system to
serve the new Gray's Creek Elementary .School, located on Alderman Rd., Gray's Creek, North Carolina,
with a maximum student population not to exceed 950, with cafeteria and no gymnasium. The system consists
of two grease traps (7000 gallons, combined), six-inch gravity sewer, septic tank (12,000 gallons with 2 Zabel
effluent filters Model A300-HIP); and recirculating/flow equalization tank (14,000 gallons), duplex pumping
system, including pumps and pump removal system, float tree and control panel with timer controls, three
recirculating sand filters (3744.square feet, total), flow splitter, final dosing tank (8000 gallons); quadruplex
pumping system, including pumps and pump removal system, float tree and control,panel with multiplexing
controls, four supply lines, four pressure manifolds, four conventional drainfields (7960 linear feet, total), four
designated repair fields, high water alarms with autodialer connections, and two groundwater monitoring
wells, with no discharge of wastes to the ground surface or to surface waters, in conformity with the project
plans specifications, applications and other supporting data previously filed and approved by the Cumberland
County Health Department (Local Health Department) and the Department of Environment and Natural
Resources (DENR) and considered a part of this pen -nit.
This system is classified as a TYPE Vb system in accordance with 15A NCAC 18A .1961, requiring monthly
inspection by the ORC with semi-annual inspection reports submitted to the local health department and at
least yearly inspection by your department.
This permit shall be effective from the date of issuance until PW and shall be subject to the following
specified conditions and limitations:
I. PERFORMANCE STANDARDS
The owner is subject to all provisions of Article 11 of Chapter 130A of the General Statutes and
15A NCAC 18A .1900 et. seq. The owner is especially referred .to Rules .1935 (31), .1937 (ij),
.193 8([), .1945(a,b), .1950(a through i), .1961 (a through m), .1965, .1967 and .1968.
2. The facility is prohibited from disposing of any chemical cleaners or any other potentially
inhibitory/interfering substance into the wastewater system, including out-of-date or damaged
food goods.
The facility is prohibited from operating a garbage disposal or grinder.
4. Condensate water from refrigeration and air conditioning equipment shall not enter the wastewater
system.

The issuance of this permit shall not relieve the Owner of the responsibility for damages to surface
or groundwaters resulting from the operation of this facility.
6. The wastewater treatment and disposal facilities shall be effectively maintained and operated at all
times so that there is no discharge to the ground surface or to surface waters. In the event that the
facilities fail to perform satisfactorily, including the creation of nuisance conditions or failure of
the subsurface disposal area to adequately assimilate the wastewater, the Owner shall take
immediate corrective actions including those actions that may be required by the Local Health
Department, such as the construction of additional or replacement wastewater treatment and
disposal facilities, upon receipt of a repair.permit.
Residuals generated from these treatment facilities must be treated and disposed in accordance
with the 40 CFR 503 and in a manner approved by the Division of Solid Waste.
Diversion or bypassing of the untreated wastewater from the treatment facilities is prohibited.
The Owner shall keep the plumbing. in the facilities served in good repair and eliminate leaks,
drips, or excess flows as they occur, and take steps necessary to prevent excessive
infiltration/inflow into the wastewater collection system.
II. OPERATION AND MAINTENANCE REQUIREMENTS
The facilities shall be effectively maintained and operated as a subsurface disposal system to
prevent the discharge of any wastewater to the ground surface or surface waters resulting from the
operation of this facility. The system shall be properly maintained and operated at all times in
accordance with the Laws and Rules, approved system design, plans and specifications, designer's
recommended O + M Manual, and with the requirements and schedule of Operation ,
Maintenance, Monitoring and Reporting of this permit. The system shall be effectively
maintained to prevent a failure as defined in the Law and Rules.
2. This system is classified as a Type Vb subsurface system. The Owner shall contract with or
employ a certified subsurface. system operator to be 'in responsible charge (ORC) of the
wastewater treatment facilities. The operator must hold a valid certificate at all times as a Certified
Subsurface Systems Operator. The Owner must also contract with/employ a certified back-up
operator and comply with the conditions of 15A NCAC 8A .0202. The ORC of must visit the
facility/system at least monthly, and must properly manage and document operation and
maintenance of the system and must comply with all other conditions of 15A NCAC 8A .0202.
The Owner must submit a letter to the Local Health Department, which designates the Operator in
Responsible Charge prior to Operation Permit issuance, and within thirty (30) days upon any
changes.
3. The daily application rate shall not exceed a long term acceptance rate of 0.36 gallons per day per
square foot of drainfield trench bottom area.
4. SCHEDULE OF OPERATION AND MAINTENANCE
A. Gravity collection system and effluent supply lines shall be inspected at least bi-monthly by
walking the lines and checking for settlement, leakage, or wet areas. The collection system
shall be maintained as follows:
• Visual inspections of manholes and connecting sewer lines and shall be conducted at least
bimonthly, and the septic -tank inlet during every monthly ORC inspection.
• If visible accumulation of sewage is evident, it shall be washed thoroughly with fresh
water into the sewer lines/septic tank.

• If accumulation of solids has not been removed by flushing, them the lines shall be rodded
with appropriate sewer line cleaning equipment.
• A log of inspections that shows the date of inspection, condition of segment, and
maintenance undertaken shall be maintained.
• Any additional clogging of these lines shall be remedied on an as -needed maintenance.
All emergency maintenance shall be noted in the inspector's log.
• Any spills of sewage shall be immediately reported to the Cumberland County Health
Department at [phone].
B. .The Septic tank and grease traps shall be inspected monthly for influent/effluent line blockage,
tank leakage, structural integrity, condition of the baffles, effluent filters and tees, and solids
accumulation. Blockages or leaks shall be repaired. The effluent filters shall be cleaned
whenever the tanks are pumped, or as otherwise needed, and repaired or replaced if necessary.
The Septic Tank (both chambers) shall be pumped annually, when the solids level exceeds
one-third of the liquid capacity of the tank in the inlet chamber, or as otherwise determined
necessary by the ORC or the LHD. The Grease Traps shall be pumped out semi-annually, or
as otherwise approved by the Cumberland County Health Department. Ground surface around
the tanks shall be inspected for areas of settling or ponding of surface water. These areas are
to be relandscaped, as needed.
C. The recirculating/equalization pump tank and effluent pump tank shall be inspected at least
monthly for proper operation, leaks and solids accumulation (daily if remote high water alarm
or autodialer system are not installed). Leaks shall be repaired and solids removed whenever
the septic tank is pumped or as otherwise found to be necessary. Pumps, controls, floats, and
alarms shall be cliecked for proper operation. All components of the pump/control systems
shall be kept in compliance with design standards. Pump elapsed time and cycle counter
readings shall be recorded and evaluated to ascertain proper pump cycling. Mean daily flows
delivered by all pump tanks shall be estimated, based either upon most recent determination of
pump flow rates (see below).
Autodialer shall be maintained in operable condition per manufacturer's recommendations.
D. The Sand Filter shall be in service at all times and shall have media in accordance with
approved design specifications or approved modifications. Vegetative growth or surface
debris shall be manually removed as needed but at least monthly. The flow splitter weir shall
be inspected for levelness, short-circuiting and debris accumulation and made certain flow is
being properly split per system design.
The low-pressure lines in the sandfilters shall be purged at least two (2) times per year.
Pressure on the distribution lines shall be checked and adjusted in accordance with start-up
conditions (approx. seven feet) after each purging and at least on a quarterly basis. Pump flow
rates for individual.filters shall be tested after each purging following pressure re -adjustment
as described below.
E. Pump Flow Rates in the filter dosing and final lift stations shall be tested at least two (2) times
per year by the following method:
• Determine depth of water in pump tanks, by measuring difference in depth from top of riser
to bottom of the tank, minus depth to liquid surface. Determine depth of liquid in tank.
• Run pumps from three (3) to five(5) minutes.
• Re -measure depth of liquid in tanks and similarly determine gallons of water pumped based
upon gallons/inch drawdown (125 gallons/inch for both the recirculating pump tank and
final dosing tank). Compute pump rate in gallons per minute from drawdown volume
divided by pump run time.

i
• Compare design/startup filter pumping rates to measured pumping rates. If necessary, make
adjustments to the timer controls and pump on -off levels to deliver design dose volumes to
filters and to drainfields each dosing cycle.
F. Drainfields shall be inspected at least monthly for seepage or saturation, surface water
ponding or settled ground surface, broken pipes, maintenance of vegetation, protection form
traffic, and diversion of surface water. The owner/operator shall be responsible for assuring
any broken pipe, manifold tap, cleanouts, etc., are repaired within 48 hours of becoming aware
of such a problem. Depth of ponding in trench inspection tubes shall be measured and
recorded during each inspection.
G. A suitable, year-round vegetative cover shall be maintained on the disposal areas. Clippings
and other landscape debris shall be removed from the disposal area as needed to prevent thatch
buildup. No traffic or other equipment shall be allowed on the disposal fields, with the
exception of mowing equipment, without the permission of the operator and the Cumberland
County Health Department. The application of chemicals to the distribution fields is
prohibited. Areas shall be relandscaped and vegetation reestablished, as needed.
H. Pressure Manifolds head during dosing shall be measured, and flow to each line viewed from
opened inspection ports in manifold feeder lines in conjunction with pump dosing at least
semi-annually (see above), assuring no lines are blocked, and record any changes made. All
divider tee inspection tees shall concurrently be opened to be checked for uniform flow
distribution.
I. Repair Areas identified for this project and access thereto must be maintained and kept
available for future repair. Not construction on or utilization of this area is permitted.
III. MONITORING AND REPORTING REQUIREMENTS
Any monitoring (including groundwater, surface water, soil or plant tissue analyses) deemed
necessary by the Local Health Department to ensure surface and ground water protection will be
established and an acceptable sampling reporting schedule shall be followed.
2. The pump elapsed time meters and counters and water meter shall be read and recorded at least
weekly, and estimated daily flows from each tank determined (as discussed above). Total daily
flow during any week shall not exceed the draiinfield design daily flow rate for this system (8550
gallons per day). Upon the concurrence of the Cumberland County Health Department, readings
interval may be extended to monthly after the first full year of system operation.
3. Effluent monitoring requirements: The final sand filter effluent shall be monitored at the specified
monitoring points and frequency, and as an indicator of proper operation and maintenance, shall
meet the water quality limits detailed in the table below.

Parameter
Sampling Point
Sampling
Type of
Effluent
FrequeneY
Sample
Limits
BOD5 (5-day, 20°C)
Septic Tank Effluent
Monthly*
Grab
200 mg/1
Sand Filter Effluent
Monthly*
Grab
10 mg/1
TSS
Septic Tank Effluent
Monthly*
Grab
100 mg/1
Sand Filter Effluent
Monthly*
Grab
10 mg/1
Grease Plus Oil
Septic Tank Effluent
Monthly*
Grab
50 mg/1
Total Nitrogen
Septic Tank Effluent
Monthly*
Grab
Sand Filter Effluent-
Monthly*
Grab
40 o
of ST or 50%
oeffluent
(TKN +NOx-N)
Ammonia as Nitrogen
Sand Filter Effluent
Monthly*
Grab
10 mg/1
*After the first year of operation, Owner may request the Health Department concur with reduction
in samply frequency to quarterly, with samples collected in September, December, March and
May of each school year.
All effluent sampling, preservation and analysis must be completed in accordance with the
requirements of 40 CFR 136 and at a wastewater lab certified by the State of North Carolina for
the specific analysis.
4. Two (2) copies of the operator inspection reports shall be submitted on or before the last day of
January, April, July, October, and must include the inspection reports for the previous quarter.
This report must include the inspections of all parts of the wastewater collection, treatment and
disposal system. An effluent data summary table shall also be included in the report.
Environmental Health Division
Cumberland County Health Department
227 Fountainhead Lane
Fayetteville, NC 28301
An on -site record shall be maintained of all residuals removed from this facility. This record shall
include the name of the hauler, permit authorizing the disposal or a letter from a municipality
agreeing to accept the residuals, date the residuals were hauled, and volume of residuals removed.
A maintenance log shall be maintained at this facility including but not limited to the following
items:
a. Sampling Results.
c. Record of preventative maintenance (cleaning of effluent filters, alarm servicing, cleanings,
tank pumping, sand filter servicing, etc.).
d. Dates filter distribution laterals are cleared of solids, pressure manifolds are inspected and
pressure head checked/adjusted;
e. Results of wastewater delivery rate and dosing volume measurements, and any adjustments
made to filter or drainfield timer control settings.
g. Preventative and repair maintenance completed.
h. Date field inspections
Noncompliance Notification:
The Owner shall report by telephone to the Local Health Department, telephone number (910)433-
3660, 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 food waste; the known passage of a slug of hazardous substance through the
facility; or any other unusual circumstances. `
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, blowers,
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.
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. When repairs are
needed in accordance with NCGS 130A-334(9)(a) and 15A NCAC 18A .1961(c), the permitted
must obtain a repair permit from the Local Health Department prior to making the repair.
IV. GROUNDWATER REQUIREMENTS
Well Construction:
Within ninety (90) days of permit issuance], the upgradient and downgradient monitor wells, MW-
1 and MW-2, shall be installed to monitor groundwater quality. The well(s) shall be constructed
such that the water level in the well is never above or below the screened (open) portion of the
well at any time during the year. Each monitoring well shall be located in accordance with the
approved plans, specifications.
a. The wells must be constructed by either a North Carolina Certified Well Contractor, the
property owner, or the property lessee according to General Statutes 87-94.4(b)(2). If the
construction is not performed by a certified well contractor, the property owner or lessee must
physically perform the actual well construction activities, and the well(s) must be constructed
according to the North Carolina Well Construction Standards (15A NCAC 2C .0108) and the
local county rules.
b. Within thirty (30) days of completion of all well construction activities, a certification must be
received from a professional engineer or a licensed geologist certifying that the monitoring
well is located according to this permit.
2. Sampling Criteria:
a. Monitor well MW-1 shall be sampled [initially after construction and prior to waste disposal
operations, and thereafter every April and November for the following parameters listed
below:
Water Level pH
Nitrate Nitrogen Fecal Coliforms
Ammonia Nitrogen Chlorides
TDS

Prior to sampling the parameters, the measurement of water levels must be taken. The depth to
water in each well shall be measured from the surveyed point on the top of the casing. The
measuring points (top of well casing) of all monitoring wells shall be surveyed relative to a
common datum.
b. Any laboratory selected to analyze parameters must be Division of Water Quality (DWQ)
certified for those parameters required.
3. Reporting / Documentation:
a. All reports and documentation (GW-1, GW-30, GW-59) shall be mailed to the following
address:
DENR-DEH-OSWS
Attn: GW Data
1642 Mail Service Center
Raleigh, NC 27699-1642
Updated blank forms (GW-1, GW-30, GW-59) may be downloaded from the Groundwater
Section's website at http://gw.ehnr.state.nc.us/ or requested from the address mentioned
above.
b. For the initial sampling of the well(s), the permittee shall submit a copy of the GW-1 Form
(Well Construction Record) with the Compliance Monitoring Form (GW-59) for each well to
the address listed in the "Reporting / Documentation" section of the Groundwater
Requirements. Initial Compliance Monitoring Forms that do not include copies of the GW-1
form may be returned to the permittee without being processed. Failure to submit these forms
as required by this permit may result in the initiation of enforcement activities pursuant to NC
General Statutes' 143-215.6A.
C. The results of the sampling and analysis must be received on Form GW-59 (Groundwater
Quality Monitoring: Compliance Report Form) by the Groundwater Section (address listed in
the "Reporting / Documentation" section of the Groundwater Requirements), on or before the
last working day of the month following the sampling month. The data of all groundwater
sampling analyses required by the permit conditions must be reported using the most recent
GW-59 form along with attached copies of the laboratory analyses.
d. Within sixty (60) days of completion of [the / all] monitoring well(s), the permittee shall
submit two original copies, of a scaled site map (scale no greater than 1 "=100'); however,
special provisions may be granted upon prior approval for large properties. The map(s) must
include the following information:
1) The location and identity of each monitoring well.
2) The location of major components of the waste disposal system.
3) The location of property boundaries within 500 feet of the disposal area(s).
4) The latitude and longitude of the established horizontal control monument.
5) The elevation of the top of the well casing (which shall be known as the "measuring
point") relative to a common datum.
6) The depth of water below the measuring point at the time the measuring point is
established.
7) The location of Review and Compliance boundaries.
8) The date the map is prepared and/or revised.

e. Control monuments shall be installed in such a manner and made of such materials that the
monument will not be destroyed due to activities that may take place on the property. Maps
and any supporting documentation shall be sent to the Groundwater Section as addressed in
the "Reporting / Documentation" above. The permittee is responsible for the geographic
accuracy of any map submitted, however produced.
4. Applicable Boundaries:
a. The COMPLIANCE BOUNDARY for the disposal system is specified by regulations in 15A
NCAC 2L, Groundwater Classifications and Standards. The Compliance.Boundary for the
disposal system is established at the property boundary. An exceedance of Groundwater
Quality Standards at or beyond the Compliance Boundary is subject to immediate remediation
action according to 15A NCAC 2L .0106(d)(2).
b. The 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 action in accordance with 15A NCAC 2L
.0106(d)(1).
5. Additional Requirements:
Any [additional] groundwater quality monitoring, as deemed necessary by the Division, shall be
provided.
V. INSPECTIONS
Adequate inspection, maintenance, and cleaning shall be provided, by the Owner to. ensure proper
operation of the'.subject facilities.
2. The Owner 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 Owner 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 Owner._ This log of
inspections shall be maintained by the Owner 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.
The Owner 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 Owner 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 Owner. This log of
inspections shall be maintained by the Owner 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.
3. Any duly authorized officer, employee, or representative of the Local Health Department or
DENR 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 pennit; 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
influent wastewater or effluent wastewater.

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. An Administering, Inspection and Compliance fee may be established by the Cumberland County
Board of Health or DENR.
4. Failure to abide by the conditions and limitations contained in this permit may subject the Owner
to an enforcement action by the Local Health Department or 'DENR.
Prior to a transfer of this land to a new owner, a notice shall be given to the new owner that
provides full details of the materials applied or incorporated at this site.
6. The issuance of this pennit does not preclude the Owner 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.
7. The Owner for the life of the project must retain a set of approved plans and specifications for the
subject project.
The Owner, 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.
9. The repair areas as designated herein, with setbacks, shall be maintained in an undisturbed state.
10. The Cumberland County Health Department may amend, revise, suspend or revoke this permit
including revising. frequencies in the Schedule of Operation and Maintenance and Monitoring
Schedule, based on monitoring data, water usage, system performance, or facility use.
Permit issued this the MW day of , 200Y
A. Cumberland County Health Department
, Environmental Health Supervisor
Permit Number

;N-28-2002 08:22A FROM:CUMBERLRND COUNTY SC 9106782550 TO-049197153227PP203 P:1/7
CUMBERLAND CO. SCHOOLS
• OPERATIONS/MAINTENANCE
810 GILLESPIE STREET
FAYETTEVILLE, NC 28302
• Phone: (910.) 678-2561
_x
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To: ST�yc�U /Je/l�Q(,cJ//-7 From• �%/� � 'V�e/lidi/L��. C.C.S'
Fax: 9 l i � 15 1 9- 0 Date:
Phone• paw: Pj
., Re: CC,
t] Urgent 0 For Review ❑ Please Comment O Please Reply ❑ Please Recycle

C"✓Iicrobac Laboratories, l-"e,��.,,s
rAYETTEVILLE'DIVISION NC #11
617 CASTLE BAYNE STREET NC #37714
FAYETTEVILLE, NC 28303 USDA #3787
[phone] / [phone] (FAX)
http://www.microbac.com
CHEMISTRY • MICROBIOLOGY • FOOD .SAFETY • CONSUMER PRODUCTS
WATER • AIR. j- WASTES • FOOD: • PHARlYIACEUTICALS • NUTRACEUTICALS
CERTIFICATE. OF ANALYSIS
CLIENT: Cumberland Co: School
,ADDRESS: Post Office Box 2357
Fayetteville, NC 28302
rr rONTACT__.PERSON:_ Mr. Mike Oxendine.
ACCOUNT NUMBER: #KC012
\SAMPLE ID: 1. Sand filter - ID.#01WE128410
2. Septic tank— ID #01WE128411
DATE REC'D: 12/06/01 SAMPLED: 12/06/01
SAMPLED BY: C. Wade
DELIVERED BY: C. Wade
SAMPLE CODE Waste water, Grab
REFERENCE:�:C,RAYS�CELEM• `
DATA REVIEWED B .
DATE REPORTED: 12/20/01
ANALYSIS
METHOD
1
2
BOD (mg/L)
EPA 405.1
5.20
1.69*
NITROGEN, AMMONIA (mg/L)
EPA 350.2
17.2.3
z4.05
NITROGEN, TOTAL KJELDAHL (mg/L)
EPA 351.2
19.5
37.14
OIL a GREASE (rng/L)
EPA 413.1
1.0
0.9
SOLIDS, TOTAL SUSPENDED (mg/L)
EPA 160.2
19.4
29.3
COblMNTS: * = Questionabie Data
< =Less than
> = Greater than
- - -
41
' A
PAGE 1 OF 1
The data and other. information containedron_ttiis, and other accompanying documents, represent only the k; M E M B E Fi
sample(s) analyzed and is rendered -upon:thecondition that -it is not to be reproduced wholly or in part for
advertising or other purposes with writeen approval from the laboratory.
\ USDA-EPA-NIOSH Testing Food Sanitation Consulting Chemical.and Microbiological Analyses and Research

JAN-18-2002 09:10A FROM:CUMBERLANn COUNTY SC 91067e2550 T---"4333669
G l�Iicrob c Laboratories, Inc.
FAYETTEVILLE DIVISION
817 CASTLE RAYNE STREET
.i FAYETTEVILLE, NC 28303
(910).864-1920 /-[phone] (FAX)
http://www.microbac.com
CLIENT: Cumberland Co. School
ADDRESS.` Post Office Box 2357
Fayetteville,. NC 28302
CONTACT PERSON: Mr. Mike"Oxendine
ACCOUNT NUMER: #KC012
SAMPLE ID: 1. Sand filter - ID #01WH128410
2. Septic tank - ID #01WE128411
P:3/3
DATE REC T: 12/06/01 SAMPLED: 12/06/01
SAMPLED BY: C. Wade
DELIVERER BY: C. Wade
SAMPLE CODE: Waste water,, Grab
REFERENCE: GRAYS CREEM ELEaL
DATA REVIEWED B ,
DATE REPORTED: 12/20/01
ANALYSIS
METHOD
1'
2
BOD (mg/L)
EPA 405.1
5.20
1.69*
NITROGEN, AMMONIA (mg/L)
EPA 350.2
17.Z3
Z4.65
NITROGEN, TOTAL KJELDAHL (mg/L)
EPA 351.2
19.5
37.14
OIL a OREABE (mg/L)
EPA 413.1
1.0
0.9
SOLIDS, TOTAL SUSPENDED (mg/L)
EPA 160.2
19.4
29.3
COMMENTS: * = Questionabie Data
< = Less than
> = Greater than
PAGE 1 OF 1
The data and other. information contained on this, and other. accompanying documents, represent only the MEMBER
sample(s) analyzed and is rendered upon the condition that It Is not to be. reproduced' wholly or In part for
advertising or other purposes without'written approval from the laboratory. JFA
USDA•EPA•NIOSH Testing Food Sanitation Consulting Chemical and Microbiological Analyses and Research

JAN-18-2002 09:09A FROM:CUMBERL,ANn COUNTY SC 9106782550 T^'�4333669 P:2/3
G: 41icrobac Laboratories, Inc.'
FAYETTEVILLE DIVISION NC #11
817 CASTLE HAYNE STREET NC #37714
Tqicrobac FAYETTEVILLE, NC 28303 USDA #3787
(910),864-1920 / [phone] (FAX)
http://www.microbac.com
CHEMISTRY,, MICROBIOLOGY - FOOD SAFETY - CONSUMER PRODUCTS
WATER - AIR - WASTES • FOOD - PHARMACEUTICALS - NUTRACEUTICALS
CERTIFICATE OF ANALYSIS
CLIENT: Cumberland Co. School
ADDRESS; Post Office Box 2357
Fayetteville, NC 28302
CONTACT PERSON: Mr. Mike Oxendine
-ACCOUNT NUMBER: #KC012
SAMPLE ID: 1. Sand filter - ID #)01WE107011
2. Septic tank - ID #01WE107012
- N
DATE REC'D: 00/02/01 SAMPLED: 10/02/01
SAMPLED BY: C. Wade
DELIVERED BY: C. Wade
SAMPLE CODE: Waste water, Grab
REFERENCE. GAYS CL2EZ:MLt�S
DATA REVIEWED BY:
DATE REPORTED: 10/12 1
ANALYSIS
bOMOD.
1
2
BOD (mg/L)
EPA
405.1
50.2
.170
NITROGEN, AMMONIA (mg/L)
EPA
350.2
21.85
29.13
NITROGEN, TOTAL KJELDAHL (mg/L)
EPA
351.2
24.64
30.24
OIL 6 GREASE (mg/L)
EPA
413.1
<0.1
0.41
SOLIDS, TOTAL•SUSPENDED (mg/L)
EPA
160.2
10.9
66.1
CONHMS: < = Less than
> = Greater than
PAGE 1 OF 1
The data and other information contained on this, and other accompanying documents, represent only the MEMBER
'
samples) anatyied and is rendered upon the condition that It Is not to be reproduced wholly or in part for
advertising or other purposes without written approval from the laboratory. -
USDA-EPA-MOSH Testing Food Sanitation Consulting Chemical and Microblological Analyses and Research

CLIENT: Cumberland Co. School
ADDRRSS: Post Office Box 2387
Fayetteville, NC 28302
CONTACT PERSON: Mr. Mike Oxendine
ACCOUNT NUI-SER: #KC012
SAMPLE ID:. 1. Sand filter - ID #01WE96271
2. Septic tank- ID #01WE96272
DATE REC'D: 09/06/01 SAMPLED: 09/06/01
SAMPLED BY: C. Wade
DELIVERED BY: C. Wade
SAMPLE CODE: Waste water, Grab
REURENCS: GRAYS CREM EL,LNi
DATA REVIEWED BY:
DATE REPORTED: 09/17/O1
**{ridr�yJi*i*J**i*iii*ii************# ***i* 4,***J*************44i******
AMYSIS bw=OD 1 2
i �riitii+iik i�*J*iiJiJJi i1r ►Ji**i**yiiiti�►Jii11r V1`�t1"!<'J iJJii4iiiiiit iiiititit ilrA ii{iJiiJ*JJ*Ji**
NITRATE (mff/L) EPA-353.3 53.2 24.2
C5: < = Less than
> = Greater than
PAGE 1 OF 1
The data and Other information conialned on this, and other accompanying documents, represent only the M B E R
sample(s) analyzed and Is rendered upon the condition that it is not to be reproduced wholly or in part for
arhrartiatnn nr nthar nurooses without written soprovai from the laboratory,

Inc. ®IVYicrobac Laboratories,
FAYETTEVILLE DIVXSION NC #11
M' robae 1- 817 CASTLE HAYhfE SxYtEET 23C #37714
le 1 FAYETTEVILLE, NC 28303 USDA #3787
[phone] ./ (910) '864-8774 (FAX)
http://www.microbac.com
CHEMISTRY - MICROBIOLOGY - FOOD SAFETY - CONSUMER PRODUCTS
WATT - AIR - WASTES - FOOD PHARMACEUTICALS NFU-'RACEUTICALS
CERTIFICATE OF .ANALYSIS
CLXENT6. CuMberland Co. School DATE REC'D: 08/23%01 SAMPLED: 08/23/01
ADDRESS: Post Office Box 2357" SAMPLED BY: C. Wade
Fayetteville, NG 28302 DELIVERED BY: C.'Wade
CONTACT PERSON: Mr. Mike Oxendine SAMPLE CODE: Wastewater, Grab
ACCOUNT NI(AME1,11. #XC012 REFERENCE: GR"S .0 Z1-XK
SAMPLE 10: 1. Sand filter - ID #01WE85889
2: Septic tank.- ID401WE85890
DATA REVIEWED BY:
PATE.REPORTED: 09/10/0"1 --- -
ANALYSIS 1�.'TiiOA 1 2
iiiiii*ir':Ifiiit+itt%�Fi+i+i++ik`b++ti+�ir }iiiittW'b'��ti.i+titi.+ttYr �iitA'Yi}.bi+iiii+++iii•YY �YiJrii++iii+i
NITRATE (mg/L) EPA 353.3 29.4 <1.0
COiel MMS: < = Less than
> = Greater than
PAGE 1 OF
The data and other Information contained on -thie, and other accompanying documents, represent only the M E M B E R
sample(s) analyzed and is rendered upon the condition that it is not to be reproauoed wholly or in -part for
advertising or other ourooses without written approval tfom.the laboratory.

,....
C _'Ji�:^ ��r � k' �c'`h :- ;=e.Y�1•, i.'• �.��. �i�a�.°�" �� ,•�a - �-�: ;r.:.;.'�:iif
.ftx
From: �ilixa. �.ST% nS
phone:- [phone] Fax: [phone]
Fair-
phaim
227 Fountainhead lane ` Fayetteville, North Carolina 28301

:� Hobbs1
J, Upchurch & Associates,-P A
r Consulting Engineers
4917 Waters Edge Drive,, Suite 270 a Raleigh, NC 27606
October 25, 2001
REC � �:
Mr. Steven Berkowitz, P.E.
Division of Environmental Health, On -Site Wastewater Section NOV O 5 2001
P.O. Box 29594
Raleigh, NC 27626-0594
On -site Wa;_t&jyater Sedan
Subj: On -Site Wastewater System to serve the Gray's Creek Elementary School, Cumberland County,
-North Carolina
HUA Project.Number CU0001
Dear Mr..Berkowitz:
1. On May 31, 2001, Hobbs, Upchurch and Associates conducted a final inspection of the subject
wastewater system with yourself, Cumberland County Health Department personnel and Cumberland
County Schools (CCS) personnel. The Contractor, The TARA Group was not represented. All the
punchlist items have since -been addressed and the system is functioning per design.
2. Attached please find one (1) copy of the As -Built Plans for the subject wastewater system and my
Engineer's Certification of the system installation. Please note that the system was installed
substantially in accordance with approved plans with the modifications and exceptions noted in the
certification and as approved by your office.
Please feel free to call us if you have any questions.
Very truly yours,
HO S C CH AND ASSOCIATES, P.A.
R.N. Godshall, P.E.
Wastewater Project Manager
Raleigh • -Telephone [phone] • Fax [phone] e-mail: [e-mail]
Charlotte -• Southern Pines Myrtle Beach 0 Kill Devil Hills

Gray's Creek Elementary School October 25, 2001
On -Site wastewater System, Page 2 of 2
ENGINEER'S CERTIFICATION:
I, Robin N. Godshall certify that the on -site wastewater system to serve the Gray's Creek Elementary
School, Fayetteville, NC, has been installed substantially in accordance with the plans and specifications
approved by the North Carolina Division of Environmental Health, On -Site Wastewater Section with the
following modifications:
a. Per correspondence and with the concurrence of CCS, all parties acknowledged that the sand
media was not per the specifications. CCS acknowledges that the system will require additional
attention and may require media replacement earlier than planned.
b. As shown on plan sheet 7, a redesigned recirculation flow divider weir was reviewed and
approved by your office prior to installation.
c. The valve vault for the final dosing force mains was separated into two valve vaults.
d. The Contractor did not complete final grading in the subsurface drainfield are to provide positive
surface drainage. Therefore, CCS accomplished this final grading as shown on Plan Sheets 10 and
11. Additionally, a drainage swale was established up -gradient of the system area to intercept
surface stormwater runoff.
e. As shown on Plan Sheets 12 and 13 aluminum unistrut bracing was installed in the risers of both
pump tanks to provide stabilization for the discharge piping.
The installed system includes:
a. A 3,000- and a 4,000-gallon grease trap, in series, connected only to the kitchen wastestream.
b. Approximately 403 ft of 8-inch SDR 35 PVC gravity collection sewer with cleanouts.
c. A 12,000-gallon septic tank, SRTC ST13466, with two Zabel-A300-HIP effluent filters.
d. Three force main valve vaults; one for sand filter dosing and two for final dosing.
e. Two pump tank control panels with elapsed time meters, event cycle counters, alarms,
autodialers, etc.
f. A 14,000-gallon sand filter dosing pump tank with three (3) Goulds model 3886 WS 15
submersible pumps and mercury float switches.
g. A 3-cell 3,744 ft' recirculating sand filter with sleeved 1'/a -in PVC distribution lines and 4-inch
PE underdrain collection lines.
h. A recirculation flow divider weir.
i. An 8,000-gallon final dosing.tank, Stayright PT-184, with four (4) Goulds model 3887 WS10B
submersible pumps and mercury float switches.
j. Approximately 1,907 ft of 4-in Sch 40 PVC force mains.
k. Four drainfields, with a total area of 23,750 fO and a total of approximately 7,960 ft of 4-in PE
drainlines. Four equally -sized repair areas were also dedicated per the plans. Each drainfield is
equipped a 120 pressure manifold and two 2-inch Sch 40 PVC (screened) observation ports.
1. Two Type -II groundwater monitoring wells, one up -gradient, one down=gradient of the
groundwater flow.
This certification is based on my periodic inspections of the construction and the witnessing of key
installation events.
t%AJnnrr
Respectfully Submitted,
R.N. Godshall, P.E.
Water/Wastewater Project Manager

1 Hobbs U "church` & Associates P.A.
p -
Consulfina. Engineers
4917'Waters'Edge Drive, Suite 270.9Raleigh, NC 27606
October 25, 2001
Mr. Danny Soles
Cumberland County Health Department
227 Fountain Head Lane
Fayetteville, North Carolina 28301
Subj: On -Site Wastewater System to serve the Gray's Creek Elementary School, Cumberland County,
North Carolina
HUA Project Numbers CIJ9802 and CU0001
Dear Mr. Soles:
I. Attached please find one -copy of the As -Built Plans for the subject wastewater system. Also attached
is a copy of my final -letter and Engineer's Certification to. Mr. Steven Berkowitz, NC DEH, On -Site
Wastewater Section.
Please feel free -to call us if you have any.questions or if we can be of further service other projects.
'Very truly yours,
HOBBS .UPC CH AND ASSOCIATES, P.A.
R.N. Godshall, P.E:
Wastewater Project Manager -
Raleigh • . Telephohe 919-854-0233 Fax [phone] • e-mail: [e-mail]
Charlotte . Southern Pines • Myrtle Beach -Kill Devil Hills

N. ,
Jun 06 01 11:00p
HUR Raleigh 9?n-954-7815
FACSIMILE
Hobbs, Upchurch
& Associates. P.A.
Consulting Engineers
4917 Waters Fdge Drive, Suite 270
Raleigh, North Carolina 27606
[phone] FAX [phone]
TO:
Steven Berkowitz
DEH Oii-Site Wastewater Section
FAX NUMBER:
PHONE NUMBER:
'
919 715-3 71�
FROM:
Doc Godshall, P.E.
Hobbs, Upchurch & Assoc., P.A.
NO. OF PAGES:
(including cover)
5
DATE:
June 6, 2001
HUA PROJECT #
CU0001
Gray's Creek Elementary School On -Site Wastewater System
State In;, tion
MESSAGE:
Steven,
1
2,
3.
I got your fax with the punchlist. While I believe that most if not all of the items can be
accomplished fairly quickly, we may have some questions regarding some of the items. I'll be
speaking with Jack Chapman tomorrow regarding a proposed cost and schedule. I'll keep you and
Danny Soles informed as to our progress.
Attached are the surveyed inverts that the surveyor (hired by the TARA Group) gave us last year after
the tanks were installed. PIease note that his inverts do not correspond with those on the plans since
he used a difference reference point (datum). However, the relative inverts should be correct and I'll
be double checking these against changes made in the field prior to submitting the As-Builts and
certification.
Also attached are the last two months of observed water meter readings from the school. The average
daily that CCS calculated is based on a-5-day school week. Mike Oxendine is looking for previous
months data. .
Thanks,
Doc
,n a
G1 d:�/ .�57 t a ! G�'. �/,-.u^' �,,, try � �. � �� L� C •,•�^'+
F
Page 1 of 1

Jun 06 01 11:00p HUR_ Raleigh
} MAY-31-2001 03:55P FROM:C:UMBE _9 COUNTY SC 9106762550
FAX
Date 9-/ ;, /O/
Number of pages Including cover sheet
To: /' !
t1c) S ,LIJQ ✓�G�—�SSD�_
Phone 20 -$S`/- 791r
Fax Phone
CC:
3197854-7815 p.2
TO: i .B547815P203 P: V3
301 Maintenance -Cumberland Co Schools
Highway 301 South
107 East Mountain Drive
Fayetteville, NC 28306
ROM: /
��. .6c/1.�•�ot! Ica. Sc o/s
Phone [phone]
Faxlhone 910-678-2560

Jun 06 01 11:00p HUR Raleigh
MAY-31-2001 03:56P FROM:i.-UMBE D COUNTY 5C 9106782550
,'
819-854-7815
T0:1 ----G5,j7815P203
P:3"3
p.3
X C. Deparlttunt of Environment and Nawral Resources
Division of Environmental Health
Public Water supply section
Month: ft
Year: - WATER USAGE REPOT T TOIAI Number
of Days Water
Pumped:
PUBLIC WATER SYSTEM FORTotal Number of
Wells In Use: 1�
(PW51D: 3
Total Number of
WATER PURCHASED FROM Wells in System: 1
(PWSID: j
COUNTY NAME: Cumberland,
_am_�-��
am
RM
Comm
KIM
=�
J• Clay Wade/Mike Oxendine
Signed:
------, _,
0MA 3M iReWsedW2) Certification: Grade C-wellNo.
Water Supply (Review9)g7) Telephone Number 910 ) 678-2560

r
Jun 06 01 11:01p HUR Raleigh 919-854-7815 p.4
MAY-31-2001 03:55P FROM:CUMBE ) COUNTY SC 9106782550 TO-$ B547815P203 P;2,3
N. C, DcpaM=t of Eavironmcnt and Nat mi Rcsauncxs
Division of Envitoameatst Health
ftblic Water Supply Section •
Month., ^ WATER USAGE REPORT Total Number
Year: 01 of Days Water
Pumped: --
Gra•✓S Geery Total Number o4
PUE3dJC WATER SYSTEM FOR '4 f��"7e" Wells In Use: 1
(PWSID: Total Number of
WATER PURCHASED FROM
Wells in System: l
(PWSID. .
COUNTY NAME: Cumberland
DATE
TOTAL WATER
PURCHASED
OR PUMPED
CHLORINE USED
(Speelty lbs.
orgalloms)
pN
In system
Soda Ashe
Phosphate
FREE CHLORINE RESIDUALS
In3ystem
(mgm
SAMPLE LOCATION
tl) ,
(2)
13)
14)
is)
P)
lei-
2
3
4 ,
' 5
6
'
7
/
r
.S !
C 4.-✓.
s
to
12
13
15
19
19
'
20
21
4,61tJG
7.
%.
J
22
23
24
25
28
27
28
L�
29
30
31
Tot.
e7
Chlorine S ciucations: Product Name CI Or Q X
Liquid '
Type Strength
5.25 %
Avg.
9
Max.
Min.
J. Clay Wade/Mike Oxenditle
Signed:
C-well
Certification: Grade � No.
DENR 339S (RvAsPA 3/92)
Wetersungy(Review3rs7). Telep;hone Number: � 91.0 ) 678-2560

Jun 06 01 11:01p HUR Raleigh 919-854-7815
' APR 2 0 2000
L----------------
JAMES R. ADAMS AND ASSOCIATES
301 Cumbertand Street
Fayetteville, N.C. 2830i
1910) 483-1201
Elevation Verification - Grays Creek Schooi
Station
Elevatio
Floor
105.20
Inlet to 12k tank
95.41
Outlet - 12k tank
95.11
Inlet to 14k tank
95.03
Outlet - l4k tank
Pumped
Recirculation inlet
94.88
Inlet - sand filter
Pumped
Outlet - send filter
97.11
Inlet - weir
97.02
Outlet - weir
96.02
Recirculation oullet
96.02
Inlet - dosing tank
93.50
p.5

FILE COS,
State of North Carolina
Department of Environment
and Natural Resources
Division of Environmental Health
Michael F. Easley, Governor
William G. Ross Jr., Secretary
Linda C. Sewall, Director
Bill Jeter, Chief
June 5, 2001
Mr. Danny Soles
Environmental Health Supervisor
Cumberland County Health Department
2227 Fountainhead Lane
Fayetteville, NC 28301
(Courier No. 14-59-32), Fax: [phone]
1•�
±NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
RE: Inspection of Installation, Grays Creek Elementary School Wastewater System, Alderman
Road, Grays Creek, Cumberland County, NC, Project No. 98-34
Dear Mr. Soles:
I appreciated the opportunity to work with you and Adrian Jones of your staff on May 31, 2001,
to inspect the installation of the new wastewater system serving the new Grays Creek Elementary
School. Also present during this inspection were David McCloy, OSWS Regional Soil Scientist,
Doc Godshall, P.E., design engineering firm representative, and Michael Oxendine and Ted
Taylor, Cumberland County Schools. Tommy Bell, School Maintenance Supervisor also was
present for a brief period of time. Assistance by all parties present during this inspection was
9
greatly appreciated.
While much of the work completed to date appeared to be in accordance with approved plans and
specifications (or approved modifications), we are concerned that some key issues still need to be
addressed, and that this school has operated on Pump and Haul for an entire school year without
remaining wastewater system problems being resolved.
The following items were identified which must be addressed prior to the installation being
considered completed and the Operation Permit for this system issued by the Cumberland
County Health Department:
1. Water Conserving Fixtures appeared to have been installed as required. The plumbing
contractor should confirm that each fixture (especially the sinks) has been adjusted for
ON -SITE WASTEWATER SECTION
1642 Mail Service Center, Raleigh, North Carolina 27699-1642
Telephone [phone], . FAX [phone]
An Equal opportunity Affirmative Action Employer
50% recycled/ 10% post -consumer paper

June 5, 2001� U
Page 2of4 FILE
VP
proper operation and flow rate.
2. Grease Traps appear to have been installed in the area indicated, although configured
differently from how they are shown on the plans. As -built plans and specifications should
include. revised tank locations, and engineer.'s certification must be provided that traps were
constructed and installed properly.
It appeared that excessive grease was being poured down the drain. The food service
staff must be instructed not to disposed of grease or waste oils into the wastewater
system. This should include posting of signs in key locations within the kitchen.
3. Collection Sewers: Provide confirmation of passage of a leakage test, as specified.
The first manhole ring must be reset and resealed to its manhole cone.
4. Septic Tank appears to have been designed/installed with inadequate freeboard, causing the
backing up of liquid from the tank into the influent sewer. This will require increased
surveillance and maintenance in order to prevent solids accumulation within the influent
sewer line (see further discussion, below).
Confirm that proper filter model has been utilized (e.g., Model 300-HIP, which should be 26
inches tall. Effluent filters also did not appear to have been installed properly. Stainless
steel supporting screws and bolts were either not present or not connected properly. These
must be repaired. The filter manufacturer will provide a replacement filter top with
improved design enabling a riser extension with handle to be installed to facilitate filter
removal for maintenance. These should also be obtained and installed per manufacturer's
recommendations.
Tankage area,general: Water supply should be provided, protected with minimum of double
check valve assembly. This will enable solids to .be kept from accumulating in the lower
portion of the collection sewer, allow for proper cleaning of the effluent filters, and provide
water for aid in testing pump system performance.
Invert elevations must be provided, including inlet/outlet and bottom elevation for all tanks,
sand filter underdrain inverts, splitter box inverts (inlet and outlet) and for the return pipes to
the dosing tanks (where they enter each tank). It is hoped that a substantial portion of the
sand filter dosing tank is below the level which would lead to an overflow/bypass over to the
final dosing tank. Further modifications may be advised, depending upon what the actual
invert elevations turn out to be.
6. Pump Tanks (both): Float trees must include a larger sleeved pipe over the support pipe set
in larger concrete. block (so internal pipe stays in place) to facilitate removal. Pump
disconnect and support brackets and float tree must be located within 18-inches of the riser
top, so that pumps and floats can be removed without requiring entrance into the tank.
c•
Level control floats must be confirmed to be set at levels specified in the approved plans.

June 5, 2001
Page 3 of 4
FILE COPY
Note that the high water alarm activation level must be at or below lag pump activation
levels.
Leaky check valves must be repaired/replaced.
Mechanism must be provided to drain hatch channels (not to the bottom of the vaults).
Confirm'autodialer alarm systems are functioning properly.
7. Filter Dosing Tank:
No provisions have been made to equalize flow, despite this system being specifically
approved based upon the proposed use of a flow equalization system. Method to rectify
this problem must be proposed by the design engineer, specifically approved by this office,
and retrofitted into the control system for this pump station. Pumping rates measured to the
sand filter zones were approximately 220 gpm (at pressure head of about seven feet). 'This
rate must be utilized in the equalization dosing system required for this system.
8. Sand Filter: Cleanout end caps should be modified to also provide ventilation to the filter
underdrains.
It is our understanding that fine filter sand was utilized instead of coarse filter sand, as
specified in the approved plans and specifications (effective size .42 - .52 nun, vs .8-1.2
specified; uniformity coefficient 2.6-3.1, vs <2.5 specified, dust content .3-.6, vs <.5
specified). This will increase the likelihood of premature failure of these filters. The School
system is apparently aware of this problem and possible consequences, including the
possible need to replace the filter sand earlier than otherwise would have been necessary.
To reduce the likelihood of problems and extend the filter life as much as possible, it is
advised to keep the grease traps and septic tank pumped out at a more frequent basis. If
flows will allow, consideration should be given to normally dosing two filter cells at a time,
allowing the third to rest (long-term drying out should minimize the development of a
clogging zone on the filter surface).
9. Final Dosing Tank: Quadraplex alternator did not appear to be functioning properly, which
must be rectified.
10. Nitrification Fields: Final landscaping should include filling in areas over lines which have
settled, and after a prescribed period of time, reseeding (and mulching, if needed).
The fields/manifolds are to be fenced to protect from unauthorized access.
11. Engineer's Certification and As -Built Drawings must be resubmitted once the above items
have been addressed.
12. Operator Contract must be demonstrated to have been executed with a Certified Operator,
unless the school system has on staff a subsurface certified operator to be assigned as the

a - _
June 5, 2001 FILE Cg[�
Page 4 of 4
Operator in Responsible Charge (ORC) for this system.
A model Operation Permit for this facility will be separately sent to you, which you may wish
to modify/supplement. This must include agreed -upon requirements, including:
-Recordation of water use readings, elapsed time and cycle counts for filters and fields
during each operator inspection. Water use should be taken'at least on a weekly basis for
the first year of operation.
-Monthly effluent sampling (which may be discontinued after at least one year. of
consistently satisfactory data) from the septic tank and final effluent for BODS,. total
suspended solids (TSS), grease plus oil (FOG), ammonia nitrogen (NH-4) and total
nitrogen .(TN), with levels to, remain less than 200 and 10 mg/1 for BOD, 100 and 10 for
TSS, (septic tank and sand filter effluent, respectively), 50 for FOG (septic tank effluent),
10 for NH-4 (final effluent), and 40% reduction of TN (final effluent -vs -septic tank
effluent).
We will be glad to provide a copy of the Draft Permit electronically, if that would facilitate.your
final editing and issuance.
Please feel free to contact us if you have any questions pertaining to this inspection report and
recommendations, or if we can be of any further assistance with this project.
Sincerely,
Steven Berkowitz, P.E.
On -Site Wastewater Engineering
Cc: David McCloy
Doc Godshall
Michael Oxedine and Ted Taylor
Tim Kinlaw

JAN'-28-2002 08:23A"FROM:CUMBERLAND COUNTY"SC 9106782550- T0;919197153227PP203'- P 3/7..'•'
GRAYS CREEK ELEMENTRY ,
SEPTICTANK
Date Pumv Run Time
-o 1.7.
-a) 2.
3.
.Pum Counter's
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4. 2
Panel B
2
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Date
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WATER, COLUMNS SET -AT 51 :OK
COMMENTS:
-

JAN-28-2002'09:23A FROM CUMbERLAND COUNTY SC 9106782550 TO 919197153227PPz03 P,4�7';,.'
t -
GRAYS CREED ELEMENTRY
SEPTICTANK
Panel A _
Date
Pum Run Time
3-6
Pum Counter's
y-r� -u 1
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Panel B
Date
Pum Run Time
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JAN-28=2002 08:24A FROM:CUMBERLAND COUNTY SC 9106782550 M 919197153227PP203' P:5/7
GRAYS CREEK ELEMENTRY
SEPTICTANK
Panel A
Date
Pump Run Time
°--°
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WATER COLUMNS SET AT 51 OK ti%
COMMENTS: / 0- 3 a- o

JAN-28-2002 08;84A FROM:CUMBERLAND COUNTY SC 9106782550 TO:919197153227PP203 P:8/7
GRAYS CREEK ELEMENIRY
SEPTICTANK
Panel A AJA tj 2 tics
Date
Pump Run Time'-
M�;b
co2
-o I3.
3,
4. 55-
Lf, Lt
Pump Counter's
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b
1 3 5`7
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Panel B
Date
Pump Run Time
1
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2. c9 3 , -5
4.
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-3 6
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PWm p Counter's
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'JAN-28=2002,08:25A'FROM:CUM13ERLAND COUNTY _SC 9106782550 TO:919197153227PP203 P:V7
GRAYS CREEK ELEMEN_ TRY
SEPTICTANK
Panel A I J Q o
Date
r I(
Pump Run Time",
a�-01
2. o.d 1
S g,
G
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3. 6,2,.
,
4. .
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Panel B
Date-
Pum Run Time
i..��,5
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Hobbs, Upchurch and
Associates
0 Pumping Drawdown Tests -for �.
Gray's Creek'Elementary School
On -Site Wastewater System
Date: 05/25/2001
Project: Gray's Creek ES OSWS
Project No.: C00001
Pump Tank- Sand Filter Dosing Tank
Test No.: 1
Pump No:.
Design Pumping Rate:
Design TDH:
1 (r
178
21.0.
gpm
ft
Time.
Increment
Elapsed
Time
Depth -to -
Water
delta
a l
0.00
1
1.00
Crl r!
2
2.00
4
4.00
/Jv 5
5.00
y L,3i
6
6.006..
7 s
7
7.00
8
8.00
mod-
9
9.00
10Z .
10
10.00
311
11.00
0� .
12
12.00 G5
13
13.00..,:
14
14.00 ' :
'.; ,i97 4 •" _ = =
15
15.00
Average/Stabilized
x 20 x -. 10 xJ
Stabilized Tank Tank
delta Length Width
(ft/min) (ft) (ft)
= Achieved gpm #VALUE!
Percent of Design #VALUE!
Acceptable Percent 80.0%
Acceptable? #VALUE!
.p
Remarks:
7.481
(gals/ft')
Test not run; Pump missing, being replaced
May 2001
C00001
Date: 05/25/2001
Project: Gray's Creek 'ES OSWS
Project No.: C00001
Pump Tank: Sand Filter Dosing Tank
Test No.:
Pump No:.
Design Pumping Rate:
Design TDH:
2 ;"Z=Zr
178 gpm
21.0 ft
Time
Increment .
Elapsed
Time
Depth to
Water
delta
Z. 0
0.00
97.
1
1.00
2
2.00
3
3.00-
;.
4
4.00
5-`
- 5.00..._
-7
6
6.00
C? c ✓".
7.
7.00
3/
8.
8.00 .
10 r' 14t
9
9.00
10
10.00
��¢?
11
11.00
ram. 3Aq
12
12.00
A, a.: °'
13 _
13.00
` U,
_
14.
14.00 -
15
15.00
Average/Stabilized
0.16 x 20 x 10 . xJ
Stabilized Tank Tank
delta Length Width
(ft/min) (ft) (ft)
_ Achieved gpm 239.4
Percent of Design . 134.5%
Acceptable Percent 80.0%
Acceptable? Yes
Remarks:,
7.481
(gals/ft')
Needed to tighten check valve.
�� Page 3.of4
��

RECEIVED
State of North Carolina
Department of Environment
and Natural Resources
Division of Environmental Health
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Linda C. Sewall, Director
To: Steven Berkowitz, P.E.
JUN 20 9-000
DEHNR.DEH IT T • i
Memorandum
From: David McCloy, Regional Soils Specialist D v M
Re: Grays Creek Elementary School, Cumberland Co.
Date: June 16, 2000
NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Per your request, I visited -the Grays Creek Elementary School drainfield site to observe -any field -
related issues' prior to finalization. I -made -the -visit orr June 12. Accompanying me were Danny
Soles, Kenneth Pope; and the Health Director -of the Cumberland County Health Department and
Carion Mercer of Cumberland County Schools. My observations for field -related issues were:
1. Soil had settled especially from around several of the -solid- PVC pipes -leading from
each of the four distribution manifolds: Soil- had also- settled from-ar-ound the
distribution manifolds and within some of the graveled drainlines.
2. Vegetation on the four- initial'subfields; as -well as -on -the four repair subfields, was -
predominately of a "weedy" nature, although some grass was seeded.
On an additional note, I also observed that:
3. Three -feet and two -inches of -water was measured in -the bottom of the nitrification
field -dosing pump tank. It- was -inferred -by those present that -this -water- was due to
approximately two and one-half inches -of rain that -fell -on June -10. With the internal
-dimensions. of the -pVmp- tank to be 20 feet x 10 feet, this translates to 4737 gallons of
water. The source of this4737 gallons is assumed to be -one-half ' (due to the sand
filter re -circulation splitter)-of the rainwater- that actually fell (9475-gallons)-over the
area of the sandfilter.
ON -SITE WASTEWATER SECTION
1642 Mail Service Center, Raleigh, North Carolina 27699-1642
Telephone [phone] FAX [phone]

I
I have the following requirements for the site:
1. Carefizlly fill soil around -components of -the four initial subfields -where the soil had
settled.
2. Landscape the entire area -of the initial -and the-r-epair-subfields so that -mowing man -be
routinely acconiplish�d.
3. Establish a reasonable grass cover -over -the -entire area of -the initial and -the -repair
subfields.
I also strongly recommend that:
1. _Uons & et additional barer fence to -encompass all-of-the-initialand=repair-subfields.
There is a ready source of children -from -the school, as well as from the neighborhood,
I
o play in this area.
Please contact me if I can be of flurther assistance.
cc: Danny Soles
Carlon Mercer

Cl-tAar-
K
0 7
= vt mot- C,
I Post -it® Fax Note ° 7671
� 1 i,_A
I Co./Dept.
re _ Pne #
ph
O/
4MMUAM
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F16' G ` r-,�23 ���

FROM : MOBILE WELL DRILLING FAX NO. : 910 483 6701 ( Jun. 29 2003 10:51PM P3
North Carolina - Department of 9nvironment and Natural Resources - Division of Water Ouality • Groundwater Section
1635 Mail.. Ser-emik Center - Raleigh, N.C. 27699-1636-Phone [phone]
WELL CONSTRUCTION RECORD WELL CONTRACTOR: 2<04"
WELL CONTRACTOR CERTIFICATION 4:
STATE WELL CONSTRUCTION PERMIT0:
1. WELL USE (Check Applicable Box): Residential ❑ Municipal ❑ Industrial ❑ Agricultural ❑ Monilorirg �/
Aecovery❑ Heat Pump Water Injection [] Other 0 If Other, List Use:
2. WELL LOCATION- (Show sketch of the location below)
Nearest Town: _c 0� County: _e� •au"A 46, C,0
s� Q.,g. z c �2e�e_.� .�/err► �9GQ �/���,a.y i�
(Ro�adAame and Numbers. Community, or Subdivision and Lot No.) DRILLING LOG DEPTH
3. OWNER 1A "_JA0J oaL... From To' Foera:inn Q—brtp w.
Addresste
user ar au a o.
y.•�
cliyd& Town State zip Code
4. ' DATE DRILLED 9-�C-enb c
5, TOTAL DEPTH a02' A�
6. CUTTINGS COLLECTED YES 0 NO[Rr
7. DOES WELL REPLACE EXISTING WELL? YES Q NO[2'
8. STATIC WATER LEVEL Below Top of Casing: 1_ FT.
N (Use': It Above Top of Casing)
9. TOP OF CASING IS .O FT, Above Land Surface*
-rap of easing terminated at/or below land surface requlros a variance In eeeor.
`dance with 15A NCAC 2C .0113
10. YIELD (gpm): .._92 METHOD OF TEST
-
II
�I II
N`i1FNR FAYE TR41 r FEGIOntnl n�nrc
n
'I 1. WATER ZONES (depth). ._
s
12. CHLORINATION: Type Amount If additional space is needed use baataf !cam
13. CASING:
LOCATIO
Wall Tfuekne :s N SY_E-Tgs
Depth Diameter orWelpht/Ft. Material (Show direction and Qistance from = le=rfro Hate
From To Fl. �_ �_ .#ke Roads, or other t-p reference poi==
Fiom To Ft.
From To Ft.
14. GROUT:
Depth Material Method
From C2 To . OF12 FI:
From To Ft.
15. SCREEN:
Depth `jwDiamele? Slot Size Material
From 1_ To -2 Ft _ , in. 11 in. Vc
From To Ft._ in. in.
From To Ft. In. In.
1 S. SANDIGRAVEL PACK:
17
Depth G;" Size Matenal
From /O To.. Ft—atsAiAli
From To FL �
REMARKS:
100 HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH I SA 14CAC 2C, "of/ELL
CONSTRUCTION STANDARDS, AND THAT A COPY OlgTHIS REkQRD HAS BEEN PROVIDED TO THE V/ 110i+•rfi/.
FOR OFFICE USE ONLY 8•
Quad No: sla yuli OF PERSON COrrSTRUCTING Tl­� WELL, C`. T E
Submit original to Div s of Water Quality. Groun oeater Sr_.br, -Within 39 c�r_-yS
Serial No. *PC -I %GV.1z"

FROM : MOBILE WELL DRILLING FAX NO. : 910 483 6701 Jun. 29 2003-10:51PM P2
Nanh Carolina - Department of Environment and Natural Resources • Division at Water Quality - Groundwater Section
1636 Mali tiSerwicMlCenter- Raleigh, N.C. 27699-1636-Phone [phone]
WELL CONSTRUCTION RECORD WELL CONTRACTOR:N -
WELL CONTRACTOR CERTIFICATION fs!:
STATE WELL CONSTRUCTION PERMITC
1. WELL USE (Check Applicable Box): Residential ❑ Municipal El Industrial ❑ Agricultural ❑ MonitOecg
hecovery ❑ Heat -Pump Water Injection Other ❑ If Other, List Use:
2. WELL LOCATIOfj; (Show sketch of, the location below)
Nearest Town: County.
1e .
(Road ame and NumberS, Community, or Subdivision and Lot No.) DRILLING LOG DEPTH
3. OWNER n.b2wl14k lot From To C.,Formaton D zcnp;wl
Address 0 - 1
trect or ut o. j •
• •
City or own Slate Zip Code-
4. DATE DRILLED 9 `1s^ 00
S. TOTAL DEPTH -0a"'
S. GUTTINGS COLLECTED YES[] NO2--'
7. DOES WELL REPLACE EXISTING WELL? YES NO�
S. STATIC WATER LEVEL Below Top of Casing: -i g' -- FT.
s�M
(Use •+ It Above Top of Casing)
9. TOP OF CASING IS�_ FT. Above Land Surface'
-Top of casing terminated allor below land surface requires a varlance In accor-
dance with 15A NCAC 2C .0119
10. YIELD (gpm): METHOD OF TEST
11. WATER ZONES (depth):
12. CHLORINATION: Type Amount If additional space is needed rse ba--cat fern
13. CASING:
Wall Thickness
Depth Diameter- orWelght/FL Material
From �'s To .��- Ft. -2 ya
From To Ft.
From To Ft. —
14. GROUT:
Depth Material Method
From O To -JAL —FL .
From To Ft.
15. SCREEN:
Depth 4, Diameter Slot Size tt atedal
From 10 - To 3.Q_ Ft �? - 'in. _LAIL�_ in... I&
From To FL , in. In.
From - To FL In. In..�,
16. SAND/GRAVEL PACK: -
LOCATION SKETCH
(Show direction and e:smnce front zt leas: bra `Iate '
Roads, or other t-.-.--p relere=* Pain)
?b
Depth Size. Material
From 12 — TO '9 Ft. Rasa - ('� -� LO f�I� �° FA' � ► I ILLI R-GIONAL OFFICE
From To FI.
17. REMARKS:
I DO HEREBY CERTIFY THAT THIS WELL WAS CONSTRUCTED IN ACCORDANCE WITH I SA, INCAC 7C. YlELL
CONSTRUCTION STANDARDS, AND THAT A C PY OF ECORD HAS BEEN PROVIDED "TO TFS Y/. • t O+�'rCr
FOR OFFICE USE ONLY
Quad No: ID ATURE OF PEFtSON MaSTRUCT1NG Tina YELL
SubenlL original to ' Islon of Water Quality. Grout'4water S --4,. Ivilhlin 34 G'SYS
SoAnl Ne. Grr• J � V. Lr!
�FPe-1o�
R lt.t;>EME-6

it
CAi.
(L 2-
7(-3
7L
7
6-5-77--
3 Z
77, s
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-I-7J7
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Nov 06 00 09:34a
HUR Raleigh
919-854-7815
�J
P. l
FACSIMILE
TO:
FROM:
DATE:
RE:
MESSAGE:
Steven,
Steven Berkowitz
NC DEH
R.N. Godshall, P.E. 0
Hobbs, Upchurch & Assoc., P,A.
IqjHobbs, Upchurch.
& Associates, P A
\l Consulting Engineers
4917 Waters Edge Drive, Suite 270
Raleigh, North Carolina 27606
[phone] FAX [phone]
FAX NUMBER: I`
PHONE NUMBER: . , ., , 919 715-3271
NO. OF PAGES: (including cover)
9
November 6, 2000 . HUA PROJECT #
CU0001
Gray's Creek Elementary School On -Site Wastewater System
I. Per our recent telephone conversations, attached are the results Of the grain -size analysis co nducted
on the samples we sent to S&ME.
2. Also attached are my summary calculations. The average effective grain size is 0.46, the average dust
content is 0.5 and the uniformity coefficient is either 2.95 or 2.7 depending on how you interpret the
data. In any event, the installed media does not meet the specifications.
3- Cumberland County Schools is looking for input/ recaar
mtnendations from the State regding the
acceptance of the installed media. Specifically, they want to know if there are any additional
maintenance tasks they can perform to help increase the life -span of the media or if performance the maintenance tasks at shorter intervals can reasonably be expected of
to increase th For example, if they pump the sepe media'Iife-span.
tic tank and grease traps more frequently, could they expect to get a
longer life from the fine sand media?
4. I need to contact my client with my final recommendations on this issue before noon today. If
convienient Steven, I'd really Iike to discuss this with you as soon as possible after you've had a
chance to review the data. Given the circumstances and the criticality of this issue, my client and I
would greatly appreciate your opinions regarding the acceptability and maintenance of the installed
fine sand media.
M
Page 1 of 1

El
Nov 06.00 09:34a
HUH Raleigh
9l 954-7815 p,2
L'
October 23, 20000
Hobbs, Upchurch & Associates, P.A.
4917 Waters Edge Drive, Suite 270
Raleigh, North Carolina 27606
Attention: Mr. RN. Godshall, P.E.
Reference: Sieve Analysis
Gray's Creek Elementary School
S&ME Project No. 1053-00-300
Dear. Mr. Godshall:
Please find enclosed the results of our grain size analysis performed on three samples of filter sand (Cell
1, Cell 2 and Cell 3) brought to our laboratory on October 3, 2000. The uniformity coefficient of each
sample was also calculated based on the gradation curves and were determined to range between 2.6
and 2.8.
If you have any questions or continents concerning these test results, please do not hesitate to contact
our office.
Sincerely,
S&ME, INC.
Abner F. Riggs, lr:, P.R
Chief Geotechnical Engineer
AFR/tag
Enclosures)
$&ME, Inc. Mailing address: [phone]
3109 Spring Forest Road P.O. Box 58069 (9191 876.3958 fox
Raleigh, North Carolina 27616 Raleigh, North Carolina 27658.8069

z NqV 06 00 09:35a HUR Raleigh 9z�, �--�B54-7815
P.3
i� GRAIN SIZE DATA SHEET
Project Description: Grays Creek Elementary School
Project Number: 1053-00-300
I�1 �11111�■■I�IIII■rrllnN■■�IIIII�■■�
IIII IIIIII■►�■IIIIII■■■IIIIIIN■■IIIIII■■
II ■ IIIIII■■IIIIII■■■III11■IIIIII■■�
, IIII MINI■ 1�111111■■■Il1�II■■■IIIIII■■■
III IIIIIINlull IIII■■■IIIIII■■�Illlll■■
IIII IIIIIIN■\'NIIIIII■■mIIIIII■■■HIII =
IIII HIM N■■1111111■■■IIIIIIN■■III mom
III ■ 11111I a1111111■■■11111 ■■■III �■■
Ill �III111■�It11111■■■IIIII�N■IIIIII■■■
III �■III�11■■.u1111I■■■IIIIII■■■IIIIII■■m
IIII ■IINII■■1011I HER millIIII■■■IIIIII■■
IIN IINII■ ■IIIIII■ Mill III■■■IIIIIIN■■
III ■ IIIIII■mmI►VI E Mill III■■■IIIIIIN■■
III IINII■ ■II►�IH■■■IIIIII■■IIIIII■■■
IIN � Ii111■■■IIIIII■■■IIIIII■■■IIIIIIN■■
MINI IIMII�■■Illlilommlllilt�■�IIIII�■■m
IIII III��■■�II1111N■■IIIIII■■■111NiN■■
I ll III■■■IIIIII■■IIIIII■■■IIIIII■■■
II�1 ■ I�II�N■IIIIII\���UIIIN■IINII■■■
Gr
Coars
avel < 75 mm and > 4.75 mm Fine Sand < u.qZ!) mm ana
e Sand < 4.75 mm and >2.00 mm
Silt < 0.075 and > 0.005 mm
Sand < 2.00 mm and > OA25 mm Clay > 0.005 mm
Boring No.: Bag Sample No.: Cell 1 Depth (ft): NIA
Soil Description: SAND (Coefficient of Uniformity=2.6
�.. Ru+s7 ry„2Y' �?°` adz.�����i:E�R•�i:Y..tF..:Si:. �A4.,,,{'l�.i
t�t'> � cn.6 •;4., :2•.
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
NATURAL MOISTURE (%)
:n:C:
SAND (%) 99.4
SILT & CLAY(%) 0.6

i • NQv 06 00 09:35a
HUR Raleigh
0
919-t854-7815
p.4
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
NATURAL MOISTURE (%)
S & M E
Project Description: 'Grays Creek Elementary School
Project Number: 1053-00-300
Sieve # (in)
Sieve # (mm)
% Passing
3'
75
100
100
2
50
100
100
1 112
37.5
100
100
1
25
100
100
"3/4
19
100
100
"1/2
12.5
100
100 . .
"3/8
9.5
100
100
"4
4.75
.100
100
10
2
88:9
100
20
0.85
38.4
100
40
0.425
9.1
100
60
0.25
1.8
100 .
100
0,15
1
100
200
• 0.075
0.6
100
Boring No.: Bag Sample No.: Cell 1- Depth (ft): NIA
Soil Description: SAND (Coefficient of Uniformity=2.6)-
r>;i,�i <+• ,,.y>+ y�„g �1: i71E. • .: k'.iLa'� �. �';<i^tom ��4 Sc
SAND (%) 99.4
SILT & CLAY (%) 0.6.
Tested. By: S. Sutton I Checked By: B. Riggs Date Tested: 10/3J00

No.v 06 00 09:35a
HV9 Raleigh
9157654-7815 P.5
� *w-vOERE PGRAIN SIZE DATA SHEET
Project Description: Gray's Creek Elementary School
Project Number: 1053-00-300
Eel ZOW, 1&-JPA'=l *3 INIM 11111woffooluTA
1121, RONNE WOMEN
11011111111111111
0
11111111
1
ism
III
INN
so
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NINE
111111111101111110
IN
1
011111
NM
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11
no
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iinn
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11 111111111011111111i'Ll . iiin� �iu
Gravel
< 75 mm and > 4,75 mm
Coarse Sand
< 4.75 mm and >2.00 mm.
Medium Sand
< 2.00 mm and > 0.425 mm
Fine Sand
< 0,425 mm and > 0.075 mm
Silt
< 0.075 and > 0.005 mm
Clay
> 0.005 mm
Boring No.: Bag Sample No.: Cell 2 Depth (ft): NIA
Soil Description: SAND (Coefficient of Uniformity=2.7)
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
NATURAL MOISTURE
SAND (%) 99.7
SILT & CLAY

No-v. 06 00 09:35a
H11 Raleigh
91,E 7954-7815
�J
P.6
-51
S&ME
Project Description: Gray's Creek Elementary School
Project Number: 1053-00-300
Sieve #(in) Sieve #(mm) %Passing
3
75
100
100
2
50
100
100
11/2
37.5
100
100
1
25
100
100
"3/4
19
100
100
"1/2
12.5
100
100
"318
9.6
100
100
"4
4.75
99.4
100
10
2
88.4
100
20
0.85
38.2
100
40
0.425
9.5
100
60
0.25
1.6
100
100
0.15
0.7
100.
200
0,075
0.3
100
Boring No.: Bag Sample No.: Cell 2 Depth (ft): NIA
Soil Description: SAND (Coefficient of Uniformity=2.7)
b.. :::\ :t •p•4:c•Tv: ,.:•nY: ..�.;r..,•,. •i,�`:42�ty ':ii•:�v,::n w•} v
.•a•. .. 4 S+I,C.i�i .'2+ti': �ra}�3�,'} C• ' 3 V.iih:}..�: .•:i• j•T,:: 4 n x...: .,.}?isuc�.`il•...�'�l�,rb'K:��'Mnnw.;y.
' ��{L'�� T]C•T\vv' �61.+\ .�y±$.,v'::i {.:. .:.......... — _ .. ).; ri}.l�i+{C}:�y��
~LIQUID LIMIT SAND (%) 99.7
PLASTIC -LIMIT SILT & CLAY (%) 0.3
PLASTICITY INDEX
NATURAL MOISTURE (%)
Tested By: S. Sutton Checked By: B. Riggs Date Tested: 1013100

Nov 06 00 09:36a Raleigh 9197854-7815 p,7
SWE
w
GRAIN SIZE DATA SHEET
Project Description: Grays Creek Elementary School .
Project Number: 1053-00-300
-. • •
"
I1■
r
IND�IN
IIIrr
Milli
ll■■■IIn1I■■■
Illl
llli■\\■IIIIII■■■Illl11■■■IIIIII■■■
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IIIII■■■IIIIII■■■
�IIIII■■■IIl11I■■■
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Ifl
HIS
IIIIII■■
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II�
Milli
■sin111■■■IIIIII■■■IIIIII■■■
III
III
1■�Kill
11111■■■II11II■■■IIIl11■■r
III
llln
�1111111■■■IIIIII■■mIIIIII■■
IIII
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-
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,
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'
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rIIIII■■■Iil►�11■■■IIIIII■■■IIIIII■■■
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■■IIIIII■■■
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IIII ■ my■■W11�\��!�111�■■■IIIIII�■�
Gravel -
< 75 mm and,> 4.75 mm
Coarse Sand
< 4.75 mm and >2.00 mm
Medium Sand
< 2.00 mm and > 0,425 mm
Fine Sand < 0.425 mm and > 0.075 mm
Silt < 0.075 and > 0.005 mm
Clay > 0.005 mm
Boring No.: Bag Sample No.: Cell 3 Depth (ft): NIA
Soil Description: SAND Coefficient of Uniformi =2.8)
x{.,:pl.L'{, ny:. 1�t{,,11 x:•Sc:::r♦ :;u/'•:�a1 11 ti'):i.`.'h'{':ai :V'��tA'
..Jw ..`:S- .'R; ih ..yR 2`41J �+>- .•i .�I ?i:fro .c
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
NATURAL MOISTURE (%)
}Y;;�;.• ov.Ritt: - pKs:<:::,�:n•:.�.v,xv:::.n.:�•:<.:::::�,,:JC:.X�.X{:. �:.i:.:v:::.i': Y.�'i1
SAND (°/a) 99.4
SILT 8 CLAY(%) o.6

.: Nqv 06 00 09:36a HuS Raleigh 919_-854-7815
P.8
LIQUID LIMIT
PLASTIC LIMIT
PLASTICITY INDEX
NATURAL MOISTURE (%)
S&ME
Project'Description: Gray's Creek Elementary School
Project Number: 1053-00-300
Sieve #(in)
Sieve #(mm)
% Passing
3
75
100
100
2
50
100
100
11/2
37.5
100
100
25
100
100
"3/4
19
100
100
"1/2
12.5_
100
100
113/8
9.5
100
100
"4
4.75
99.4
100
10
2
8&9
100
20
0.85
40.6
100
40
0,425
10.5
-100
60
0.25
2
100
100
0.15 .
1
100
200
0,075
0.6
100
Boring No.: Bag Sample No.: Cell 3 Depth (ft): N/A
Soil Description: SAND (Coefficient of Uniformity=2.8)
:f�':'kv�E'.4`: 8:Y `,:1 •,.u`+wav n'. ±�, V�, , ' � tih:
SAND (%) 99.4
SILT & CLAY {%) 0.6
Tested By: S. Sutton TChecked By: B. Riggs Date Tested: 1013/00

_ ,Nav 06 00 09:.36a
Hobbs, Upchurch and
Associates
HUB_ Raleigh 9�;q `854-7815
Gray's Creek Elementary School
On -Site Wastewater System
Sand. Filter Calculations
Summary of Grain Size Analyses
data extrapolation
% passin 10 (D
0.52
0.43
0.42
Average
Effective Size
0.8mm -1.2mm
0.52
0.43
0.42
0.46
Uniformity Coeff.
< 2.5
2.58
3.12
3.14
2.95
Dust Content
< 0.5
0.6
0.31
0.6
0.50
at
% passing 60 (D6,)
1.35
1.20
1.20
ME
% passing 10 D,o
0.51
.0.44
0.42
Effective Size
0.8mm -1.2mm
0.51
0.44
0.42
formity Coeff.
< 2.5
2.60
2.70
2.80
Dust Content
< 0.5
0.61
0.31
0.6
2.
October 2000
p.9
Page 1 of 3

Hobbs, Upchurch & Associates, P.A.
- Consulting Engineers
4917 Waters Edge Drive, Suite 270 • Raleigh, NC 27-606-----.-- .
RECEIIrcD
November 24, 1999 -
1 NOY 24
tags
Mr. Ishwar Devkota
V DEJjINR; �EH
Division of Environmental Health, On -Site Wastewater Section
P.O. Box 29594 @ �aSt`�Pseb,,
Raleigh, NC 27626-0594
Subj: On -Site Wastewater System to serve the Gray's Creek Elementary School, Cumberland County,
North Carolina
NC On -Site Wastewater Section Project Number 98-34
HUA Proj. No. CU9802
Dear Ishwar:
The subject on -site wastewater system to serve the referenced facility was previously approved by your
section via correspondence dated April 1, 1999. However, as I informed you via telephone, the system
design has been changed from the approved plans. As shown on the enclosed plan sheet, Sheet 3 of 8, we
have revised the location of the drainfields. Enclosed please find two copies of the revised Sheet 3.
The revised drainfield locations are still within the areas evaluated by our soil scientist, Mr. Steve Price of
Soil & Environmental Consultants, Inc., and approved by Mr. Danny Soles, Cumberland County Health
Department and Dr. David McCloy, DEH/OSWS Regional Soils Scientist. I met with Danny and David
at the site on November 10`h and they concurred with the proposed shift of the drainfields to those
locations shown on the enclosed sheet. I have forwarded one copy of the revised Sheet 3 to David, two
copies to Danny and two copies to the Contractor.
I have reviewed both the revised drainfield layout and the original mounding analysis with our soil
scientist. Given the depth to groundwater at the site and the conservative nature of the original mounding
analysis, Steve and I agree. that there is no reason to expect any significant change in the mounding
height. We further agree and anticipate that the changed drainfield layout will function as desired without
the need for additional mounding analysis.
I have also reviewed the pumping design. The drainfield relocations have effected a corresponding
change to the lengths of each of the four force mains to the pressure manifolds. These changes are minor
and the effects on the total dynamic head for each of the four pumping systems are negligible. Therefore,
the selected pumps are still valid and no changes are needed.
Our client, Cumberland County Schools, requested this relocation in order to avoid further delay in the
project schedule. Unfortunately, the Contractor installing the system failed to fully clear the woods to
those limits shown on the plans. We propose to revise the limits of clearing to that area which the
Contractor has already cleared. Danny and David have already reevaluated and ,approved these locations.
Raleigh • Telephone [phone] Fax [phone] • e-mail: [e-mail]
Southern Pines Myrtle Beach • Kill Devil Hills

Gray's Creek Elementary School
Page 2 of 2
November 24, 1999
Relocating the drainfields as shown on the enclosed sheet will avoid having to delay the drainfield
installation by virtue of additional clearing operations.
Per our telephone conversation, we assume that since Danny and David have already approved the
proposed drainfield revisions and since we have reviewed the associated hydraulic and engineering issues,
these changes would essentially be viewed as "as -built" changes to the plans without the need for
additional OSWS Engineering Branch review. However, please advise us if any further action is required
at this time and we will endeavor to comply in a timely manner.
Thank you for your attention in this matter and please feel free to call us if you have any questions.
Very truly yours,
HOBBS, UPCHURCH AND ASSOCIATES, P.A.
R.N. Godshall, P.E.
Wastewater Project Manager
Cc: David McCloy, DEH/On-Site Wastewater Section, Fayetteville Regional Office
Danny Soles, Cumberland County Health Department
Tim Kinlaw, Cumberland County Schools
Carlon Mercer, Cumberland County Schools
Russell Byrd, HUA, Raleigh Division Manager

State of North Carolina
Department of Environment
and Natural Resources
Division of Environmental Health
James B. Hunt, Jr., Governor
Bill Holman, Secretary
Linda C. Sewall; Director
2) `7
. 1 •• I
Memorandum NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
- r .
t
To:_ Ishwar Devkota RECEIVE®
On -Site Wastewater Engineering
OCT 6 1999
From: David V. McCloy, Ph.D. W1
DEH
On -Site Wastewater Regional Soil Specialist DEHNRI
pyWastewetrater Secdon
Re: Gray's Creek Elementary School, Fayetteville, Cumberland County
Date: October 1, 1999
On September 28, 1999, I -visited the drainfield site for Gray's Creek Elementary School.
The reason for my visit was a report from you of possible extreme site disturbance that might alter.
the conditions of my previous soil/site approval. Accompanying me on my inspection were Danny
• 'Soles and Robert Bennett of the Cumberland County Health Department and Doc Godshall, P.E.,
of Hobbs, Upchurch, & Associates.
My observations on that day were:
(1). The previously wooded area of the drainfield site was cut of all trees. The pines appeared to
have been sold for timber and the remaining hardwood trees and all slash were placed in
windrows. -
(2). Tree stumps were bulldozed out of the ground to result in scattered holes, one to three feet
deep, to comprise approximately five percent of the ground surface.
(3). Due to recent heavy rain, the ground was completely saturated.
I recommend the following:
(1). At..this time I see ho reason to change the -use of an LTAR of 0.3 by Hobbs, Upchurch, &
Associates.
• (2). The woody material in the windrows be burned. '
ON -SITE WASTEWATER SECTION
1642 Mail Service Center, Raleigh, North Carolina 27699-1642
Telephone [phone] FAX [phone]

(3). The use of heavy construction equipment on the drainfield site be halted until the ground is
J relatively dry. Otherwise, severe soil compaction will occur.
(4). The soil surface be smoothed only to the extent necessary that the holes be filled. Again, the
objective is to reduce soil compaction.
(5). The location of the drainlines be re -staked.
(6). Either the Cumberland County Health Department and/or I inspect the drainfield site before
the drainlines are installed. The purpose ofthe'inspection is to confirm that severe soil
\ compaction did not occur.
cc: Danny Soles, Cumberland County Health Department
Doc R.N. Godshall, Hobbs, Upchurch & Associates
Charlie D. Andrews, TARA Group

State of North Carolina`''Rim
Department of Environment
and Natural Resources •
Division of Environmental Health
James B. Hunt, Jr., Governor NCDENR..
Wayne McDevitt, Secretary
Linda C. Sewall, Director
NORTH CAROLINA DEPARTMENT OF
August 10, 1999 EWRONMENT AND NATURAL RESOURCES
Mr. Lacy Williams, Jr.
Environmental Health Director
Cumberland County Health Department
227 Fountainhead Lane
Fayetteville, North Carolina - 27954
Courier 14-59-32
Subj: Modification to Plans and Specifications received for: Gray's Creek Elementary School
Wastewater Disposal System, Alderman Road, Cumberland County, NC, OSWS Project
No. 98-34
Dear Mr. Williams,
We have reviewed the proposed modification plans on the approved plans for the subsurface
system to serve the above -referenced facility and have following comments:
1. Provisions for access to the septic tank, pump station and sand filter areas must be indicated
such as by path- designed to be constructed in a manner that the maintenance/pumping
vehicles can reach the tanks and return safely.
2. Please also ensure that there is no Class I and Class H reservoir or any public water supply source
utilizing shallow (under 50 feet) groundwater aquifer within 500 feet from the treatment units
thus moved and also the drainfields (particularly beyond southern property line) and other wells
within 200 feet of all system components.
Please feel free to contact us if you have any questions pertaining to this letter or if we may be of
further assistance with this project. We may be reached at the address and phone and facsimile
numbers listed on this letter or I may be contacted directly by phone at {919) 715-3272 or using
electronic mail via the Internet at Ishwar DevkotaOdeh.ehnr.state. nc.us.
Sincerely,
Ishwar C. Devkota, P.E.
On -Site Wastewater Engineering
cc: Tim Kinlaw, R. N. Godshall, David McCloy
ON -SITE WASTEWATER SECTION
P.O. Box 29594, Raleigh, North Carolina 27626-0594
Telephone [phone] - FAX [phone]
An Equal Opportunity Affirmative Action Employer
50% recycled/ 10% post -consumer paper

Hobbs, Upchurch & Associates, P.A.
Consulting Engineers
4917 Waters Edge Drive, Suite 270 • Raleigh, NC 27606
July 20, 1999
Mr. Ishwar Devkota, P.E.
Division of Environmental Health, On -Site Wastewater Section
P.O. Box 29594
Raleigh, NC 27626-0594
RECEIVE®
JUL 22 M9
DEHNRIDEH
WastewaWr Won
Subj: On -Site Wastewater System to serve the Gray's Creek Elementary School, Cumberland County,
NC, NC On -Site Wastewater Section Project Number 98-34, HUA Proj. No. CU9802
Dear Mr. Devkota:
The on -site wastewater system to serve the reference facility was previously approved by your section via
correspondence dated April 1, 1999. However, as I informed you via telephone, the system design has
been changed from the approved plans. Per your direction, with respect to submitting changed drawings,
the revised system engineering plans and design calculations are submitted for your consideration. Since
the system was previously approved and has not changed significantly, it was understood from our
conversation that this submittal is intended to convey as -built information and thus not be subjected to a
full engineering design review. We believe that the revised plans and calculations provide for an
improved wastewater disposal system for the subject facility. Although not all of the drawing sheets
contain changes, a complete revised set of plans is provided for your convenience.
As I explained on the phone, there are three major changes to the system. First, the fenced -in compound
enclosing the system pretreatment components has been moved from its original location near the school
-� building to a location next to the drainfields. We have added 405 ft of 6-in gravity collection sewer, slop
0.60. he four force mains have been shortened accordingly and run between the drainfields. This has
entailed changing many of the system component invert elevations. Therefore, a set of revised system
design calculations reflecting the new invert elevations and total dynamic heads has been included. The
TDHs did not change significantly and the pumps selected are the same as in the approved design. Since
the daily design flow is unchanged, the sizing and design of the pretreatment components are unchanged.
Secondly, the design of the pressure manifolds has been modified to include an upright standpipe to
minimize any pressure or water "hammer" problems from pumping downhill. This has been standard
practice for many on -site systems serving Cumberland County Schools, particularly those with manifolds
at elevations lower than the pump tank. In fact, we are using a design that we have been told has been
previously approved by your office. However, it should be noted that we are also requiring that the force
mains from the final dosing tank be installed with a continual up -hill slope so as to minimize any gravity
dosing of the drainfields.
E� 0
Raleigh • Telephone [phone] Fax [phone] • e-mail: [e-mail]
Southern Pines Myrtle Beach 9 Kill Devil Hills

Gray's Creek Elementary School
Page 2 of 2
July 20, 1999
The third change to the approved plans is the location of the proposed water supply well. The previous
well location, north of the school between the building and Alderman Road, has been abandoned. The
new location, shown on the revised plans, is about 200 ft west of the building. While we anticipate that
this will be the final location for the well, this location is not fixed since it is has not yet been approved by
the Public Water Supply Section.
i
� _yLd
To r
f
In the revised submittal, we have also incorporated the pen changes previously made to the approved tS 60
plans. For example, the locations of the two required monitoring wells have added to the revised plans.
The new position of the pretreatment compound notwithstanding, we believe that these locations are still
appropriate.'
We request that you provide concurrence with the proposed system design changes so that we may advise
our client and the system installer. Please feel free to call us if you have any questions.
Very truly yours,
HOBBS, UPCHURCH AND ASSOCIATES, P.A.
/.NIG4odshalW1,P. E.
Wastewater Project Manager
Cc: Danny Soles, Cumberland County Health Department
Tim Kinlaw, Cumberland County Schools
Archie Gupton, Cumberland County Schools
Carlon Mercer, Cumberland County Schools
ONE

Gray's Creek / On -Site Wastewater System '
Elementary School Design Calculations
(Revised 7/2199)
2. Gravity Collection Sewer Invert Elevations
3. System Invert Elevations
4. Sand Filter Dosing Requirements
5. Sand Filter Dosing Tank and Pump System Information
6. Final Dosing Requirements
7. Final Dosing Pump Tank and Pumping System Information
8. Drainfield Requirements
9. Drainfield Dosing Checks
10. Sand Filter Dosing Tank Total Dynamic Head Calculations
11. Final Dosing Tank Total Dynamic Head Calculations
1. Daily Design Flow
Per OSWS previous approval of reduced daily design flow based on flow
equalization (24-hr and 6-day). Tank sizes remain unchanged.
Unreduced (950 students @ 12 gpd) 11,400 gpd
Reduced (950 students @ 9 gpd) 8,550 gpd
Flow Eq. (DDF x 5/6)(5 days flow over 6 days) 7,125 gpd
HUA Proj. No. CU9802
7/20/99
2. Gravity Collection Sewer Invert Elevations
Segment
Location
IE In
ft
IE Out
ft
Delta
ft
Length
ft
Slope
%
1.
Plumbing stubout to first elbow
97.50
97.44
0.06
10.00
0.60
2.
First elbow to second elbow
97.44
95.14
2.30
383.00
0.60
3.
Second elbow to septic tank
95.14
95.07
0.07
12.00
0.60
Pipe diameter = 6.0 in
Required Slope
Totalsl
0.60
2.431 405.00
Minimum slope in line
Required Slope met?
0.60
0.60
Yes
3. System Invert Elevations
IE In
(ft)
IE Out
(ft)
1.
Septic tank
95.07
94.90
2.
Gravity pipe from ST to Sand Filter PT
94.90
94.82
3.
Sand filter dosing tank
94.82
94.57
4.
Sand filter dosing manifold invert
99.25
99.25
5.
Sand filter underdrain collection manifold
96.38
96.38
6.
Recirculation weir chamber
96.20
7.
Recirculation pipe (back to SF dosing)
92.86
91.84
8.
Weir chamber to final dosing tank
92.86
92.80
9.
Final dosing tank
92.80
92.55
10.
PM 1 (ground elevation approx. = 97.50)
96.17
96.17
11.
PM 2 (ground elevation approx. = 98.25)
96.92
96.92
12.
PM 3 (ground elevation approx. = 97.50)
96.17
96.17
13.
PM 4 (ground elevation approx. = 97.75)
96.42
96.42
4. Sand Filter Dosing Requirements
Lateral-1,1/2-in Sch 40 PVC
Orifice size (in) 0.16
Number of orifices 306
Minimum flow per orifice 0.58
Required flow/Design pumping rate (gpm) 177.48
TDH (ft) 18.27
See attached spreadsheet for TDH computations.
Select Goulds 3888D WS15, 1-1/2 hp pump, see attached pump data.
Page I. of 5

Gray's Creek
Elementary School
On -Site Wastewater System �
Design Calculations
(Revised 7/2/99)
5. Sand Filter Dosing Tank and Pump System Information
Stayright custom-built 14,000 gal pump tank
Length (ft)
20.00
Width (ft)
10.00
Volume (ft)
200.00
Invert to tank bottom
86.82
Volume (gals/ft)
1,496
Dose volume (gals)
633
Pumping rate (gpm)
177.48
Ground surface elevation (ft)
99.19
Influent invert elevation (ft)
94.82
Pump tank bottom elevation (ft)
86.82
Discharge piping IE ft
94.82
Pump height (+ 4" block) (ft)
2.58
Pump "Off" elevation (ft)
89.40
Float separation for dosing (ft)
0.42
Pump "On" elevation (ft)
89.83
High-water alarm elevation (ft)
90.33
See previously submitted and approved Sand Filter Design Protocol
worksheet for original dosing calculations and checks.
6. Final Dosing Requirements
Pressure manifold taps = 1/2-in Sch 40 PVC
Nominal Diameter (in)
0.622
Number of taps (per manifold)
10
Minimum pressure head required (ft)
2.00
Design pressure head (ft)
5.00
Minimum required pumping rate (gpm)
112.46
Design pumping rate (gpm)
112.50
Achieved pressure head (ft)
5.00
Minimum pumping rate achieved?
Yes
Mimumum pressure achieved?
Yes
Maximum TDH (ft)
17.37
See attached spreadsheet for TDH computations.
Select Goulds 3887 WS10B, 1 hp pump, see attached pump curve.
7. Final Dosing Pump Tank and Pumping System Information
Stayright PT-184
Length (ft)
10.50
Width (ft)
5.00
Volume (ft3/ft)
52.50
Volume (gals/ft)
392.75
Dose volume (gals)
889
Pumping rate (gpm)
112.50
Pump run time (min)
7.90
Doses per day
8.01
Ground surface elevation (ft)
99.25
Influent invert elevation (ft)
92.80
Pump tank bottom elevation (ft)
88.30
Discharge piping IE (ft)
92.80
Pump height (+ 4" block) (ft)
2.06
Pump "Off" elevation (ft)
90.36
Float separation for dosing (ft)
2.26
Pump "On" elevation (ft)
92.63
High-water alarm elevation (ft)
93.13
HUA Proj. No. CU9802
7/20199
Page 2 of 5

Gray's Creek On -Site Wastewater System 1
Elementary School Design Calculations
(Revised 7/2199)
8. Drainfield Requirements
LTAR (gpd/fe)
0.30
Required trenchbottom area (fig)
23,750
Trenchbottom width ft
3.00
Require d drainline length (ft)
7,917
minus 25% reduction for LPP (ft)
0
Total required drainline length ft
7,917
Assumed drainline length (ft)
200
Drainline separation ft
9.00
Total number of drainlines
40
Number of drainfields
4
Number of drainlines/drainfield
10
Total drainline length (ft)
8,000
Drainline length met?
Yes
Drainfield width (ft)
320
Drainfield length (ft)
200
Required drainfield area (fe)
64,000
Setback requirements (ft)
10.0
Total area required ( )
74,800
9. Drainfield Dosing Checks
Drainline volume (gals/100 ft)
66.10
Total drainline or lateral volume (gals)
5,288
Drainline volume per drainfield
1,322
Minimum dose volume 66% df vol. (gal)
881
Maximum dose volume (66% df vol.)(gal)
992
Dose volume (gals)
889
Percent drainfield volume dosed (%)
0.67
% drainfield dosing requirement met?
Yes
Max. length of FM dosed by gravity (ft)
0.00
Force main volume (gals/100 ft)
67.70
Volume dosed by gravity (gals)
0.00
% of dose volume dosed by gravity (%)
0.00
Maximum dose volume by gravity (%)
10
Gravity dosing below maximum?
Yes
Note: Force mains will be installed so that a continuous upward slope
is maintained from the pump tank discharge invert elevation to the
pressure manifolds thus eliminating any dosing by gravity.
HUA Proj. No. CU9802
7/20/99
Page 3 of 5

Gray's Creek 0 On -Site Wastewater System � HUA Proj. No. CU9802
Elementary School Design Calculations 7/20/99
(Revised 7/2/99)
10. Sand Filter Dosing Tank Total Dynamic Head Calculations
�Fiter�Celt
1
2
�.
Desi9n Pressure Head
r s300'
77
Achieved Pressure Head
a" ,, 4F06
r
.F.
Eleito►i a '
High point in FM
100.00
100.00
100.00
Pump -off level
89.40
89.40
89.40
L1060
.MAX-1Q60
II _ ' 1U't0
Fncto�i`kl aci, ..,. Pumping Rate
t'7'!
_h ;
i7�748
Discharge Piping: Pipe Material
Pipe Size
Nominal Diameter
Pipe Length
No. Check Valves
Le
No. Gate valves
Le
No. Ball valves
Le
No. 90 elbows
Le
No.45-bends
Le
Cou ling/Str. Tee
Le
No.90-tees
Le
Total Equivelent Le
Dishar a Friction Head
Sch 80
Sch 80
Sch 80
4"
4"
4"
3.826
3.826
3.826
14.00
14.00
14.00
1
1
1
38.00
38.00
38.00
1
1
1
2.70
2.70
2.70
0
0
0
3.00
3.00
3.00
3
3
3
14.00
14.00
14.00
0
0
0
8.00
8.00
8.00
1
1
1
4.00
4.00
4.00
0
0
0
21.00
21.001
21.00
100.70
100.70
100.70
2.39
2.391
2.39
Supply Piping: Pipe Material
Pipe Size
Nominal Diameter
Length
No. Check Valves
Le
No. Gate valves
Le
No. Ball valves
Le
No.90-elbows
Le
No.45-bends
Le
Coupling/Str. Tee
Le
No.90-tees
Le
Other
Le
Total Equivelent Le .
Force Main Friction Head
Sch 40
Sch 40
Sch 40
4"
4"
4"
4.026
4.026
4.026
35.00
7.00
35.00
0
0
0
38.00
38.00
38.00
1
1
1
2.70
2.70
2.70
0
0
0
3.00
3.00
3.00
2
0
2
14.00
14.00
14.00
0
0
0
8.00
8.00
8.00
0
0
0
4.00
4.00
4.00
0
0
0
21.00
21.00
21.00
0
0
0
0.00
0.00
0.00
66
10
66
1.22
0.18
1.22
' �Tota1 Friction headWIZ
""
Totat _,:amicFiead'°°
18.27
',
Page 4 of 5

Gray's Creek O On -Site Wastewater System HUA Proj. No. CU9802
Elementary School Design Calculations 7/20/99
(Revised 7/2/99)
11. Final Dosing Tank Total Dynamic Head Calculations
DralnfilelNoJQ :tio_
1 ,
. Z
Pressure H
Design Pressure Head
"
Achieved Pressure Head
K' 5 00
�....
._
-.
ElevtlonLei!
High point in FM
96.17
96.92
96.17
96.42
Pump -off level
90.36
90.36
90.36
90.36
Friction Hea_" Pumping Rate
IMM50
i 25b
Al
50
Discharge Piping: Pipe Material
Pipe Size
Sch 80
Sch 80
Sch 80
Sch 80.
4"
4"
4"
4"
Nominal Diameter
3.826
3.826
3.826
3.826
Pipe Length
No. Check Valves
Le
14.00
14.00
14.00
14.00
1
1
1
1
38.00
38.00
38.00
38.00
No. Gate valves
Le
1
1
1
1
2.70
2.70
2.70
2.70
No. Ball valves
0
0
0
0
Le
3.00
3.00
3.00
3.00
No. 90 elbows
3
3
3
3
Le
No.45-bends
14.00
14.00
14.00
14.00
0
0
0
0
Le
8.00
8.00
8.00
8.00
Coupling/Str. Tee
1
1
1
1
Le
4.00
4.00
4.00
4.00
No.90-tees
0
0
0
0
Le
21.00
21.00
21.00
21.00
Total Equivelent Le
100.70
100.70
100.70
100.70
Dishar a Friction Head
1.03
1.03
1.03
1.03
Supply Piping: Pipe Material
Sch 40
Sch 40
Sch 40
Sch 40
Pipe Size
4"
4"
4"
4"
Nominal Diameter
4.026
4.026
4.026
4.026
Length
326
350
599
632
No. Check Valves
0
0
0
0
Le
No. Gate valves
Le
38.00
38.00
38.00
38.00
1
1
1
1
2.70
2.70
2.70
2.70
No. Ball valves
Le
0
0
0
0
3.00
3.00
3.00
3.00
No.90-elbows
2
0
2
2
Le
14.00
14.00
14.00
14.00
No.45-bends
0
0
0
0
Le
8.00
8.00
8.00
8.00
Cou ling/Str. Tee
0
0
0
0
Le
4.00
4.00
4.00
4.00
No.90-tees
0
0
0
0
Le
21.00
21.00
21.00
21.00
Other
0
0
0
0
Le
0.00
0.00
0.001
0.00
Total Equivelent Le
Force Main Friction Head
357
353
630
663
2.84
2.82
5.021
5.29
Mt' _"__, Total Faction
-
ioiH00
� 14`.58,
5 0
` �16 86
,? 1Y 37
Page 5 of 5

APPLICATIONS
For Homes
Farms
Trailer courts
Motels
Schools
Sewage systems
Hospitals
Industry
Dewatering
anywhere waste or drainage must
be disposed of quickly, quietly and
efficiently.
SPECIFICATIONS
Pump:
Solids Handling Capabilities:
2" maximum
Capacities: Up to 180 GPM
Total Heads: Up to 49 feet TDH
Discharge types available:
2" NPT threaded casing.
2" NPT threaded companion
flange — "BF" or "BHF" units.
Optional 3" NPT threaded
companion flange — "BF" or
"BHF" units, must order (A1-3)
companion flange separately.
Mechanical Seal: Carbon rotary/
ceramic stationary, 300 series
stainless steel metal parts,
BUNA-N elastomers.
Temperature: 160' F (71 ° C)
maximum.
Fasteners: 300 series stainless
steel.
Capable of running dry without
damage to components.
L�
Motor:
Single Phase: 1/3-1/2 HP 115V or
230V, 60 Hz, 1750 RPM; 3/4-1 HP
230V, 60 Hz, 1750 RPM; 1 HP,
230V, 60 Hz, 3500 RPM. Built in
overload with automatic reset.
Three Phase: 1/2-1 HP 208/230-
460V, 60 Hz, 1750 RPM; 1 HP
208/230-460V, 60 Hz, 3500 RPM.
Overload protection must be
provided in starter unit.
Shaft: Threaded 400 series
stainless steel.
Bearings: Ball bearings — upper
and lower.
Power Cord: 15' standard (optional
lengths available).
Single Phase: 1/3-1/2 HP,16/3
SJTO with three prong plug; 3/4 and
1 HP; 14/3 STO with bare leads.
Three Phase: 1/2-1 HP 14/4 STO
with bare leads.
On CSA listed models: 20' length
SJTW or STW are standard.'
2" Companion Flange.
have
MODEL
3887
FEATURES
Impeller: Cast iron — semi
-open, non -clog with pump -out
vanes for mechanical seal pro-
tection. Balanced for smooth
operation.
Casing: Cast iron volute type
for maximum efficiency. 2" NPT
discharge adaptable for slide rail
systems.
Mechanical Seal: Ceramic vs
carbon sealing faces, stainless
steel metal parts, Buna N
elastomers.
Shaft: Corrosion resistant
stainless steel. Threaded design.
Locknut on three phase models to
guard against component damage
on accidental reverse rotation.
Motor: Fully submerged in
high grade turbine oil for
lubrication and efficient heat
transfer.
Designed for continous operation.
All ratings are within the working
limits of the motor.
Bearings: Upper and lower
heavy duty ball bearings
construction.
Power Cable: Severe duty
rated, oil and water resistant.
Epoxy seal on motor -end
provides secondary moisture
barrier in case of outer jacket
damage and to prevent oil
wicking.
O-Ring: Assures positive
sealing against contaminants and
oil leakage.
©1985 Goulds Pumps, Inc. Effective January 15, 1985

Ln
2
3
4
FEATURES
1 All Iron Construction
2 All Ball Bearing
Heavy Duty Design
3 Stainless Steel Shaft
4 Mechanical Seal
MODELS
5 Sewage
�i. 6 P, P,m P S
r
5 Epoxy Sealed Cable
6 High Grade Turbine Oil
7 Electrocoat Paint
Outside & Inside
Max.
Series
HP
Volts
Phase
Amps
WS0311B,BF
,/3
115
9.8
WS0312B.BF
230
1
4.9
WS0511B,BF
115
1
13.0
WS0512B.BF
230
6.5
WS0532B,BF
�/�
208/230
3
3.3
WS0534B,BF
460
1.65
WS0712B,BF
230
1
6.0
WS0732B.BF
3/4
208/230
3
3.6
WS0734B,BF
460
1.8
WS1012B.BF
230
1
9.0
WS1032B,BF
2081230
3
5.8
WS10346,BF
460
2.9
WS10128H,BHF
1
230
1
11.0
WS1032BH.BHF
208/230
3
7.0
WS1034BH,BHF
460
3.5
SIMPLEX & DUPLEX SYSTEMS
Simplex Ejector Systems: are used
where drain facilities are below existing
sewer lines. Also can be used for septic
tank applications where effluent must be
pumped away from tank for disposal.
I`
Duplex Ejector Systems: offer the
necessary safety required by institutions
which cannot afford an interruption in
their sewage disposal systems.
SENECA FALLS NEW YORK 13148
7
"BF" and
"BHF"
r
Models
— "B" Models
PERF
8 Ejector Vanes In Gallop
9 Multi -Vane Non -Clog
Cast Iron Impeller Series
RPM Solids
1750
2"
3500
No.
HP ►
RPM ►
5
10
Wt. 3 15
20
63 LLJ 25
30
65 m 35
~ 40
45
• 1
6_
3887
DRMANCE RATINGS
s Per Minute
WS0511B,BF
WS0512B;BF
S07128,131'
WS10128,BF
WS0311B,BF
WS0532B,BF
WS0732B,BF
WS1032B,BF
WS0312B.BF
WS05348.BF
WS0734B.BF
WS1034B,BF
14
'/A
3/4
1
1750
108
150
170
82
126
150
170
30
94
125
150
56
90
121
17
49
81
14
40
10
85 DIMENSIONS (IN INCHES)
�12'/z"
Rotation j� 53/4
8'/4"
Kick -Back
A' — All models are 173/4" except 3/4 HP 10 and 1 HP 10 = 203/4"
Dimensions are approximate. Do not use for construction
purposes.
Available Certifications:
SA% Canadian Standards Association.
Pennsylvania Bureau of Mines for non -face applications— BOTE 91.
SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. PRINTED IN U.S.A.
1
3500
168
150
128
107
86
64
43
24
BHF
BHF

y
Performance
Curve 0
METERS FEET
MODEL 3887
16
50 ..
.: '_ . - .:... ...:.::... _ .....' . . .:.....::.:. .. SIZE 2" SOLIDS
14
40:.
...:. eNF.. :.:. :_ _ ......._- .; ._.. ..........
12
Ui
10
30
wS1 p
W
8-
O
6
20
s .. .... .. :..:..
4
10
-
2
0
L
00
20 40 60 80 100
1120 140 160 180 GPM
gPw
0 10 20 30 40 m3/hr
CAPACITY
�GOULDS MPS, INC.
SBJECA FAPULLS NEW YOW 13148
01985 Goulds Pumps, Inc. - Effective .luly 1985

APPLICATIONS
Used in a'variety of residential,
commercial and industrial
applications such as:
• Sewage systems
• Flood and pollution control
• Dewatering
• Farms
• Hospitals
• Trailer courts
• Motels
SPECIFICATIONS
Pump:
• Solids Handling Capabilities:
3" Maximum.
• Discharge Size: 3" Flanged.
• Capacities: up to 440 GPM.
• Total Heads: up to 65 ft. TDH
• Mechanical Seals: Carbon
Rotary/Ceramic Stationary
300 Series Stainless Steel Metal
Parts BUNA=N Elastomers.
• Temperature: 160°F (71 °C)
Maximum.
• Fasteners: 300.Series Stainless
Steel.
• Capable of Running Dry without
Damage to Components.
Motor:
• Single Phase: 11h-2 HP, 230 Volt,
60 Hz, 1750 RPM.
Built-in Overload with Automatic
Reset.
Permanent Split Capacitor Type.
©1985 Goulds Pumps, Inc.
• Three Phase: 11/2-5 HP, 208-230,
or 460 Volt, 60 Hz, 1750 RPM.,
Overload Protection must be
Provided in Starter Unit.
• Class B Insulation:
• Shaft: 300 Series Stainless Steel
Keyed Design.
• Bearings: Ball Bearings Upper
and Lower.
• Power Cord: 15 Feet Standard.
1 Phase - 14/3 STO
3 Phase - 14/4 STO
Optional Lengths Available.
• Sensor Cord: 15 Feet Standard.
16/2 SJTO.
Optional Lengths Available.
On CSA listed Models, 20' length
SJTW and STW are standard.
FEATURES
Impeller: Cast iron, two vane semi -
open, non -clog with pump -out vanes
for mechanical seal protection. Bal-
anced for smooth operation. Bronze
impeller available as an option.
Casing: Heavy duty cast iron,
volute type for maximum efficiency.
3" flanged conforms to 150 PSI ANSI
standard. Adaptable for slide rail
system.
Dual Mechanical Seals: Ceramic
vs. carbon sealing faces, stainless
steel metal parts, BUNA-N elasto-
mers. Upper and lower tandem
mounted shaft seals are positioned
independently and are separated by
an oil -filled chamber. Optional
MODEL
,kfT0 4 hq,
of Of 0
94,9 0 0 �
L77
Tungsten carbide vs. tungsten
carbide lower seal available.
Seal Sensor Probe: Located in an
oil -filled chamber. If water should
begin to leak past lower seal, it will
be energized and transmit a signal to
an optional electronic sensing unit.
Shaft: 300 Series stainless steel,
keyed design.
Motor: Fully Submerged in Oil -
Filled Chamber. High grade turbine
oil surrounds motor for more efficient
heat dissipation, permanent lubrica-
tion of bearings and mechanical seal
for complete protection against
outside environment.
. Designed for Continuous Opera-
tion: Pump ratings are within the
motor manufacturer's recommended
working limits and can be operated
continuouslywithout damage.
Bearings: Upper and lower heavy
duty ball bearings construction for
precision positioning of parts and to
carry thrust loads.
Power Cable: Severe duty rated,
oil and water resistent. Epoxy seal
on motor -end provides secondary
moisture barrier in case of outer
jacket damage and to prevent oil
wicking.,
O-Ring: Assures positive sealing
against contaminants and oil leakage.
Effective July, 1985

MA
Item
No.
2
3
4
5
6
7
8
9
L
2
5
8
7
—2
2
7ERIALS OF CONSTRUCTION
Material
Part Name
Standard
Optional
Impeller, Non -Clog
1001
1102
Castings
1001
Shaft -Keyed
300 Series S.S.
Fasteners
300 Series S.S.
Ball Bearings
Steel
Power Cable
STO,15 Feet
Additional Lengths
0-Ring
Buna-N
Seal Sensor
SJTO,15 Feet
Additional Lengths
Mechanical
Metal
Seals
No.
Service
Rotary
Stationary
Elaslomers
Parts
STD.
I 1OK21
General
Carbon
Ceramic
Buna-N
30OSeries
OPT.
I 1OK22
PeavyDutylTungstenj
Tungsten
I
S.S.
Material Code
Engineering Standard
1001
Cast Iron — ASTM A48 Class 20
1102
Bronze — ASTM B584
MODELS
Series HP Volts Phase RPM
Solids Max.
WL
Amp.
WS1512D 1112 230 1
11.7
192
WS2012D 2 230
15.0
196
WS1532D 11/2 208/230
10.0
190
WS20320 2 208/230
10.0
194
WS3032D 3 208/230 1750
3" 12.0
200
WS50320 5 208/230 3
17.0
205
WS1534D 1112 460
5.0
190
WS20340 2 460
5.0
194
WS3034D 3 460
6.0
200
WS5034D 5 460
8.5
205
Available Certifications:
$i1 Canadian Standards Association.
Pennsylvania Bureau of Mines for non -face applications
— BOTE 91.
PERFORMA
Series No. ►
HP ►
RPM ►
10
15
20
25
30
35
" 40
LL
45
50
55
60
65
r
( i,I�1
Sev age
purl_:-�Cps
MODEL
%NCE RATINGS (Gallons Per Minute)
WS1512D
WS2012D
WS1532D
WS2032D
WS3032D
WS1534D
WS2034D
WS3034D
1 V2
2
3
1750
290
340
390
255
305
370
210
270
330
160
225
300
100
175
260
40
125
220
60
160
100
40
DIMENSIONS
27"
31/4"
Rotation
1'
3" 150 PSI
ANSI Flange
/811
Kickback
WS5032D
WS5034D
5
440
425
405
380
355
325
285
240
190
140
80
24
SENECA FALLS NEW YORK 13148 SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE. PRINTED IN U.S.A.

�"Submersirl)le
Sewage Pump
METERS FEET
70
20,
6(
5(
4C
3C
0 L 0
..........
-A -
-
4-
J.
�po sl
of
J
rT
i.4
50
100 150 200
250
300
350
MODEL 3888
SIZE 3" SOLIDS
400 450 GPM
0 12.5 25.0 37.5 50.0 62.5 75.0 87.5 100.0 M'/h
CAPACITY
MGOULDS PUMPS, INC.
SENECA FAILS NEW YOPK 13148

_
oL%L ,fit
I 1 J)-A
-
'A
MEMBER
- Pre -Cast Concrete Products Since 1937
7/20/99
Mr. Charlie Andrews
Tara Group
2042 Buie Phil Road
Red Springs, NC 28377
RE: Gray's Creek Elementary School - Fayetteville, NC
Dear Mr. Andrews;
We submit our data in regards to the above referenced job for your approval. The
following items are for your consideration:
L. We supply (1) One Precast Concrete 12,000 Gallon -Septic Tank as per our attached
shop drawing.
Z. We supply (4) Four Precast Concrete 3' x 12' x 3' Deep Manifold Boxes as per our
attached shop drawing.
3. We supply (2) Two Precast Concrete 4' x 4' x 4' Valve Vault as per our attached shop
drawing.
4. We supply (1) One Precast Concrete 14,000 Gallon Dosing Tank as per our attached
shop drawing.
5. We supply (1) One Precast Concrete 8000'Gallon Pump Tank as per our attached shop
drawing.
We feel that these units. meet'with the spirit of your job'requiremen'ts. Please be aware that
these items will not be scheduled for production until we receive approved drawings from
you. Thanks for this opportunity to assist you.
Sincerely,
Stay -Right Tank Co., Inc: RELIVE®
r-:d
hall Wrenn AUG 6
rector
DEHNR, DEH
Pik& Waste*b0ection
CERTJFIEO,PLANT
R O. BOX 58659 RALEIGH, NC 27658-8659-o PHONE [phone]

8
1 Req'd
Imprinted On Tank:
'S RTC
STB-166
12,000 -Gall
Mfg, Date
8"0 x 4" , Deep 6" 78"
Knockout
-----�---==--------------------------=
---- ,— i ------ 71 —
I
N:a I
6"0 Flow Holes LJ
I Typ Of 5 r A300.
12" OC j a 48 -
8 10' -
+I�
I L'•'� A300
I I I
I r-�
Lifters i tom' 36"• `
I. • I 1 F
I II r
8"0:x 4" Deep '
Knockout
Zabel A300 HIP Filter
Installed By Others,
Lifters
8.10
Wt. = 36,350 Lbs
(2) 8`0 Wt. = 35,805 . Lbs
Knockouts
Lifters
108"
1-1/2"0 Butyl Rubber
Sealant In Joint .With 6"
Band Of Nonshrink Grout
Lifters .
Wt.' 36,350 Lbs
Baffle - Wt.= 6,752 Lbs
Se ptic\To ro G_ 12000g st
70111 �
60" x 80" x 6" Tall Riser
Shown On Separate Sheet
LA
a 8' 0 . 10'-0"
T • .
2"'f , *,
am
98" ® 9'-0"
6 '0 Flow Holes I I 66"
Typ Of, . 5
e 1.2" OC I.I
. II
47"
•� 21
8"
Support 'Provided &
Installed By Others
Tara Group
Gray's Creek Elementary
,659 School - Fayatteville,. NC
17658 • 12,000 Gallon Septic Tank
6=8600
it.com Traffic Rated..

1 Req'd
+++++**
+++
***++
++++
+++
*+
*
o
Halliday S1 R3648
Access Door
Cast In Top
Lifters
------------
6"
Riser\TaraG_5x5xC-6 Tara Group
REINFORCEMENT: � #4 ® 6" OCEW
CONCRETE: 4000 PSI @ 28 DAYS Gray s Creek Elementary
School - Fayetteville, NC
P.O. Box 58659
Stav"Riaht Raleigh. NC 27658 Y x Y x 0'-6 Tall Riser
Phone [phone] wwwstayright.com For 12,000 Gal Septic Tank
_

LOCKING
BAR
LA
%, ST; .' & ALUM.
POSITIVE, LOCKING
,.,,HOLD OPEN. ARM
LAN
PRIMER REQUIRED,
A OPENING
SECTION A -A
- STAINLESS STEEL
HINGES W/ TAMPER
PROOF FASTENERS
(COVER SHOWN IN
OPEN POSITION)
CONT. CONCRETE
ANCHOR
SECTION B-B
SSCAT 4/22/93
EZ
PAGE . 7
HALLIDAY PRODUCTS
SERIES SIR ACCESS DOOR
(STANDARD REGULAR)
STANDARD FEATURES:
• AUTO -LOCK STAINLESS, STEEL HOLD OPEN ARM
WITH RELEASE HANDLE
• STAINLESS STEEL LIFTING HANDLE, HINGES AND
ATTACHING HARDWARE .
• NON -CORROSIVE LOCKING BAR
• SINGLE . LEAF CONSTRUCTION
• 300 LBS. PER SQ. FT. LOAD RATING
• 10 YEAR GUARANTEE
SPECIFICATIONS
THE SIR SERIES (SINGLE LEAF) ACCESS :FRAMES AND COVERS AS MANUFACTURED
BY HALLIDAY PRODUCTS. INC. OF ORLANDO. FLORIDA SHALL HAVE A 1/47 THICK
ONE-PIECE, MILL FINISH, EXTRUDED ALUMINUM FRAME, INCORPORATING A
CONTINUOUS CONCRETE ANCHOR. DOOR PANEL SHALL BE 1/4" ALUMINUM DIAMOND
PLATE, REINFORCED TO WITHSTAND A LIVE LOAD OF 300 LBS. PSF. DOOR SHALL
OPEN TO 90' AND AUTOMATICALLY LOCK WITH A STAINLESS STEEL HOLD OPEN
ARM WITH ALUMINUM RELEASE HANDLE. DOOR SHALL CLOSE FLUSH WITH THE
FRAME. LIFTING HANDLE, HINGES AND ALL.FASTENING HARDWARE SHALL BE. _
STAINLESS STEEL. UNIT.SHALL LOCK,WITH A NON -CORROSIVE LOCKING -BAR.
UNIT SHALL BE GUARANTEED AGAINST DEFECTS IN MATERIAL AND/OR
WORKMANSHIP FOR A PERIOD OF 10 YEARS.
1 /4'
M 1/4" THICK
EXTRUDED
ALUM. FRAME
1/4" X 2" ALUM. PLATE REINF.
(AS REQUIRED)
SECTION C-C
MODEL
NO.
DIMENSIONS
'UNIT,
WT.";''
A
B
C.-
D
S1R2424.
24"
30"
24"
30"
50 LBS,'
S1R3030
30"
36"
30"
36"
62 LBS.
S1R3636
36"
42°
36"
42"
78 LBS.
S1R3048
30"
36"
48"
54"
84 LBS,
S1R3648
36"
42"
48"
54"
97 LBS.

Vulcan
j� VULCAN Foundry Corp.
I" 3/4 POST OFFICE BOX 905 ;
I DENHAM SPRINGS, LA 70727"
WATS No..1-800—MANHOLE -
1 R14 7/8 LOCAL No. 1-504-665-6151
FAX No. 1-504-665-4306
4 DRAM 9Y. J.B. DATE: 9-30-88
V-1394 —r APPROVED:
O23 1/2 - - .REVISON: REV/UPD 10-20-95 JS -
VULCAN
(4) 1' DI•A. ANCHOR_
BOLT HOLES
1/9 O
LOAD RATING
COVER BACK 2 7/6 V-1384 HEAVY-DUTY
MATERIAL SPECIFICATION
VENTED COVER ❑PTIONAL) SPECIFY 7/9 ASTM A 48 CLASS 30
NUMBER OF VENTHOLES IF REQUIRED. FRAME T ❑ P VIEW (CLASS .35 ON REQUEST)
AVAILABLE WITH CLASSIC COVER COVER SECTION OPEN AREA - SQ. IN.
SELECTI❑NSt SPECIFY LETTERING, N/A
25 1/4
ESTIMATED WEIGHT — LBS.
V MACHINED BEARING SURFACE
VULCAN . 1 23 3/4 -{ COVER 180
I FRAME 1
LPN I Tq ��
1/2 TOTAL 315
7 1/2
PATTERN BREAKDOWN .
_- V-1384 COVER
1/2 V-1384 FRAME
s F .W 3/4 22' 1/4
V-1384 (2) TYPE ONE PICKSLOTS 29.3/4 CATALOG NUMBER
PICKSL❑T DETAIL 33
V-1384
DRAWING NUMBER SHEET,
COVER FACE FRAME SECTION A822. 01 1 of 1`

02-25-1998.08:57AM -FROM Zabel"_Filtei-s
TO 19198765625 P.01
I l
c,-;:,m—i:
♦ Y�r�rl.YlY�i�1�
. ��Sl�l�l�:�l■
a�t4"
A300-HIP
U.S.. Paten 4,110,295

1 Req d
8" 20'-0" 8"
8"0 6"
Knockout
8„
r---------------------=------------------------=----
8"0
Knockout
i 72" r: .
• 24 0 i e•:
8„ x 84"
Knockout
i o o i
L---------------------------- .-------- -----=-------'--�
4" Typ 8"0 Imprinted On Tank:
Knockout SRTC
PT-184
8000 Gal
Date Of Mfg
Vulcan V=1384 4'-6" x 8'-5" x 3'-6" ,.Tall -Riser .
Ring- & Cover Shown On Separate. Sheet
Knockout8" x 84"
Lifters -
Knockout
6
(2) ' 8,"0 Knockout a 33"
_. 5'-6"
52" ,
1-1 /2"0 .Butyl Rubber 58"
Lifters Sealant In Joint, With .6" 33"
Band Of Nonshrink Grout
8„
PumpTank\TaraG-8000gpt Tara Group
REINFORCEMENT: H-20 Bridge- Loading
CONCRETE: 4000 PSI @ 28 DAYS Grays Creek Elem
�entary
P.o: Box 58659 - School — Fayetteville, NC
Stav ffiaht Raleigh, NC 27658 8000,Gallon Pump Tau*
Phone [phone]
•wwwatayright.com Traffic Rated
t-

``- I Req'd
20'-0„
81.0 Knockout Lifters I
n----------------'------==------------------------�
I 1 -
I 6'
I o -
I I I:•:
I Ili•:
I -
I I:•:
Knockout 8" x 84"
Knockout
. I I I:•i
72'"
I I::•
10'-0„
1 36"
I I I•::
I I
I
--: I
L--------------------------- -�
--------- --------- 8„
8" 0 Knockout -
- Imprinted On Tank:
SRTC.
Vulcan V-1384 14,000 Gal
Ring & Cover Date Of Mfg
Brought To ,Grade
B'y' Contractor .4 —6 x 8 —6. x 3 —6 Tall. Riser
Shown 'On Separator Sheet
„ „ „
Knockout, Lifters Knockout
12".
(2) 8°4i Wt.= 43,000 Lbs 33"
Knockout
1-1 /2"0 Butyl Rubber
100 Sealant In Joint With 6" Lifters n
Band Of Nonshrink Grout 112"
54
i ;f+orc Wt.= 29,000 Lbs
r
P u m aTa n k\Ta raG-14000q pt
�1
33 ,.
Wt.= 43,000 Lbs
8„
Tara Group
Gray's Creek Elementary.,
g School - Fayetteville, NC
58 14,000 Gallon Dosmg Tank
Q0m Traffic' Rated
om -

2 Req'd
61' 81-61. 61.
6°
r--------------=---=-=----- -----�
I o o I
I I'
I I
I- I
I _ I
1' I
.4' _ 6,.
I
I I
I
I I
6
4"0
Halliday S2R3684
Lifters Access Door
Cast In .Top
6
Tara Group .
Riser\45x85x35_S2R3684 .,
REINFORCEMENT: #4 :0, 6" OCEW G ay's Creek Elementary
CONCRETE:, 4000 PSI @ 28 DAYS School - Fayetteville, NC
P.O. Box 58659 4'-6" x 8'-6" x.3'-6" Tall Riser
Sta Ri ht Raleigh; NC 27658
Phone [phone] For 8000 Gal & 14,000 Gal
pre 4idt, �%. wwwsrayright.com Pump � Tank _

AffO
MEMBER
P.O. BOX 58659 / RALEIGH, NORTH CAROLINA 27658 / PHONE [phone]
SETTING & SEALING INSTRUCTIONS FOR:
Grease Traps, Oil Interceptors,
Septic Tanks and Pump Chambers
l . Prepare a hole large enough to accommodate the outside dimensions of the unit. A
firm level base should be provided to receive .the unit. It should be capable of with-
standing the weight of the unit. Its contents and the load applied onto it.
2. If baffle has not been installed at the factory do so at this time. The baffle fits in the
slots provided on each side of the unit..
3. Apply Butyl Rubber Sealant to a clean joint and then place top on unit..
4. IMPORTANT: Seal all joints, and around baffles with grout. By sealing these you
prevent the liquid contents from escaping the containing unit. _ We recommend that
the interior and exterior joints be sealed with a 6" wide band of grout. We also .
recommend a non -shrink hydraulic grout. (IE: Dam -it, Waterplug, Speedplug or equal.)
5. -For Grease and Oil Interceptors we recommendinstalling a tee a minimum of 50%
of the liquid 'depth of the tank on the inlet and outlet ends. On septic .tanks the tee
should extend 25% o of the liquid depth of the unit. On some units the tees may vary
depending on the Engineer or Owner.
6. Always prime a grease or oil interceptor with water prior to use. This prevents oil
or grease from escaping down the outlet as the unit is being filled for the first time
or refilled after cleaning. Enough water should be used to bring -the water level above
the bottom of the outlet tee.
7. If you have any questions or problems please contact our office prior to the unit being
put into service. Phone: [phone] or 1-800-768-8265 for assistance.
Thanks for. allowing Stay -Right Tank Co., Inc.
to be your Precast Concrete Source...

4� 0
4• Req'd
6" 12.'-0" 6"
8" High x 132" Wide Knockout Panel - ,
f
t----------------------------------------------- J 6rr
-------- --------- "
I -
I
- I
.. I
4".0Drain
Hole
I
F:77'. rr 3'-0„
i
-� 6 r
8" High -x 132" Wide Knockout, Panel
Halliday S2R3084
Access Door .
With Locking Post
Hinged On 1 Side
Cast In Top
f
6.r
(2)-132rr Knockouts
3—
Lifters
' 0"
Y'--------------------------------------- ----i
I (2)-8" 'Knockouts I I 10..0
rr
4"0 Drain 2 r
Hole
Septic\TaraG-3x12x3 Tara Group
REINFORCEMENT: #4- ® 6" OCEW Gra 's Creek Elemen-�%
CONCRETE:' 4000 PSI @ 28 DAYS —+
School -Fayetteville, NC
+ P.O.3ox 58659
Stay-R/�►ht Raleigh. NC 27658 Y x .12' x Y-O" Deep)
Phone (919) 876 ' 8600
tkW4aatr INC. www.stayright.com Pressure Manifold Vault

DDCAT2 4/22/93..
PAGE' 8:: �
Cl .LOCKING BAR
HALUDAY PRODUCTS
c —�
SERIES S2R ACCESS DOOR
HANDLE
(STANDARD REGULAR)
Z
STANDARD FEATURES:
�:
w
o
• AUTO -LOCK STAINLESS STEEL HOLD OPEN ARMS
1/4" THICK
DIAMOND
o
WITH RELEASE HANDLES
PAT. ALUM:
r
U
o
• STAINLESS STEEL LIFTING HANDLE, HINGES AND ,
ATTACHING HARDWARE.
COVER PLA u
u
x R
• x
• NON -CORROSIVE LOCKING BAR
• DOUBLE LEAF CONSTRUCTION
X.
,
• K.I. x�
• 300 LBS. PER SQ. FT. LOAD RATING
x x x x x x x x
0 10'YEAR GUARANTEE
M
3" A OPENING 3"
B OVERALL
r
PLAN
SPECIFICATIONS _
THE S2R SERIES (DOUBLE LEAF) .ACCESS -FRAMES AND'COVERS AS. MANUFACTURED
BY'HALLIDAY PRODUCTS, INC. OF ORLANDO. FLORIDA .SHALL HAVE A 1/4" THICK
ONE—PIECE, MILL FINISH, EXTRUDED ALUMINUM FRAME, INCORPORATING A
CONTINUOUS CONCRETE. ANCHOR. DOOR PANELS SHALL BE 1/4" ALUMINUM DIAMOND
PLATE, REINFORCED TO WITHSTAND A LIVE LOAD OF 300 LBS. PSF." DOORS •° `
SHALL OPEN TO 90' AND.AUTOMATICALLY'LOCK WITH STAINLESS STEEL HOLD
`is
= PRIMER ASTRAGAL
.
-OPEN ARMS WITH ALUMINUM RELEASE HANDLES. DOORS SHALL CLOSE FLUSH WITH
• ..ILAREQUIRED
THE FRAME. LIFTING HANDLES, HINGES AND ALL FASTENING HARDWARE SHALL BE
IA OPENING I
STAINLESS STEEL., UNIT SHALL LOCK WITH A NON -CORROSIVE LOCKING BAR.'
r.
UNIT SHALL BE GUARANTEED AGAINST DEFECTS IN MATERIAL AND/OR WORKMANSHIP
SECTION AA
FOR.A'PERI00'OF 10 YEARS. —.
STAINLESS STEEL
" ["I�INGEV 00 I sl�E - itrg Lockla(s PosT
HINGES W/ TAMPER-
S. do ALUM. -
PROOF FASTENERS
-. MODEL -DIMENSIONS UNIT
POSITIVE LOCKING
HOLD OPEN ARM
(COVER SHOWN 1N
1/4"
NO. A B C D WT.
OPEN POSITION)
S2R4242 42" 48" 42" 48" 106 LBS:
1/4" .THICK.
S2R4848 48" 54" 48" 54" 123 LBS.
EXTRUDED
S2R5448 ' 54" 60" 48" "
54 132 LBS: -'
- _
'
• CONT. CONCRETE
r ANCHOR
ALUM. FRAME
» »
S2R7248 72" 78 48 54 164 LBS.'.
1/4" X 2" ALUM. PLATE REINF.
(AS REQUIRED)
S2R6060 60" 66" 60" 66" 171 °LBS.
SECTION B=B
SECTION C-C
S2R3to84 30 42" $4" 90"
52 R3o84 3o" 84" got,

l r -
6" 4'-0„ 6"
6".
7" i - --n -----=—R-- — „
I I 7
1 I •sI• f — -
1. F
8 La
11
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7" I I 7',
I o o I .
L--------------------- ,
6"
Halliday W1 R3030
Access Door.
Cast In Top
Drain To Inside
Lift
e rs
:e 6„
O
1"0 Butyl Rubber
Sealant In Joint
0
4'-0„
' Steps (3)-6"0 (3)-6,,
' Lifters - -
1
y! 6',
.r. i
Vault\Ta ra G-4x4x4
REINFORCEMENT: #4 ® ,6" OCEW Tara Group
'SI ®28 DAYS : Gray"s Creek Elementary
P.o. Box 58659 School - Fayetteville, NC
Raleigh, NC 27658 y .
Phone [phone]' x 4' x 4' Valve Vault
llrG, www.stayright.com

I Req'd
6" 6„
6„
. 6
i
6"0�
-
4„
4
6"0
0
4"
6"0
I Vault\TaraG-4x4x4
i
L_
6
6 0
►--..
4
4'-0...
r,
L_
4"
is
6"0
i
4".
6,3
Halliday W1 R3030
Access Door
Cast In Top '
Drain To Inside
Lifters
6"
o
1 "0 Butyl Rubber
Sealant In Joint
Steps
(4)-6"0 (4)-6"0
Liftef•s
. e .
Tara Group
Ciray's Creek, -Elementary
School - Fayetteville, NC
4' Valve'Vault

o*--
' MEMBEfl
P.O. BOX 58659 / RALEIGH, NORTH CAROLINA 27658 / PHONE [phone]
RECOMMENDATIONS'FOR SETTING
OF PRECAST MANHOLES AND HANDHOLES
-.Tiie'- contractor shall prepare -a hole. -large enough to accommodate the
outside dimensions of the unit. The base shall be level and compacted
sufficiently to support the weight of the manhole and the load applied. -
upon it.
The contractor is responsible for access to and from the excavation.
Trucks must bey able to travel to and from the excavation under their
own power. (No ,pushing or. pulling): Labor to assist in setting is to be
supplied by the contractor.
Sealant used between joints of the units should be used as directed by
the sealant manufacturer.
Certain large items require thru-wall lifting devices. After setting the
contractor is responsible for,'removing and returning these devices.
The'thru=.wall holes should then be grouted watertight with Hydraulic
Non -Shrink Grout or Avanti Chemical Grout.
For assistance call us @ 1-800-768-8265.

F
LOCKING
BAR
L
Cl
11 . HFTING
ANDLE La �I
I 1/4" THICKDIAMOII
i'COVER PLATE nn0 �I
x Lem��I
Bj
Aj
n
3 3%4" A OPENING 3 3/4" M
B OVERALL
PLAN
S.ST.. do ALUM.
POSITIVE LOCKING .
HOLD OPEN ARM
DRAINPIPE BY OTHERS
PRIMER REQUIRED
�--- A OPENING ----�
SECTION A -A
- STAINLESS STEEL
HINGES W/ TAMPER
PROOF FASTENERS
(COVER SHOWN IN
OPEN POSITION)
CONT. CONCRETE
ANCHOR
WTSCAT 6/1/93
PAGE
5
HALLIDAY PRODUCTS
SERIES W1R ACCESS DOOR
-(WATERTIGHT REGULAR)
STANDARD FEATURES:
• AUTO —LOCK STAINLESS STEEL HOLD OPEN ARM
WITH RELEASE HANDLE
• STAINLESS STEEL LIFTING HANDLE, HINGES -AND
ATTACHING, HARDWARE
• NON —CORROSIVE LOCKING BAR
• CHANNEL FRAME
• SINGLE LEAF CONSTRUCTION
300 LBS. PER SQ. FT. LOAD RATING
• 10 YEAR GUARANTEE
SPECIFICATIONS
THE W1R SERIES (SINGLE LEAF) ACCESS -FRAMES AND COVERS AS MANUFACTURED
BY HALLIDAY PRODUCTS, INC. OF ORLANDO, FLORIDA SHALL HAVE A 1/4- THICK
ONE-PIECE. MILL FINISH, EXTRUDED ALUMINUM CHANNEL FRAME. INCORPORATING
A CONTINUOUS CONCRETE ANCHOR. A 1 1/2" DRAINAGE COUPLING SHALL BE
LOCATED IN THE FRONT LEFT CORNER OF THE CHANNEL FRAME. DOOR PANEL
SHALL BE 1/4" ALUMINUM DIAMOND PLATE; REINFORCED -TO WITHSTAND A LIVE
LOAD OF 300 LBS. PSF. DOOR SHALL OPEN TO 90- AND AUTOMATICALLY LOCK
WITH A STAINLESS STEEL HOLD OPEN ARM NTH AN ALUMINUM RELEASE HANDLE.
DOOR SHALL CLOSE FLUSH NTH THE FRAME. LIFTING HANDLE, HINGES AND ALL
FASTENING HARDWARE SHALL BE STAINLESS, STEEL. UNIT SHALL LOCK WITH A:
NON -CORROSIVE LOCKING BAR. UNIT SHALL BE GUARANTEED AGAINST DEFECTS
IN MATERIAL AND/OR WORKMANSHIP FOR. A PERIOD OF 10 YEARS.
1/4" THICK
EXTRUDED
ALUM. FRAME
.ALUM. PLATE
1 1 /2" ALUM.
REINF. (AS',"REQUIRED)
COUPLING
-SECTION C-C
N
0
1/4" k Y
MODEL
NO.
A
DIMENSIONS_
B C .
D
UNIT'
WT.
W1R2424
24"
31 1/2"
24"
31 1/2"
60 LBS.
W1R3030
30"
37 1/2"
30"
37 1/2"
71 LBS.
W1R3636
36"
43 1/2"
36"
43 1/2"
87 LBS.
W1R3048
30"
37 1/2"
48"
55 1/2"
94 LBS.
WIR3648
36"
43 1/2"
48"
55 1/2" 106 LBS'.

_ 7 _
L4 j
.o;.... as 44'� 4 SECTIO'N—A
g .4 9COO.:
• Q:qA p�"4Q,A•d :4.Q94, � . .
Q�oQ..o0 ICY.,PSI—PF
::9a p:.�A¢a • �a�;: Manhole Step
o~° M.A. Industries Inca
kelly & dividend dr.'.
• peachtree . city ga.
_ 30269
tz. 2-1.84

-Technical Data
Flexible Butyl Resin Sealant
CONCRETE SEALANTS
CS-102 & CS-202
-ER11GAL
&*FflP*5IT1an
Spec
Required
CS-102
CS-202
Hydrocarbon plastic content % by weight
,ASTM D4 (mod.)
50-70
50.8
51.2
,Inert mineral filler % by weight
SS-S-210A
30-50'
49.2
48.8
Volatile Matter % by weight
ASTM D6
3.0 max.
1.2
1.2
Specific Gravity, 770F
ASTM D71 '
1.20-1.35. _
1.35
1:34
Duotility,,77°F
ASTM- D113
5.0 min.
10
12
Softening point, ring and ball OF
ASTM D36
320 min.
390+
335.+
Penetration, cone 77°F, 150 gm. 5.sec:
ASTM D217
50-120 mm
105 mm
114 mm .
Flash point, C.O.C., OF-
ASTM D92
600 min.
6300
6300
Fire point, C.O.C.,. OF
ASTMD92
625 min.
-6300
6300
-30-Day Immersion: No visible deterioration when tested for 30 days in 5%- caustic
potash,
5% Hydrochloric Acid,
5% Sulphuric Acid, or 5% saturated Hydrogen Sulfide.
Laboratory -certified test data available upon request
Review the CHEMICAL COMPOSITION and PHYSICAL. PROPERTIES listed above and on the front
side of this sheet to determine which sealant, CS-102 or CS-202, is more desirable for the project.
Note that the installation ambient temperature .will be the major deciding factor._ Then specify as:
follows:
The flexible plastic gasket shall be equal to the flexible butyl resin sealant CONSEAL CS-102 or
CS-202'as manufactured by Concrete 'Sealants,'[nc. of New Carlisle, Ohio, and shall conform,to.
Federal Specification SS-S-210A and AASHTO M-198I3.
Clean surface.
VERTICAL JOINTS ON ROUND, ELLIPTICAL,
OR ARCHED PIPE, OR BOX CULVERTS.
' SPIGOT,
BELL '
Apply CONSEAL on upper 1800 of spigot and
lower 1800 of bell. Allow sufficient overlap
Of CONSEAL to form a joined seal.
HORIZONTAL JOINTS
Apply CONSEAL all around Butt at -joint,
spigot.
I
LIMITED WARRANTY
The following limited warranty applies to our, products and is in lieu of all warranties of merchantability, fitness for purpose, or other warranties, express or implied:
namely, that the product will be free of defects in workmanship or material, shall expire one year from the date of 'shipment and our limit of liability shall consist of making
available a replacement product. As we have no control of conditions under which this product may be used, -or the methods of application thereof, users should test the
Product for their requirements. _
CONCRETE
SEALANTS INC.
8917 S. Palmer Road
P.O. Box 176
New Carlisle, Ohio 45344
Telephone:: [phone],
FAX: [phone]
Arr iate
iun
Mite
IN
ipe
-
ASsoCiation Mr.n—
Print—i in I MA

State -of North Carolina
Department_ of. Environment If �17`A
and. Natural Resources" 1 •
Division -of Environmental Health,
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Linda C. "Sewall; Director
-NCDENR
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
April 1, 1999
Mr. Lacy Williams, Jr.
Environmental Health Director
Cumberland County Health Department .1
227 Fountainhead Lane
Fayetteville, North. Carolina 27954
Courier 14-59-32
Subj: Approval of Revised Plans, Specifications and System Operation and Maintenance Plan received
for: Gray's Creek Elementary School Wastewater Disposal System, Alderman Road, Cumberland
County, NC, OSWS Project No: 98-34
Ref.: a.) Ltr dtd March 31,1999 from DWQ/GWS to OSWS re: GWS.review of -the subject facility (attached).
Dear Lacy,
r
We have reviewed the.,revised plans, specifications and other.materials received from March 17 through
March 31,.1999 for the subsurface system to sen-e-the'above-referenced facility. We have also" received
review comments from our Regional Soil Scientist and the Groundwater Section of the Division of Water
Quality which confirm the suitability of the proposed site soils and hydrology. It appears that all of our
previous technical comments have been adequately addressed by the proposed'revisions. Enclosed are one
copy of the plans and one copy -of the project specifications (including the System Operation and Maintenance
Plan), each stamped "Approved.by the On -Site Wastewater Section," Division of Environmental Health,
Department'of Environment and Natural Resources." The Improvement Permit and Authorization to Construct to
be issued for. this project must include the approved plans, specifications, System Operation and Maintenance
Plan, legal -documents andd"any other conditions deemed appropriate by'the health department. The approved
plans and specifications are: for the following facilities and system `'components:
Facilities: New 950-student elementary school with water conservation (low -flow) plumbing fixtures having a
cafeteria but no gymnasium.
System: The -proposed system will include two waste streams (domestic -only and kitchen -only) discharging
into a common 12,000-gallon septic tank"via gravity sewer. The domestic waste stream will discharge
directly into the septic tank while the kitchen wastestream will include two grease traps with a combined
liquid capacity of 7,000 gallons. The septic tank flow is discharged into a 14,000=gallon flow- equalization
tank_ which will dose a three -celled recirculating sand filter. Sand filter effluent will underdrain and gravity
ON -SITE WASTEWATER SECTION
P.O. Box 29694, Raleigh, North Carolina 27626-0594
Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

�dray's Creek Elementary School
April1, 1999
Page 2 of 6
f,
feed to a -flow dividen with an initial recirculation ratio of 3:1. Recirculating flow willbe returned,to the
`flow equalization tank and redosed to the sand filter: Disposal flow wastewater will be,sent to a 8;000
gallon final 'dosing pump tank valve vault, four Sch 40 PVC "force mains and hence to four pressure .
manifolds... The shortest fo ce.main (approximately 2.73 ft) will be 14n while .the -other three force mains
will be 4-in.. Final disposal is through four conventional; drainfields.(4-in:comigatedPE pipe, total length
of 8,000 linear ft) with 10 200-ft drainlines per.drainfield. Drainfield sizing is based at an areal loading
rate of 0.30 gdlons.per-day per square foot`(gpd/W).
Design Flow: 'A flow reduction •was°granted based on the use,of low -flow plumbing fixtures and 247hour per day
flow equalization over six days. Based on a. daily student population of950, the unreduced design flow for
this system is 11,400 gallons per day, (gpd),for pretreatment component sizing. The reduced flow is 8,550'
gpd for sizing of the drainfields.
System classification: ,Vb, requiring monthly inspection by the ORC with .'semi=annual inspection reports .
submitted to the local health department and yearly inspection by your department
If is critical that the Health Department require a preconstruction meeting be held prior to system .
installation: This meeting must be attended by representatives -of the-Healtli Department, owner, installer,
and the engineer certifying the installation. During this, meeting, the sequencing of project construction,
inspection;.and testing activities must be discussed'andclearly understood by all parties. Holding'such a
" preconstruction meeting must be listed. as:a condition in the Authorization to Construct, with attendance
required by all key parties prior to the onset of the system installation. It is noted that this meeting has
been included in the project specifications.
As you are aware; there are a number of times during the installation of this system when direct supenlsionbv the'
health department must be'proNided to insure that this"system is installed properly. For this project; make certain
that:
1. Facilities 'are provided in strict accordance with this approval, the approved plans' and specifications
and facility plumbing is correct including the sewage/septic tank lines. All plumbing fixtures must be .
cimthe spefi'odels.• HVAC clear water dischargesmay not be plumbed into the
sanitary -sewage system. "
2. ..Collection system is pim4ded in strict accordance with the approved plans, specifications and profile
drawings; including pipe sizes and materials, as --indicated; invert elevations, minimum depths' of burial,
locations of properly=constructed cleanouts. Allsewer lines and-cleanouts.rriust be tested for.
watertightness,, as specified. Ensurelhat the, grease traps are plumbed to receive only food service .
related wastewater from the kitchen
3 ' Tanka� is provided, installed and leakage tested in strict: accordance with the approved plans and
specifications'including properly constructed. state -approved tanks, as indicated; watertightness
provisionsincluding •specified pipe penetrations, additional waterproofing, and drainage provisions to
divert surface water from the tanks and their access openings._Ensure that access'openings'are'

Gray's Creek Elementary School
April 1, 1999
Page 3 of 6
provided as shown and that openings are,modified or.provided as shown and determined to be fully
accessible and functional from the ground surface without requiring entrance into any basins. Ensure,
that all tanks are determined to be fully watertight and infiltration -resistant per the watertightness test
specified. Do not accept any tanks that have had holes cast into them below the working liquid level,
whether patched or not.
t
Ensure that the septic tank, recirculation tank and final dosing tank are properly constructed and located
in accordance with approved plans, paying strict attention to specified invert elevations. Tanks must
include all specified components, including risers and access. manholes located where specified and
constructed in a watertight fashion, and effluent filters- installed at the outlet of the septic tank in
accordance with manufacturer's specifications. Filters must be demonstrated to be readily accessible
from above grade without requiring entrance into the tank.
Pump tanks must include allspecified pumps and components, with all hardware of stainless steel or
comparable corrosion resistance material. Ensure that all appurtenances, (e.g., floats and float support
mechanisms; valves, etc.) are provided as shown and specified, including the use of corrosion -resistant
stainless steel and PVC where indicated. Level control floats must be readily accessible from above
grade and installed at specified activation elevations. Control panels are to be installed directly
adjacent to each pump tank in NEMA 4X enclosures with wires conveyed from pumps and'controls
through conduit installed in the. riser with no junctions permitted. Wire conduits must be watertight and
gastight, yet still enable floats or pumps to be changed without requiring entrance into the tank.
4. Recirculatins sand filter must be constructed in strict accordance with approved plans and,
specification, including location and invertelevations, all materials,'underdrainage and distribution
network piping and pipe connections, and all cleanouts and observation ports as indicated on approved
plans. Filter must be demonstrated to be watertight by specified leakage test prior to completion.
The flow sputter mechanism must be installed in strict accordance with approved plans at the specified
relative invert elevation, and demonstrated to give specified 3:1 split in filter return flow between the
recirculation tank and the final dosing tank.
As part of system startup, all.lateral lines must be flushed out with -fresh water and pressure properly
adjusted to each filter. The pump delivery rate to each filter must be measured and determined to be in
accordance with design specifications, The final timer setting must "beset to yield specified number of
doses and dose volume per approved plans.
5. Dosing s stems tems are provided in strict accordance with the approved plans and specifications, including
pumps, controls, float support systems, float settings, valves, controls inside of the NEMA 4X
enclosure, and the audible and visible alarm systems., Ensure that no electrical connections are, made
inside of the basin and that the system is fully tested prior, to start-up.
All dosing system appurtenances must be manually checked and controls must be tested for proper
automatic operation. -The dosing ,system must be demonstrated to effectively allow for design dosing
number of counts and volume per dose to be delivered to the drainfield. Level'control floats must also

Gray's Creek Elementary School
April 1, 1999
Page 4 of 6
be set to activate at levels indicated on approved plans. The autodialer system should also be tested
and ensured.to be properly functioning.
Force mains are provided in strict accordance with approved plans and specifications, including pipe
sizes, materials, separation distances/crossing details and installation depths. Ensure that the pressure
tests for watertightness are executed in accordance with the approved specifications. Check the
pressurized effluent supply line installation and testing for compliance .with the approved plans,
including depths of burial, pipe invert elevations, hydrostatic leakage test passage and pipe sizes and
materials.
7. Pressure Manifolds must be installed in strict accordance.,with- approved plans and specifications,
including: appropriate elevations, materials and components specified, specified method of tapping,
manifold and tap sizes and materials, use of true -union ball valves for each tap, inspection port on each
supply line, pressure adjustment gate. valves immediately prior to each manifold, connection details, -
manifold vault and cover as indicated. It must be demonstrated that the manifolds do not leak when
dosed.
Testing of the system for proper operation must also include measurement and setting of the pressure
head delivered to each of the pressure manifolds, measurement of the pumping rate at the stabilized
pressure head and final adjustment of:timer settings, as per design.
8. Conventional ground absorption diainfield laterals are provided in accordance with the approved plans
and specifications including: field placement, trenches installed level at specified trench depths and
parallel to the natural ground contour without requiring the use of stepdowns, final trench bottom and
relative lateral invert elevations, stone size and characteristics, manifold feeder lines -to -lateral
connections, orifices of the sizes, spacing,,and orientation indicated; trench width and depth and
drairifield layout, as shown. 'The applicant's engineer must ensure that field layout elevations
correspond to design elevations (final trench bottom and relative lateral invert elevations).
Ensure that surface water diversions are provided in accordance with the plans and that measures for
establishing an adequate vegetative cover are implemented, as specified. Ensure that site preparation
procedures are conducted with negligible damage to the primaryand repair drainfield areas..
Start-ua procedures are properly conducted including all specified testing and necessary final
landscaping provisions. Ensure that all lines have been flushed, e.g., collection sewer and supply lines,
LPP in recirculating sand filter, force mains and pressure manifolds: Lift station,, recirculating sand
filter and final dosing system testing and adjustment must be completed including setting of design
pressure head and measurement of the initial pump delivery rates. Also ensure that flow splitting of the
recirculation flow is achieved as designed, i.e.; three parts to recirculation tank and one part to the final
dosing tank. Testing of the system for proper operation must also include measurement and setting of
the pressure head delivered to each of the pressure manifolds and the measurement of the pumping rate
at the stabilized pressure head, as per design. The pump delivery rate to each pressure manifold must
be determined to be in accordance with design specifications. The final dosing timer setting must be set
to yield the specified number of doses and,dose volumes per approved plans.

Gray's Creek Elementary. School
April 1, 1999
Page 5 of 6
10. Operation and Maintenance (0&M): The operation permit must include, as conditions, the O&M
procedures included in the approved System 0&M Plan: It shall also include the necessary information
regarding the proposed management entity and certified operator as well as any additional concerns deemed
appropriate by the health department for the 0&M of this system.
A certified subsurface system operator shall be contracted to operate the subsurface system. The
operator shall inspect the system and report findings to the health department quarterly. The health
department shall review/inspect system operation -semiannually. 0&M procedures listed in the
operation permit shall include that during each operator visit, flow at the facility must be monitored and
recorded, and the pump elapsed time and cycle counter readings shall be recorded. At least
semiannually, the ORC must measure and set the pressure head and the pump delivery rate.
11. Pretreatment monitoring requirements: Septic tank and sand filter effluent must be monitored monthly
for the first full year -of system operation. If warranted, modifications to the sampling, i.e.',-'reducing
monitoring requirements to bimonthly during the school year, may be requested by the applicant, based
on the results of the first year's sampling (observed concentration.) Samples must be collected in .
accordance with state -approved sampling protocols, analyzed by a state -certified laboratory and results
included in the operator's reports. Sampling parameters, sample collection locations and water quality
limits requirements are detailed in the table below.
Sampling Parameter
Septic Tank
Effluent Limit
Sand Filter
Effluent Limit
BOD,
200 m f
10 mo/
Total Suspended Solids
100 m f
10 ms/f
Oil and Grease
50 mg/2
Ammonia Nitrogen
10 m f as N
Total Nitrogen
Sample
40% reduction from septic
tank effluent
2warranted, modifications to the effluent sampling may be requested by the applicant, based on the
results of the first year's sampling (observed concentrations).
12. Groundwater monitoring requirements per the recommendations.of the Division of Water Quality,,
Groundwater Section detailed in the attached reference are appropriately addressed in the operation
permit.' The locations of the two monitoring wells which must be installed are indicated.per pen
changes on the plans made with the concurrence of -the applicant's engineer on March 31, 1999.
Groundwater monitoring shall be conducted as detailed in the reference. Groundwater elevations in the
monitoring wells shall. also be measured semimonthly. Ensure that a regional representative of the
Division of Water Quality, Groundwater Section has inspected and approved .the placement'of the
required groundwater monitoring wells prior to the issuance of an operation permit. An initial
sampling of these wells must be conducted to establish background levels of the groundwater prior to
the commencement of effluent discharge.

Gray's Creek Elementary School ;
April 1, 1999
Page 6 of 6 ;
13. Repair area: The repair area identified for this project and access thereto must be maintained and kept
available for future repair. No construction on or utilization of this area is permitted.
Note that a registered professional engineer must certify that the system has been installed in accordance
with the'approved plans and specifications. This certification'is based upon periodic observations of
construction and a fmal inspection for design compliance by'the certifying engineer or his representative.
The installation must be approved by the health department prior to the issuance of an operation permit.
Please contact us for assistance with the final inspection after your staff and the installation -certifying
engineer are satisfied that the .system has been properly installed and before an operation permit is issued.
Also feel free to contact us if you have any questions pertaining to this letter or if we may be of further
assistance with this project. We may be reached at the telephone and facsimile numbers or address listed on
this letterhead. I can be contacted directly at (919) 715; 3270 or by email at
robin_godshall@maiL ehnr.state:nc. us.
Sincerely,
Aw
RN. Godshall
Environmental Engineer II
On -Site Wastewater Engineering
RNG/mg
cc:. Tim Kirilaw
Mike Koonce
David McCloy

April 1, 1999
PROJECT CHRONOLOGY
Project Name: Gray's Creek Elementary School Review Engineer: RNG
Project Number: 98-34 Design Flow: 8,550 gpd (R)
County: Cumberland Status: APR
Date
Action/Activity/Notes
080717
IT80815
Received flow reduction request with water use data and flow calculations from Cumberland '
County Health Department (CCHD). Also received LSS report and initial- site survey maps.
Assigned'to Doc Godshall for.review. Date approximate.
980909-26
Started review of received, materials, i e., design flow confirmation (DCF). Had various telephone
conversations with Will Buie, Hobbs Upchurch & Assoc., the applicant's engineer," regarding
additional information required for DCF. (35)
980928
Letter to CCHD requesting additional information for design flow confirmation. Outlined OSWS .
requirements for flow and conditions for OSWS to approve DCF: (12)
981002
Received copy of ltr from Tim Kinlaw to William Buie regarding additional information for design
flow confirmation. (4)
981013
Received copy of ltr from Will Buie to CCHD regarding additional infdrmation for design flow
981015
confirmation. (9)
Telcon w/ Will Buie. Clarified what information was still needed for design flow confirmation. (2) .
981116
Telcon with Mike Koonce, Hobbs Upchurch & Assoc.. He's the new engineer since Will Buie has
left the company. Wanted know exactly what he needs to do and submit for DCF.
981120
Rec'd fax from Mike K. with addition flow/water usage data.
Telcon with Mike K.; Discussed OSWS review procedures and data requirements as well as project
98.1209,
10, 18, 21
timing. Also had Teri h " discussions regarding ro osed system design issues and DCF.
Telcons with Tim Kinlaw; Discussed OSWS review procedures and data requirements as well as
981215-18
project timing and status.
990126 ,
Telcon with Mike K.; design questions.
990210-11
Telcons with Tim Kinlaw; Discussed OSWS review procedures and project status.
Telcon with Danny Soles, CCHD; project status.
990210
Meeting with Mike K.;
- Mike came by originally intending to submit the plans. We instead decided to do a brief pre -
design conference.
- I explained to Mike that the proposed gravity -dosed sand filter would not work and that the sand "
filter should be pressure dosed.
revision needed, Mike decided not to submit the."plans. Rather, he took
- Given the amount of plan
them back to his, office for correction and later submittal.
- I gave Mike a copy of our latest Rules, the sand filter design criteria (innovative approval), the
sand filter design protocol -and some engineering design calculations sheets.
990211-12
Telcon with Mike K.; desi n. uestions.
990217-9
Telcon with Mike K.; Lengthy discussions regarding sand filter design.
Telcon with Mike K.; project status.
990222-23
Telcons with Kelly Derr; proJ ect status.
990302
Telcon with Mike K.; Final questions about design issues.
Received full engineering plans; proposed on -site wastewater system plans as well as building, i
990304
plumbing, mechanical and electrical. Mike K. hand delivered.
Telcon with Danny Soles, CCHD; project status.
6
Page 1, of 3

April 1; 1999
PROJECT CHRONOLOGY
990305
Telcon w/ Tim Kinlaw; project status. Advised him that Mike K. had hand delivered full
engineering plans on 990304. He told me that there was trouble brewing,' -
The school board, "based on the original schedule given to them by Will Buie, had given their
building contractor the go-ahead to start construction (on or about Feb 1") since they had
evidently received a grading permit from the county Building personnel. The contractor has
completed all the work he can without actually starting construction. Without approved on -site;
plans, they can't get a Building Permit and hence the contractor is in a "hold" mode.
- Tim asked there were any way that they could get a permit to start building at their own risk. I
informed him that there are no mechanisms to allow for provisional construction starts.
- Tim said he fully expects this situation to wind up in court since the contractor has already
threatened to sue for damages (lost time). The School Board will in turn probably seek damages
from Hobbs, Upchurch & Associates.
- Tim said the School system was aware that when they gave the contractor permission to start
ave a building
construction (grading only), they knew it was at their own risk since they didn't have.
permit. However, they decided to go ahead anyway since they really want the school to be open
in the fall ofthis year (1999).
- Tim also mentioned that he thought political pressure might be brought to bear given that the
delays are going to cost someone some money. He didn't at this time have any intention of
contacting his representatives, but he wouldn't be surprised if someone on the School Board who
was politically connected did. I informed Tim that.while it is the right of every NC citizen to
contact their legislator, it actually slows down our review process since we have to respond in
writing.
- Tim would have to detail the project status at the School Board meeting scheduled for March 9,
1999.
990310
Updated the project chronology in response to legislative inquiry from Senator Rand.
Telcon with Mike K.; confirmed project status and key dates.
990311
Telcon w/ Richard Rogers, Legislative Liaison. Briefed him on project status so he could brief
Senator Rand. Arranged design conference with Mike K.
990312
Design conference with Mike K.; review results of full engineering review. Detailed several show
stoppers. See Review letter.
990315 •
Detailed telephone conversation w/ Stephen Price, the applicant's soil scientist; told him what was
still required at the site for soils evaluation. He told me he had already done the work and that we
should already have the final report.,
990317
Ltr to CCHD re: Design conference with Mike K.;
Received ievised.en ineerin .. lans, hand delivered b Mike K."
990319
Received fax of final soils'reported; NOTE: Report is dated March 19, 1999. Therefore, Price had
not yet apparently delivered this report to Mike, his client, CCHD or OSWS.
David McCloy, visited the site. with Danny Soles, CCHD,;to review the soils work and the drainfield
staking.
990322
Telcon with Lacy Williams, CCHD; gave him review status report
David McCloy, Danny Soles. and Mike K on site to review.soils work and drainheld staking.
Reviewed final soils report: while 'report contains assessment of hydraulic conductivities, it is
incomplete. We still need mounding and lateral flow analyses. -
990323
Conversation w/ David in Raleigh; he and Soles are satisfied with the site soils and hydrology;
McCloy delivered written site comments. Proceeding with, engineering review.
990325
Proceeding with engineering review: Gave Dave Goodrich copy of final soils report.
Telcon w/ Stephen Price; told him what we need for mounding and lateral flow analyses. Price said
he thought he could get materials to us on Monday or Tuesday of next week (3/29 or 30).
page 2 of 3

April 1, 1999
PROJECT CHRONOLOGY
990326
Mtg w/ Mike; gave some additional final comments particularly on pump design and system O&M.
Drafting project APPROVAL ltr in preparation for receipt of final plans andspecs.
990329.
Mike hand delivered latest edition of plans. Completed engineering review; minor pen changes to
plans. Mike sent me corrected pump'spec sheets.
Still awaiting submittal from Stephen Price, the'applicant's soils consultant.
990330
Rec'd final hydraulic and modeling report/information from Stephen Price; forwarded two copies to
GWS after reviewing. Also forwarded a copy of the latest plans. Conversation with David
Goodrich; he's awaiting comments from the GWS Regional Office before sending us the GWS
comments.
990331
Coordinated GWS field review of site and pushed for GWS comments.
990401
Rec'd GWS comments; APPROVED plans and specifications; notified concerned parties.
page 3 of 3

L
\r�
April 1,1999, 3:12 PM ,
INTERNAL MEMORANDUM {
TO: Rachel Groff
FROM: Robin Godshall, Project Review Engineer
SUBJECT: , Project Work Request
Please perform
the following work tasks with respect to the attached project: y.
® Prepare/Update Tracking Database Entry, including;
®
OSWS Project No.: 98-34
—
®
Project Name: Gray's Creek Elementar,School
—
®
County: Cumberland .
—
®
Date Received: March 4 1998
®
Review Type: NPS
—
®
Status: ARR
—
®
Review Eng.: RNG
—
®
®
Facility -Type: S - 4
System Type: N/GT ST PT PM/C 67 S�
—
—
®
Design,Flow: 11,400 gpd (8,550 gpd reduced)
®
Applicant's name, address, phone and fax numbers from the project file
®
Engineer'sname , fi; address, phone and fax numbers from the project file,
—
®
Soil Scientist name, firm, address, phone and fax numbers from the project file
—
❑ Prepare file folder
/
® Prepare/Update card file (if not already done)
—
® Send' cc of plans/specifications/documents with appropriate memo to: .
®
Regional Soil Scientist David McCloy
—
®
Bob Cheek, Groundwater Section:
�—
®
Blue, yellow and file copies are also required. )
® Distribution:
® Send original via Courier to: ® . fax to: Local Health Department: Lacy Williams
®
Send one copy to: N fax to: Regional Soil Scientist David McCloy
®
Send one copy to: ® fax to: Applicant Tim Kinlaw
®
Send one, copy to: ® fax to: Applicant's Engineer Mike Koonce
❑
Send one copy to: ® fax to: Applicant's Soil Scientist Steve Price
®
Send one copy to: Groundwater Section Review Engineer: Bob Cheek
®
One copy to file (Please, two -hole punch at top and place in right side file)
®
One copy to Doe/ Ishwar / Steven
< Special Instructions/Information:
-
I've already sent the faxes.
-
The original of.the Groundwater Section letter stays with us, i.e., attached to our copy in the project file.
-
Please call Cumberland Co.Schools and make sure Tim Kinlaw got his fax copy. If not, refax until he gets itl I I
t
If you have any questions, please call me.

N.C. Department of Environment and Natural Resources
Division of Environmental Health Project No 98-34
PLAN REVIEW LOG
Project Name Gray's Creek Elementary School County Cumberland
Applicant: Tim Kinlaw, Cumberland County Schools, Post Office Box 2357, Fayetteville, North
Carolina 28302, Phone: [phone], Fax: [phone]
Location: Alderman Road, Cumberland County, NC
Erigineer/Designer: , P.E., Hobbs, Upchurch, & Associates, P.A., Post Office
Box 1737, Southern Pines, North arolina 28387, Phone: [phone], Fax: [phone].
Facility(ies) : SCH y��! System: k� iL�v�Ge
IV'�
� ,
Design Flow: 14,250 gpd (7,600-gpd reduced)
Dates Received(N-New, R=Revision): Dates Reviewed: 9/28/98
7/7/98(N)
Reviewed By: RNG

} March 26, '1999
a
PROJECT CHRONOLOGY
Project Name: Gray's Creek Elementary School Review Engineer: RNG
Project Number: , 98-34 Design Flow: 7,600 gpd (R)
County:.. Cumberland Status: ASN
ate
Action/Activi � /Notes
717
f80
Received flow reduction request with_water use data and flow calculations from.Cumberland
County Health Department (CCHD). Also received LSS report and initial site survey maps.
815
Assigned to Doc Godshall for -review. Date approximate.
980909-26
Started review ofreceived materials, i.e., design flow confirmation (DCF). Had various telephone .
conversations with Will Buie,.Hobbs Upchurch & Assoc., the applicant's engineer, regarding
additional information required for DCF: (35)
980928
Letter to CCHD requesting additional information for design flow confirmation. Outlined OSWS
requirements for flow and conditions for OSWS to. ap rove-DCF. (12)
981002
Received copy of ltr.from Tim Kinlaw to William Buie regarding additional information for design
flow confirmation. (4) i
981013
Received,copy of ltr from Will Buie to CCHD regarding additional information for design flow
confirmation. (9)..
981015
Telcon w/ Will Buie. Clarified what information was still.needed for design flow confirmation. (2)
981116
Telcon with Mike Koonce,_ Hobbs Upchurch-& Assoc.. He's .the new engineer since Will Buie has
left the company. Wanted know exactly what he needs to do and submit for DCF.
981120
Rec'd fax from Mike K. with addition flow/water usage data.
981209,
Telcon with Mike K.;. Discussed,OSWS review procedures and data requirements as well as project
10' 18, 21
timing. Also had lengthy discussions regarding proposed system design issues and DCF.
981215-18
Telcon with Tim Kinlaw; Discussed OSWS review procedures, and data requirements as well as
ro' ect timing and status.
990126
Telcon with Mike, K.; design questions.
990210-11
Telcon with -Tim Kinlaw; Discussed OSWS review procedures andproject status.
Telcon with Danny Soles, CCHD;.project status.
990210
Meeting with Mike K.;
- Mike came by originally intending to submit the plans. We instead decided to do a brief pre -
design conference.
- I explained to Mike that the proposed gravity -dosed sand filter would not work and that the sand
filter should be pressure, dosed.
- Given the amount of plan revision needed, Mike decided not to submit the plans. Rather, he took
them back to his office for correction and later submittal.
- i gave Mike a copy of our latest Rules, the sand filter design criteria (innovative approval), the . -
sand filter design protocol and some engineering design calculations sheets.
990211-12
Telcon with Mike K.; design questions. %
990217-9
Telcon with Mike K.; Len 'discussions're ardin - sand filter design.
Telcon with Mike K.; project status..
990222-23
Telcon with Kelly Derr; project status.
990302
Telcon with Mike K.;,Final uestions about design issues.
990304
Received full engineering plans; proposed on -site wastewater system plans as well as building,
plumbing, mechanical and electrical. Mike K. hand delivered.
Telcon with Danny, Soles, CCHD; project status:
Page 1 of 3,

' March 26, 1999
PROJECT CHRONOLOGY
990305
Telcon w/ Tim Kinlaw; project. status. Advised him that Mike K. had hand delivered full
engineering plans on 990304.- He told me that there was trouble brewing;
- The school board, based on the original schedule given to them by Will Buie, had given their
building contractor the go-ahead to start construction (on or about Feb 1") since they had
evidently received a grading permit- from the county. Building personnel. The contractor has
completed all the work he can without, actually starting construction. Without approved on -site
plans, they can't get a Building Permit and hence the contractor is in a "hold" mode.
- Tim asked there were any way that they could get a permit to start building at their own risk. I
informed him that there are no mechanisms to allow for provisional construction starts.
- Tim said he fully, expects this situation to wind up in court since the contractor has already
threatened to sue'for damages (lost time). The Schoot Board will in turn probably seek damages
from Hobbs, Upchurch & Associates.
Tim said the 'School system was'aware .that when they gave the contractor permission to start
construction (grading only), they knew it was at their own risk since -they didn't have a building
permit. However, they decided to go ahead anyway since they really want the school to be open
in the fall of this year (1099).
- 'Tim also mentioned that he thought political pressure might be brought to bear given that the
delays- are going to cost someone some money. ! He didn't at this time have any intention of
contacting his, representatives, but he wouldn't be- surprised if someone on the School Board who
was politically connected did.. I informed Tim that while it is the right of every NC .citizen to
contact their legislator, it actually slows down our review process since we have to respond in
writing.
- Tim would have to detail the project status at the School Board meeting scheduled for March 9,
1999.
990310
Updated the project- chronology in response to legislative inquiry from Senator Rand.
Telcon with Mike K.; confirmed project status and key dates.
990311
Telcon w/ Richard Rogers, Legislative Liaison. Briefed him on'project status so he could brief
Senator Rand., Arranged design conference with Mike K.
990312
Design conference with Mike K.; review results of full engineering review. Detailed several show
stoppers. See Review letter.
990315
Detailed telephone conversation w/ Stephen Price, the applicant's soil scientist; told him what was
still required at the site for soils evaluation. He told me he had already done the work and that.we
should already have the finatreport.
990317
Ltr to CCHD re: Design conference with Mike K.;
Received revised engineering lans, hand delivered by Mike K.
990319
Received fax of final soils reported; NOTE: Report is dated March 19, 1999,- Therefore, Price had
not yet apparently delivered this report to Mike, his client, CCHD or OSWS.
David McCloy visited the site with Danny Soles; CCHD, to review the soils work and the drainfield
staking.
990322
Telcon with Lacy Williams, CCHD; gave him review,status report
David McCloy; Danny Soles and Mike K on site to review soils work and drainfield' staking;
Reviewed final soils report: while report contains assessment of hydraulic conductivities, it is
incomplete-. We still'need mounding and lateral flow analyses.
990323
Conversation w/ David in Raleigh; he and Soles are satisfied with the site soils and hydrology,
McClo delivered written site comments. Proceeding with engineering review.
990325
Proceeding with engineering. review. Gave Dave Goodrich copy of final soil's report.
Telcon w/ Stephen Price; told him what we need for mounding and lateral flow analyses. Price said
he thought he could get materials to us on Monday. or Tuesday of next week, (3/29 or 30).
page 2 of 3

-�March 26, 1999
PROJECT CHRONOLOGY
990326
Mtg w/ Mike; gave some additional final comments particularly on pump design and system O&M.
Drafting project APPROVAL ltr in preparation for receipt of final plans andspecs.
i
page 3 of 3

r
S
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20 X iD r- y` x 7. /8 37i�0 63D i %?75 t B 5SD = 117

Project Name: Gray's Creek ES
Project Number: 98-34
Total Dynamic Head Calculations
t
0 \
Date: 990329
Design Pressure Head
:::::.:::.:•.,,..:
97.00
.::.::::::v.
98.50
98.00
•:.:�>.,,,:•
High point in FM
97.00
Pump -off level
Pumping Rate
94:51
94.51
94.51
94.51
;«}
Sch 80 -
Sch 80
<«:
Sch 80
Discharge Piping: Pipe Material
Pipe Size
Nominal Diameter
' Pipe Length
No. Check Valves
Le
No. Gate valves
Le
No. Ball valves
Le
No. 90 elbows
Le.
No.45-bends
Le
Cou ling/Str. Tee
Le
No.90-tees
Le
Total Equivelent Le
Disharge Friction Head, .
Sch 80
4"
4"
4."
4"
4.026
4.026
4.026
4.026
14.00
14.00
14.00
14.00
1
1
11
1
38.00
38.00
38.00
38.00
3
`' 3
3
3
2.70
2.70
2.70
2.70
0
0
0
0
2.00
2.00
.2.00
2.00
3
3
3
3
14.00
14.00
14.00
14.00
0
0
0
0
8.00
8.00
8.00
8.00
1
1
1
1
4.00
4.00
4.00
4.60
0
0
0
_ 0
15.00
_ 15.00
15.00
15.00
106.10
106.10
106.10
106.10 .
0.84
0.84
0.84
0.84
Supply Piping: Pipe Material
1 Pipe Size
Nominal Diameter
Length
No. Check Valves
Le
No. Gate valves
Le
No:, Ball valves
Le
No.90-elbows
Le
No.45-bends
Le, ,
Coupling/Str. Tee
'Le
No. 90-tees
Le
Other
Le
Total Equivelent Le
Force Main Friction Head.;
Sch 40
Sch 40
Sch 40-
Sch 40
3"
4"
4"
4"
3.068
4.026
4.026
4.026
273.00
740.00
673.00
1018.00
; 0
0
0
0
38.00
38.00
38.00
38.00
3
\ 3
3
3
2.70
2.70
2.70
2.70
0
0
0
0
2.70
2.70
2.70
2.70
1
1
• 1
1
14.00
14.00
14.00
14.00
1
2
2
2
8.00
8.00
8.00
8.00
0
0
0
0
3.00
3.00
3.00
3.00
1
1
1
1
21.00
21.00
21.00
,. 21.00
0
0
0
0
0.00
0.00
0.00
0.00
324.10
799.10
732.10
1077.10
9:63
6.32
5.79
8.52
191

r
Project Name: Gray's Creek ES Date: 99031��I ,
Project Number: 98-34
Sand Filter Recirculation and Final Pump Tank Required Volume Calculations
Filter Dosing TankCumulative
rUnSaind
reduced Flow
Day
Inflow '
Discharge
Retained
1
11,400
9,500
1,900
ily Design Flow 11,400
Weekly Flow
57,000
2
11,400
9,500
3,800
FE Daily flow
9,500
3
11,400
9,500
5,700
Emergency Stor.
1,900
4
11,400
9,500
7,600
Dose Volume
633
5
11,400
9,500
9,500
Daily SF disch.
9,500
6
9,500,
0
Cumulative
Reduced Flow
Day
Inflow
Discharge
Retained
1
2
3
4
5
8,550
8,550
8,550
8,550
8,550
7,125,
7,125
7,125
7,125
7,125
1,425
2,850
4,275
5,700
7,125
Daily Design Flow 8,550
Weekly Flow 42,750
FE'Daily flow 7,125
Emergency Stor. 1,425
Dose Volume 633
ump Off Volume
3,741
6
7,125
0
[Required
Unreduced
Reduced
PT Vol.
15,774
12,924
Final Dosing Tank .
Flow Eq. Cumulative
Reduced Flow
Day
Inflow
Discharge
Retained
Daily Design Flow
8,550
1
7,125
7,125
0
Weekly Flow
42,750
2
7,125
7,125
0
FE Daily flow
7,125
3
7,125
7,125
0
Emergency Stor.
4,275
4
7,125
7,125
0
Dose Volume
1,781
5
7,125
7,125
0
6
7,125
7,125
0
Required PT Vol.
6.056
Note: Can also subtract piping and free board -volumes as part of required volumes.

i
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elye
114
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�� r.aw SG+ar�r Crag/
51& ec, Sc G J 'g 'O%Evr A&
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1,2 x zo ieL =n /h�9G / = 67//iy9� 4.58
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f
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ul
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sue.
r 1
Project Name: Gray's CreeK ES
Project Number: 98-34
Total Dynamic Head Calculations
yy� •
Date "� 9903�2'
'
'
xxxx::•x•.vn
:iiiix•.:::::vv: nva1:��
ii•.xx:::vi•:::nv
•'.ii•'.:i<>iii<?+',?:} i'
.. <ta�'
~: ..
'tt}~ ?S �S
iii�i4iiCvi:t •
;iiiixxx:xx:•.:::. %�i�
tllM1
.vvvw:::. vxx�•::.
.vvvx}w.y:xx::y., �...:
ni''v"4i:M1x:hxx:::.:.. t�
High point in FM
~ 96.00
96.00
96.00
_ 96.00 "
Pump -off level
94,51
94.51
_ 94.51,
94.51
............
Pumping Rate
,
Discharge Piping: Pipe Material
Pipe Size
Nominal Diameter.' .
Pipe Length
No. Check Valves
Le"
No. Gate valves
Le
No. Ball valves'
Le
No. 90 elbows
Le
No.45-bends
- Le,
Coupling/Str. Tee
Le
No.90-tees
-Le
Total, Equivelent Le
Disliarge..Friction Head
Sch 80
Sch 80
Sch 80' ,
Sch 80
4"
4"
4" "
4"
4.026
4.026
4.026
4.026
14.00
14.00
1.4.00
14.00
1
1
1
1
38:00
38.00
38:00
38.00
3
3
3
3
2.70
2.70
l 2.70
2.10
0
" 0
0
0
2.00
2.00
2.00
2.00
3
3
3
3
14.00
14.00
14.00
14.00
01
0
0
0
8.00
8.00
8.00
8.00
1
1'
1
1
4.00
4.00
4.00
4.00
0
0
0
9
15.00
15.00
15.00
15.00
106.10
106.10
106.10
1;
106.10
0.45
0.45
0.45
0.45
Supply Piping: Pipe Material
- Pipe Size
Nominal Diameter
Length .
No. Check Valves
Le
No. Gate valves
Le '
No. Ball valves
Le
No.. 90-el6ows
Le
No.45-bends
Le
Coupling/Str. Tee.
Le
No. 90-tees
Le
'Other
Le
Total Equivelent Le
Force Main Friction Head.:
Sch 40
Sch 40
Sch 40
Sch 40
4"
4"
4"
4"
4.026
4.'026
4.026
4.026
273.00
740.00
673.00
1018.00
0
0"
0
0
38.00
38.D0
38.00
38.00
3
3
3
. 3
2.70
2.70
2.70
2:70
0
0
0
0
2.70
2.70
2.70
2.70
1
1
1
1
, 14.00
14.00
14.00
14.00
1
2
2
2
.8.00
8.00
8:00
-8.00
0
0
0
. 0
3.00
3.00
3.00
3.00
1
1
1
1
21.00
21.00
21.00
21.00
0
1 0
0
0
0.00
0.00
0.00
0.00
324.10.
799.10
732.10
1077.1.0
1.38
3.39
3.11
4.57
. ,:»»>::::: • ::..ran:; .•:••>::.:.::;::::.:::.v.;.v:..:.:
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ON -SITE SEWAGE PROGRAM
LARGE SYSTEM REVIEW
SITE PLAN
Proiect Nane': 6mO 6ai r4 County: ef. No.
Design Flew: J/�/0� — 8�✓� A°W Date: 9903�� Rev iey.er lr
Site Evaluation Report: -%ems Application :ate:
10-Year Flood Level
: i 00-`'ear Flood Level
Descriotion
Yes I
No
N/A
Description
Yes
No
N/I
Signed P.E. Seal
✓
Locator hiap
�
J
Water Lines
Water Sources
0U11d1ng5
✓
Property Lines
`J
PA-ve�;,ent
✓
Storm Drains
Drainage Ditches
!✓
Surface Water
Collection Line
V
✓
ICollection Line CO/,,�,N
VI
I
I
Lift Station
I
n/
Force Main I
"/
Grease Trap
I
�/
Septic Tank
Treatment Plant
Effluent Supply Lines
✓
Effluent Dosing Tank
Distribution Box
Ground Abs. Fields
✓
Repair Area
Manifold
✓
Laterals
IV/
,
Comments/Sumn—nary:
RJM/gb
4/ 15/87

ON -SITE SEWAGE PROGRAM
LARGE SYSTEM REVIEW
COLLECTION SEWERS
Project Name: County:
Design Flow: 1 Date:
1. Setback Requirements
Water Supply Source (1001),
Water Line-Horiz. (101)
i
Storm Sewer-Horiz. (51)
Stream Crossing (3')
Ground.Abs. Field (51)
2. Grade Chark
DAMyu
4/15/87
Ref. 'No.
Reviewer:
SA Waters (50'-) ✓.
Water Line -Vert. (1811)
Storm Sewer -Vert. (12") '
Surface Water (10') r k
Manhole -Water Line (101) ✓
(Cont.)

On -Site Sewage Program Large System Review -- Coll.ection-Sewers'(Copt.)
Page 2
3. Specifications/Details
Pi p'e Material PSG ;4w Depth of Cover
No. of C1eanouts No. of Manholes
-At all Junctions? Frequency:
Cleanout Detail Provided? Manhole Detail Provided?
Manhole Foundation i. Manhole/Sewer Connection
Drop Manhole Provided?
Lateral Service 'Tap Deta. l.?
Watertight Manhole Cover?
Connection Type:
4.LInstallation/Testing
Trenching Adequate?' Bedding Adequate? V
Joining Adequate? ✓ Backfilling Adequate? Ud
Pavement Crossing? i ✓ Storm Drain Crossino?
Stream/Ditch Crossing? i ✓ Aerial Crossing? v
Alignment/Deflection, Check? ✓ In/Exfiltration Check?
5. Coaiments/Summary _
I'

Project Name:
Design Flow:
Capacity Required:'
Actual Capacity:
1. Setback Requirements
\ UN -SITE .SEWAGE PROGRAM ~�
],LARGE SYSTEM REVIEW
GREASE TRAP
County:. Ref.No.
Date: Reviewer:
Water Supply Source (1001) SA Waters (1001)
Surface Waters (501) Building (5')
Basement (15') -Property Line (10')
Steep Embankment (15') Water Line (10')
Interceptor Drain (25'„ 10') Drainage Ditch (25')
Nitrification Field (20') Other
i
2. Design
Type of Construction
Top Thickness
Wall Thickness
Top Reinforcement Required"
i
Wall Reinforcement Required
Bottom Reinforcement Required
Bottom Thickness
Specified
Specified
Specified
Invert in Invert out Difference
Rim Elevation Above Ground Manhole Above 10-yr.Flood?
Manhole over Each Chamber? Manhole over Each Tee?
Manhole Size Watertight Cover?
RJM/gb
4/15/87
(CONT. )

ON -SITE SEWAGE PROGRAM LARGE SYSTEM REVIEW --GREASE TRAP (Cont.)
Page 2
2. Design (Cont.)
No. of Compartments Partition Opening/Tee
Opening/Tee Size Open/Tee Depth
Partition Vent Size Freeboard
Sanitary Tee Material. Tee Depth
Length to Width Ratio ! Specified to Receive Kitchen Wastes?
Vented? Runoff Diverted? Depth to GWT
3. Buoyancy Check
Weight -of Concrete W,eiaht Soil Cover
ciah , of Water Displaced Net Weight
4. Insta.ilation/Testinc
Installation Adequate?
Waterproofing Adequate?
5. Comments/Summary
Beddinc Adequate?
Leakage Test Adequate?

ON -SITE SEWAGE PROGRAM
;LARGE SYSTEM REVIEW
SEPTIC TANK
Project Name: County:Ref.No._
Design Flow: Date: Reviewer:
Capacity Required:.
Actual Capacity: R
i
1. Setback Requirements
Water Supply Source (110') SA Waters (100')
Surface Waters (50') Building (5')
Basement (15') Property Line (10')_
Steep Embankment (15') Water Line 0 0')
i
Interceptor Drain (25', 10') Drainage Ditch (25')
Nitrification Field (20') Other
R
2. Design
Type of Construction
Top Thickness Wall Thickness
Top Reinforcement Required'
Wall Reinforcement Required
Bottom Reinforcement Required
Bottom Thickness
Specified
Specified
Specified
RJM/gb
4/15/87 (CONT.)

On -Site Sewage Program Large System Review-eptic Tank.(Cont.)
Page 2
2. Design (Cont.)
Invert in Invert out
Manhole over Each Chamber'?
Manhole Above 10-Year Flood?
Watertight Manhole Cover?'
Difference
Manhole over Each Tee?
Manhole Size
Baffle Wall Opening Size Liquid Depth
Opening Depth % of Liquid Depth
- i
'Baffle Wall Vent Size Freeboard
'First Compartment Length Second Comp. Length
Total Length Ratio .of 1st Comp: to Total
Width Length -to -Width Ratio
Straight Inlet? Vented?
Sanitary Tee Material Sanitary Tee Depth
of Liquid Depth Surface Area/Depth Ratio
Depth to GWT
3. Buoyancy Check
Weight of Concrete
Weight of Water Displaced
i
4. Installation/Testing.
Installation Adequate?
Waterproofing Adequate?
5. Comments/Summary:
Weight Soil Cover
Net Weight
Bedding Adequate?
Leakage Test Adequate?

Sand Filter Design Protocol
1. Select type of sand filter
❑Buried single -pass, pressure dosed
❑Free access, single -pass, pressure dosed
❑Free access, recirculating, pressure dosed
2. Select Maximum filter forward Loading Rate, MLR= (GPD/f -).
•Compute-Ntnimum filter Surface Area; MSA=DDF/MI.R
where DDF= (Design Daily Flow Rate, Gallons)
MSA=DDFAER=( A )_ (ft-)
3. Select number of filters:
rd
5
6
7
0
Select Filters Dimensions: (length) x (width)
-Compute actual filter Surface Area, FSA= (sq. ft.) (FSA must be>_ MSA)
-Compute filter design Loading. Rate = FLR = DDF/FSA=
( )/( )_ (GPD/ft-)
-Make sure FLR>_ MLR (if not, choose bigger filter or more filters)
Lavout,'Desi--n Filter Distribution Network:
Select Number ' and length of laterals (in all filters)
Total Filter Lateral Leng�*h, FLL= (ft)
Filter Lateral Size, FLS (inches)
Lateral Orifice Size, LOS = (inches)
Lateral Orifice Spacing-; OSP = (feet)
-Compute Lateral Volume, FLV= FLL x
x_
-Compute Number of Orifices, NO = FLL/OSP
_( A
gals/ft
_ (gallons)
-Compute Filter dosing rate, Q= NO x (GPMLos cr DPI
where DPH = design pressure head (>_4ft)= (feet)
Q= NO x = ( ) x ( )=_ffb-(gPm)
Select Dose Volume/Day, DVID = (gallons)
-for single pass, DVD= DDF=
-for Recirc Filter, DVD = 3; (recirc ratio +1) x DDF
h x 11 N0 = �'✓�04�
Select Number ofDoses/Day, DPD= Z`f (recommend choosing 4,6,8,12,24, or 48)

-Compute Volume/Dose = VD=DVD/DPF
= i(-— ! %� (gallons)
-Compute Lateral Volume Exchanges/Dose, LVD= VD/FLV
ifLVD < 6, select fewer doses/day or smaller laterals
-Compute Pump Run Time, PRT = VD/Q
(� 33 )_ ,; f(o (minutes) - -
Recommend pump run time 3-10 minutes, though smaller may be
allowable, if other options limiting. Adjust by changing orifice size,
number of laterals, orifice spacing and/or number of doses/day.
-Compute Pump Off Time, POT- (24/DPD) x 60 -PRT
= 24 x 60 - �D = 3�L , y (minutes)
9. Summary of Filter Design Parameters selected/computed:
-Type of Filte-Design Daily Flow, DDF // `X (gallons)
-Number of Filters: -57
-Filter Dimensions (. x
-Filter Surface Area; FSA (sq. ft.); -Filter Loading Rate,FLR= (GPD/ft-)
-Lateral Network Specifications:
-Number and length of laterals
-Total Lateral Length, FLL (feet)
-Lateral Size, FLS: (inches)
-Orifice Size, LOS: (inches), and spacing . (feet)
-Total Number of Orifices, NO:
-Design Pressure Head, DPH (feet)
-Filter Dose Rate, Q , (GPW
-Recirc Ratio (where applicable)
-Number of Doses per day; DPD=
-Volume per Dose, VD: (gallons)
-Lateral Volume exchanges per Dose, LVD
-Pump Run Time, PRT: (minutes)
-Pump Off Time, POT: (minutes)

Glossary of Abbreviations
DDF: Design Daily Flow (gallons)
DPD: Number of Doses Per Day
DPH: Design Pressure Head (feet)
DVD: Dosing Volume Per Day (gallons)
FSA: Actual Filter Surface Area (ft-)
FLL: Total Filter Lateral Length (fft)j _
FLR: Filter Design Loading Rate (GPD/ft'-)
FLS: Filter Lateral Size (inches)
FLV: Lateral Volume (gallons)
LOS: Lateral Orifice Size (inches)
LVD: Lateral Volume Exchanges Per Dose
MLR: Maximum Filter Forward Loading Rate (GPD/ft'-)
MSA: Minimum.Filter Surface Area (ft-)
NO: Number of Orifices
OSP: Lateral Orifice Spacing (feet)
POT: Pump Off Time (minutes)
PRT: Pump Run Time (minutes)
Q: Filter'Design Rate (GPM)
VD: Volume Per Dose (gallons)
S .OSNW\BER ,OWI713ANDFILT.WPD
- I
a

TOTAL DYNAMIC HEAD.COMPUTATION
ROJECT NAME _ COUNTY
ATE REVIEWER
LEVATION HEAD,ft (EH): Field No. 1:
i high point pump -off -level feet
Field No. 2:
Field No. 3:
Field' No . 4 :
RESSURE HEAD,ft (PH):
LOW RATE,gpm:
2ICTION HEAD,ft (FH)
DISCHARGE PIPING
Size,in
Length,ft
No. Check Valves Equiv.L:
No. Gate Valves Equiv.L:
No. Tees Equ;iv. L:
No. Elbows Equiv.L:
Other Equiv.L:
; Equiv.L:
; Equiv.L:
TOTAL EQUIVALENT LENGTH:
FRICTION HEAD(discharge piping)
SUPPLY LINE
Size,in
Length,ft
No. Gate Valves ; Equiv.L:
No. Elbows ; Equiv.L:
No. 45-deg.bends ; Equiv.L:
Other Equiv.L:
Equiv.L:
Equiv.L:
TOTAL EQUIVALENT LENGTH:
FRICTION HEAD(supply line):'
TOTAL FRICTION HEAD(FHdp + FHsl):
rAL DYNAMIC HEAD(EH+PH+FH):
MP SPECIFICATIONS ( gpm/ ft):
I,

LARGE/ENGINEERED SYSTEM REVIEW
-PUMP TANK CHECKLIST
Tank Construction: .
• Precast concrete
❑ PT- number specified:
❑ Threr feet or less burial depth, (if greater than three feet, additional reinforcing provided?)
• . Block/built in place
❑ .1954(d) requirements met?
❑ Reinforcing schedule adequate?
• Alternate construction materials
❑ Adequate documentation provided?
Watertizhtness:
❑ Additional waterproofing at an joints?
El Pipe connections detailed?
❑ Acceptable leak test indicated (vacuum test if within 10-year flood zone)?
Buovancv.
❑ Tank empty buoyancy caculations provided?
❑ If nee—ded, a&-zti-floatationprovisions acceptable?
PIan View:
❑ Vehicular accessibility provided?
❑ Adequately protected from traffic!
Appropriate setback distances maintained?
_
❑ Potable water source provided nearby?
Opening(s) provide adequate access to pumps/floats/appurtenances?
❑ Corrosion -resistant access Ed/prote'ction against unauthorized access?
Dimensions? L = W = Area = V/ft. =
V/ n.
Profile View:
Location Elevation Difference Volume Acce�t�
Criteria
Inside floor
Off float
On/enable float
u mp submer ens
Alarm float
dose volume
ES=
Lag pumpfloat �
< 6 inches ex. FEE
Inlet i invert
at or above alarm
Inside to
at or above alarm
' Vol=
Riser ope ng
capacity
> 10-year flood

i
❑ Pump removal system?
❑ Float adjustment/replacement system?
❑ Opening(s) provide adequate access to pumps/floats/appurtenances (w/in 18 inches)?
❑ All internal components corrosion resistant, structurally_ sound?.
❑ Schedule 40 PVC or better pipe inside tank?
❑ No electrical junctions inside of basin?
❑ Electrical conduit accessible, sealed water- and gas -tight?
Electrical Controls:
❑ NEMA 4X enclosure?
❑ Panel above 100-year flood level?,
0 Panel in vicinity of tanks and fields?
❑ Panel adequately. supported?
❑ Surge (lightning) protection provided?,
❑ Audible/visible alarm on separate electrical circuit and able to alert personnel of alarm?
Run Hphts/H-0-A switch for each pump?
❑ Elapsed time meters (and cycle counters .for LPP systems) for each pump?
❑ Timer/PLC specifications/cut sheets and initial settings, if proposed?
❑ Autodialer/stand-by power system specifications/cut sheets, if proposed?
❑ Proper controls for mechanical/electrical field valves, iz proposed?
Pumps:
❑ At least duplex, if required?
❑ Manual dosing capabiliry (interconnection/H-connection)?
❑ Check valve?
❑ Anti -siphon hole between pump and check valve, if needed?
• Dosing rate =
• discharge. piping-H.L. _
• supply piping H.L. _
• F.H. = E.H. _ _ P.H. = T.D.H. _
❑ Pump correctly specified/curve acceptable?
VAD/OSWS
January 16, 1996
p:ptrevsht.doc

.-1; I' S'lJ102N
County --
-si-n Flow: GPD = GPN11 Review Datc: _ LZeviewcr:
F'oj.ce main diaiieter: inches; length reet
Cover provided over main: feet (three feet imilinauni !'ecornmended)
Force main discharge elevation: feet
Force main high point elevation: feet ....
Pump -off elevation: feet
Air relief valve provie;--d'? Yes No
If no, need?d? Yes No
Force main details:
-Adequate mazerials specified: Yes No
-Thrust blocks, rig a -of -way, crosslnu, vertical and horizontal separations specified?
Yes No If no, explain
Pump flow specified: 12.5 x design flow.- minimum)
Adequate? Yes "NTo
Velocity in force main- FPS V = Pumn flow, GPM (D: inside dia.
(2 FPS minimum) 2.45 D'- in inches}
Adequate'? Yes No
0. Static head= - = feet
(High p_-ini) (Pump-offj
1. Friction head= (0.00113) (ouuno flow.—GPM).'-cs (total couiv. len-Jth. —fti = feet
(inside dia. in.)'.17
2. Total dynamic head (TDH) = static + friction = feet
Correctly specified? Yes No
3. Dr.awdown: gal. (volume'between pump -on and Pump -off levels)
.4. Pump run time = ( gal., drawdown) /( GPM, pump flow - GPiYI, design flow)
1
minutes (3-5 minutes recommended)
,.5. Dosing volume = ( ,-al., drawdown) ( ,al., pump run time X design flow)
_ I
I;aal. ; dual pumps specified? Yes N0
16. Purnp-off time = ( gal., drawdown)! GPM,ciesign [low)
I
11minutes (30 minutes maximum recommended)
I % ('ulnpin�l cycle tinle, _____ IllinLiECS (F ininUtes n11111111Ui11 I'CCoill lllendeM

18. Buoyancy test:
a.-Nfaxin?tinl WiLNTIC Ot WZ1.1cr dispiaced: :':C:i AV-Cli/tally ft'
OU11dation Ft3
total — tr',
b. Nfaximum weight of water displaced: (volume 62.4 lb/CO)= Il'os.
c. Volume of concrete provided: Ft-
d. Weight of concrete provided: (volume x 135 lb/fe) lbs.
e. Volume of back -fill on top of tank fo
Oil t6p of Foundation outside wet well _ a'
total, ft'
f. Weight of backfill provided (volume x -110 lb/f0) = lbs.
a. Total weight provided: d + f = lbs.
h. Compare b and g; is buoyancy test satisfied? Yes No
I9. Fillets provided: Yes Io
Invert and rim elevations specified? Yes No
20. Plan view, fencing, floor elevation adequate? Yes \ro
If no, explain:
21. :adequate valves, pull -rope (corrosion -resistant chain. cruiderails if HP> S), •renting, access manhole
provided?' `
Yes No If no, explain:
22. Specified pump and level controls adequate? Yes No
If no, explain:
2;
74
25
Electrical controls, high-water aldnn, wiring adequate?
Yes No If no, explain:
Pump cycle counters provided? Yes
Elapsed tuiie counter? Yes
High-water alarm: On separate circuit'? Yes
Visible? Yes
Audible" Yes
26. Standby power or automatic dialer provided?
If yes, Plans adequate'?
IF no, needed'?
_ No.
No
No
No
No
Yes
No
Yes
No
Yes
No
?. Construction materials, reinforceiilent detail, and adequate installation procedures st�ecifiecl?
Yes 0 T17 rio, explairl: -- ----

Project Name:
Design Flow:
—Ref No.
Reviewer:
1. Setback Requirements
Impounded Reservoir, Shallow Aquifer Public Water Supply (500')
Deep Aquifer Public W.S.; Shallow Aquifer Private W.S., SA Water (2001)
ON -SITE SEWAGE PROGRAM
LARGE SYSTEM REVIEW
GROUND ABSORPTION FIELDS
(Conventional)
i County:
Date:
Deep Aquifer Private W.S.', SB, A -II, B Waters (100')
Surface Water (50') Building (5')
Basement (151) Property Line (10')
Steep Embankment (15') Water Line (101)
Interceptor Drain (251, 10') Drainage Ditch (25')
Nitrification Field (20'); Other
2. Size and Layout
Application Rate
Area Required
Trench Required Na. of Fields
Lateral Length No. of Laterals/Field_
Fields Same Size?
100% Repair Area?
Spot Elevations/Contours?, Laterals Along Contours?
Lateral Spacing Field Separation
Configuration Acceptable?
RJM/gb
4/21/87

On -Site Sewage Program Large System Review Ground Absorption Fields (Conventional)
Page 2
(Cont.)
3. Distribution System
Detail Provided? Accessible to Ground?.
Invert. Elevation Above Highest Lateral?
Type of Cover Cover Weight
Installed Level? Lateral Supply Line Size
Pipe Material Pipe Slope
Lateral Size Ends Plugged?
Volume of Laterals Vol. of Supply Line Draining
Min. Dosing Volume. Max. Dosino Volume
Dosing.. Volume Sper','d. Actual Dosing Volume
Distribution Box
No of Outlets
On Concrete Pad?
Pressure Manifold
No. of Taps
Tap -Material
Flow/Field
Manifold Material
Manifold Supports?'
i
Smooth Round Outlets?
Baffle Provided?
Tap Size
Flow/Tap
Manifold Size
Manifold Cleanout?
Manifold/Tap Connection

On -Site Sewace Program Large System "ev?ew Ground Absorption Fields (Conventional)
Page 3 (font.)
4. Trenches
Allowable Width Width Specified
Allowable Depth Depth Specified
Specified Depth Possible? Level Trenches?
Gravel Size Specified Washed?
Gravel Above Pipe Gravel Below Pipe
Backfill Depth Paper/Filter Cloth?
5. Installation/Comletion
Site Preparation Methods?
Fill Required?
Max. Fill Depth
Drainage Swales?
Provisions for Pavement Runoff?
GW Monitoring Wells Req'd.
Monitoring Well Detail
Initial Lateral Blowout?
Coverup Procedures*
Seeding?
6. Comments/Summary
Minimize Disturbances?
Fill Material
Max. Cut
Other Drainage?
No. Specified —
Location Shown?
Pressure Adjustment?
Landscaping?
Mulching?

ON-S11E SEWAGE PROGRAM
LArtGE SYSTEM REVIEW
GROUND ABSORPTION FIELDS
(Low Pressure)
Project Name: ! County:
Design Flow: Date:
Ref No.
Reviewer
1. Setback Requirements
Impounded Reservoir, Shallow ^.quifer Public Water Supply (5001)
Deep Aquifer Public W.S., Shallow Aquifer Private W.S., SA Water (200�)
Deep Aquifer Private W.S.,-SB, A -II, B Waters (100')
Surface plater (50') Building (5')
Basement (15') Property Line (10')
Steep Embankment (15') Water Line (10')
Interceptor Drain (-25', 10') Drainage Ditch (25')
Nitrification Field (20') Other
2. Size and Layout
Application Rate
Trench Required
Lateral Length
Fields Same Size?
Spot Elevations/Contours?
Lateral Spacing
Configuration -Acceptable?
RJM/gb
4/17/87
Area Required
No, of Fields
No. of Laterals/Field
100% Repair Area?
Laterals Along'Contours?
Field Separation

t
On -Site. Sewage Progra:-­_arge System Review Ground Absc
Page 2 piion Fields (Low Pressure)
(Copt.)
3. Distribution System
Lateral Size
Orifice Size
Max. Allow. Spacing
Spacing Specified
Orifices Staggered?
3 ft. to First Orifice
Max. Allow. Lat. Length
.Length Specified
Lateral Elevations Spec'd.
Max. Elevation Difference
Press. Head Highest Lat.
Press. Head Lowest Lat.
No.* Orifices/Laterals
No.-Laterals/Field
Flow/Orifice
Flow/Field
Manifold Size Req'd.
Manifold Size Spec'd.
Vol. of Laterals/Fuld
Vol. of Supply Line Draining
Min. Dosing Volume
Max. Dosing Volume
Dose Volume Spec'd.
Actual Dose Volume
Manifold Location
Manifold Materia l
Manifold Cleanout
Manifold/Lat. Connection
Lateral Material
• Lateral Protector Size
Threaded Caps?
Field Gate Valves?
Earthen Dams?
4. Trenches
Allowable Width
Allowable Depth
Specified Depth Possible?
Gravel Size Specified
Gravel Above Pipe
Backf i l l Depth
Width Specified
Depth Specified
Level Trenches?
Washed?
Gravel Below -Pipe
Paper/Filter Cloth?

N
Project Title:
Design Flow:
Responsible Agent:
'0 h - S
1 .,I E S�Y,A:c 'PROS:;i.T'
` LARGE' S1S-`riREVIE
OPERATION A1;D IMLA' i NT Ei{AINC�
County:
Date:
System Operator:
Recomended
Freauency
i. Col Iecti-on System - Sewers 6 mos.
- Manho;l es/ . 6 mos'.
Cl ean'outs
2. Lift Station
- Pumo
- Alarm
3 . Grease
Trap
- Check;i na
- Pumping-
- San. Tee
r • =ti c.
Tank
- Checki na
- Pumoinc�
= San. ,Tee
.. Dosing
Tank
- Pump
-Alam,
- Solics/Pumpin=
J
Sp p I y
Line
7. Nitrif.
Fields
- Vegetation
- Erosion/
Surfacing
- 61 0,01ou t/
Press.AdjusL.
R. i+;' c
21�87
2 As
2-^ As .
-� As .
1-3 mos.
1-3 mos .
6 mos.
1-3 yrs.
6 mos .
2-4 As .
2-4 As .
1-3 mos.
6 mos .
6 mos .
1-3 mos .
1 yr.
Ref. No.:
Reviewer:
Specified
Frequency

NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY DIVISION OF WATER QUALITY
GROUNDWATER SECTION
March 31, 1999
MEMORANDUM
To: Bill Jeter, Chief
On -Site Wastewater Section
Division of Environmental Health
Through: Bob Cheek 67-- v� e—
From: David Goodrich D
Subject: Grey's Creek Elementary School
Conventional Subsurface -Treatment System
Cumberland County
DEH 98-34/GW99051
(Robin Godshall: DEM SERG Review Engineer)
RECEIVED
APR 1 9999
DEHNR!DEH
Orasite WaisteWatec Section
The Groundwater Section is in receipt of the subject materials to permit a
conventional subsurface treatment system to treat.the domestic wastewater generated
by the operation of the Grey's Creek. Elementary School in Cumberland County (see
Figures 1 and 2) . The proposed treatment system will include sand filtration and four
nitrification. fields. The design daily flow onto the nitrification fields, with a 6-day
flow equalization, is, 7,125 gallons. The soil scientist?s report for this site indicates
that the maximum allowable loading rate is 0.3 gallons per day per square foot of
trench bottom. The centers of the parallel trenches are to be nine feet apart, which
reduces the effective loading rate to 0.1 gallons per day per square foot of nitrification
field.
In -order to ,examine the potential for mounding of the water table beneath the
nitrification fields, the consultant simulated the operation of :the system
using a computer program developed 'by Colorado State University. Site -specific
hydraulic conductivity .information 'was taken from slug tests performed- on two (the
more conservative data) 'of the three, wells tested: The average saturated horizontal
hydraulic conductivity was thus conservatively estimated to be 4.07 feet per day. The
saturated aquifer thickness was estimated to be 18 feet, and the hydraulic °loading was
taken to be 0.2 gallons per day per square foot of application field (0.027 feet per
day), which is twice the amount obtained by dividing 7,125 GPD by 72,000 square
feet of application field. After two years of continuous application, the maximum
GROUNDWATER SECTION
P.0 BOX 29578, RALEIGH, NC 27626-0578 - 2728 CAPITAL BLVD., RALEIGH, NC, 27604
PHONE[phone] FAX[phone]
AN EQUAL OPPORTUNITY / AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED/10% POST -CONSUMER PAPER

m
calculated height of the mound beneath a field (representing one quarter of the intended 72,000
square foot effective application area) measuring 90 feet by 200 feet was less than seven feet.
Computer modeling of the mounding affect on the water table was also performed by the
Groundwater Section using a very similar mounding program, and the results were very similar.
It is the understanding of the Groundwater Section that the water table beneath the area of the
proposed drainfields is approximately at a depth of 12.5 to 15.5 feet. In view of the field testing
information and the conservatively calculated mound height, it would appear that mounding
beneath the drainfields .will not be a concern at this ,site.
The application package included a blueprint which indicated the location of a proposed
water supply well to supply the school (see Figure 2). The proposed location of this well is
nearly 500 feet from the.edge of the nearest of the four nitrification fields, and in an upgradient
location. If this actually represents the existing well, it would appear that there is minimal
danger of water from the nitrification fields being drawn by the water supply well, given the
distance of separation between the well and the nitrification fields and the probable direction of
shallow ground water flow on this site. An existing house, which is probably supplied with water
by a nearby water well, is indicated on the blueprint near the northern corner of the property
(see Figure 2). The house is located approximately 500 feet to the north of the proposed
drainfields. Assuming that a water supply well exists near this house, there is a potential for
water from the drainfields to reach the water supply well. The water supply well for this
dwelling, if it is near the dwelling, should be abandoned in accordance with the methods and
procedures set forth under 15A NCAC 2C .0113. An alternative to this action would be to install
a monitor well approximately half way between the water supply well and the drainfield area and
sample it twice a year for nitrates and other potentially harmful substances.
A site visit was made by personnel from the Division on March 31, 1999. The visit
disclosed the existence of a subdivision with water supply wells located 400 to 500 feet to :the
east of Nitrification Field Number 4 (see Figure 2). In view of this situation, the Groundwater
Section recommends the installation and monitoring of two monitor wells (MW-1 and MW-2)
at respective locations upgradient of the drainfield, and between the Nitrification Field Number
4 and the subdivision (see Figure 2). These wells should be sampled initially and thereafter every
April and -November for Ammonia Nitrogen, Nitrate Nitrogen, pH, Fecal Coliform, Total
Phosphorous, Water Level, Chlorides, 'and TDS.
The Groundwater Section has reviewed the subject permit application and recommends issuance
of the permit with the following conditions:
*1. Prior to beginning waste disposal operations, one upgradient monitor well (MW-1) and one
downgradient monitor well (MW-2) shall be installed to monitor groundwater quality. The
well shall be constructed such that the water level in the well is never above or below the
screened (open) portion of the well at any time during the year. The general locations and
2

names for these wells are marked on Attachment A. The monitoring well shall be located
as indicated, constructed -in accordance with this permit, and approved by the Fayetteville R
Regional Office.
2. Monitor wells MW-1 and MW-2 shall be sampled initially after construction (and prior to
waste disposal operations) and thereafter every April and November for. the following
parameters:
Ammonia Nitrogen Nitrate Nitrogen
pH Fecal Coliform
Total Phosphorous Water Level
Chlorides TDS
The measurement of water levels must be made prior to sampling for the remaining
parameters. The depth to water in each well shall be measured from the surveyed point on
the top of the casing.
The results of the sampling and analysis must be received on Form GW-59 (Groundwater
Quality Monitoring: Compliance Report Form). by the Groundwater Section, Permits and
Compliance Unit, P.O. Box 29578 Raleigh, N.C. 27626-0578 on or before the last
working day of the month following the sampling month.
3. All wells that are constructed for purposes of groundwater monitoring shall be constructed
in accordance with 15A NCAC 2C .0108 (Standards of Construction for Wells Other than
Water Supply) and any other state and local laws and regulations pertaining to well
construction...
4. The Fayetteville Regional Office, telephone number [phone] shall be notified at least
forty-eight (48) hours prior to the construction of any monitoring well so that an inspection
can be made of the monitoring well location. Such notification to the regional groundwater
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.
*This language differs from that of the shell document.
3

5. Within sixty (60) days of completion of the monitoring wells, the permittee shall submit two
original copies of a scaled topographic map (scale no greater than 1":100') signed and sealed
by a professional engineer or a state licensed land surveyor, that indicates all of the following
information:
a. the location and identity of the monitoring wells,
b. the location of all components of the waste disposal system,
c. the location of all property boundaries,
d. the latitude and longitude of the established horizontal control monument,
e. the relative, elevation of the top of the well casing (which shall be known as the
"measuring point"), and
f. the depth of water below the measuring ,point at the time the measuring point is
established.
This survey shall be conducted using approved practices outlined in North Carolina General
Statutes Chapter 89C and. the North Carolina Administrative Code Title 21, Chapter 56. The
surveyor shall establish a horizontal control monument on the property of the waste disposal
system and determine the latitude and longitude of this horizontal control monument to a .
horizontal positional accuracy of .+/-10 feet. All other features listed in a. through e. above
shall be surveyed relative to this horizontal control monument. The positional accuracy of
features listed in a. through e. above shall have a ratio of precision not to exceed an error of
closure of 1 foot per 10,000 feet of perimeter of the survey. Any features located by the
radial method will be located from a minimum of two points. Horizontal control monuments
shall be installed in such a manner and made of such materials that the monument will not be
destroyed due to activities that may take place on the property. The map shall also be
surveyed- using the North American Datum of 1983 coordinate system and shall indicate the
datum on the map. All bearings or azimuths shall be based on either the true or NAD 83 grid
meridian.. If a..Global Positioning System (GPS) is used to determine the latitude and
longitude of the horizontal control monument, a GPS receiver that has the capability to
perform differential GPS shall be used and all data collected by the GPS receiver will be
differentially corrected.
The maps and any supporting documentation shall be sent to the Groundwater Section, NC
Division of Environmental Management, P.O. Box 29578, Raleigh, NC, 29626-0578.
6. Within thirty (30) days of completion of -all well construction activities, a certification must
be received from a professional engineer or a licensed geologist certifying that the monitoring
wells are located and constructed in accordance with the Well Construction Standards (15A
NCAC 2C) and this permit. This certification should be submitted with copies of the Well
Completion Form (GW-1) for each well. Mail this 'certification and the associated GW-1
forms to the Permits and Compliance Unit, Groundwater Section, P.O. Box 29578, Raleigh,
NC, 27626-0578.
4

7. For the initial sampling of the wells as specified elsewhere in the permit, the permittee shall
submit a copy of the GW-1 Form (Well Completion Form) with the Compliance Monitoring
Form (GW-59) for that well. Compliance Monitoring Forms that'do not include copies of the
GW-1 form will be returned to the permittee without being processed. Failure to submit these
forms as required by this permit may result in the initiation of enforcement activities pursuant
to NC General Statutes 143-215.6.
8. Prior to the use of the drainfield, any water supply well associated with, and in the
geographic proximity of, the existing house located near the northern corner of the site, shall
be abandoned in accordance with the methods and procedures outlined in 15A NCAC 2C
.0113.
9. Any additional -groundwater quality monitoring; as deemed necessary by the Division, shall
be provided.
10. 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 individually permitted 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. For subsurface treatment systems such as this one, the
Compliance Boundary is established at the property line. An exceedance of Groundwater
Quality Standards at 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..
If there are any questions please let me know.
cc: Art Barnhardt
Permit Files
--GREYSCRE--

h 2238
a ler ^ O
Shewoojdl O
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I ---- � .-- FIGURE 1
;3B62 {
SCALE IN FEET GREY'S CREEK ELEMENTARY SCHOOL
0 2,000 4,000 CONVENTIONAL SUBSURFACE TREATMENT SYSTEM
CUMBERLAND COUNTY
DEH 98-34/GW99051
I ` SITE LOCATION MAP
410,000 1 -.mr--�r—N I I --� SriI—IaRca

•-1 - - - - PROPOSED 4WATEZ - --. _'
MAIN BY OTHERS - - - - •-
ALDERMAN ROAD S.R. 2261 ` t
w- .------•---•I -•-• •-•------•-•---------•-•-------•--•-•-•---• ,
E[S TO
E P W _ NC HWY 817,
-----N.�O$1�6 �_----- -- T I ------- --------- ------------
-;-. 100' RADIUS OF
'- - - - - - -. - - - - - - - - - - - - - - - - PROPOSEF� _.VVN111���LL- eP - - - -- -
r
3I • ROPPDWX ANDS�ER OTH RS ' '
..mh .� - i EXISTING HOUSE=-
o^ pROPOSED. `GRAY'S-
o,IN GRAY'S CR EK
LEMENTAN SCH60°''
z, E
5.2
EXISTING MOODS LINE
,(rip io - NITRIFICATION
FIELD
� - .
J _ 25' OFF WOODS j-• . '
, LINE (APPROX.)j.; - -
1-4000 AL{ON AND\` -
- 00 30AL'LD GR
T }. ' NITRIFICATION' - N ALE IN/SERIES FIELD' #3 -
\ �= O ��
1 0
�\ / 4 C SEWER t ..� •t ,
z 0 SEPTIC TANK UILDI G
STUB-
.
y LER, Jr), 48 9
MP
•�-I PATRICIA W. CRUMPLER, - - - \,
Vl LOUISE F. CRUMPLER " - \ 1
48 0 - 'PROPOSED ON -SITE - -1
�--� WASTEWATER TREATMENT j
y/ cn SYSTEM. SEE DETAILED
I•'� I� SITE PLAN -SHEET 3 OF 8.If
LEGEND _
v 01) � l+� F^"i - UNK'10ITJ PFENDECHAIN
C�' +n - - - _ 25' OFF - . •\, - j.. -"- - - EXISTING CREEK
Cy PROPERTY LINE \ .. _ _
✓� - \, NITRIFICATION, I PROPOSED SEWER FOE
- NITRIFICATION \� - FIELD- #4-`
FIELD #2 ------------- EXISTING BUILDING PLI
r �j r� z �, rro�Ovsed pro po5ed.� :.
�ja9b H . y1�,••i I _I - .. jy>r Svn \; o• -,�W Lif -,•.\ - •; "` EXISTING DITCH
O Lota tfG M W 4 EXISTING PROPERTY , L_
I _ x gGj-'FENCE-
PROPOSED
OVERALL SITE I PLAN �"`` —_•_•_ 'EXISTING FENCE
I••C y I(--���II SCALE 1 _ ' :0' I - _ lfl EXISTING TREE LINE
EXISTING DRAINAGE Pi
Q-
�O.a EXISTING POWER POLE
iOr. - _ - - EXISTING TREE
- -• _ -A'� - EXISTING SHRUBS
y GRAPHIC SCALE Skb
❑� EXISTING CATCH BASU
a%�l5�ah
- • - ( IN FEET) I

01/06/1995 19:52 8283226790' - PAGE 01
C�
Environmental' Consultants, Inc..
#e N.E. 0 Hickory, -North Carolina 28601 ■ [phone]; ■ Fax [phone]
Facsw* u*le Sleet
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Wetland ldelineation/Perraittiugfflitigation ' Soil/SiteEvaluation, for On -Site Septic Systems Environmental Assessments
llome ice, 244 Went Miilbrook Road lialoigb, North Carolina 27609 PhOne, [phone] Fax: [phone]

01/06/1995 19:52
8283226790
PAGE 02
i
Enviro mental Constltant►s, Inc*
xe N.E. ■ Hickory, North Carolina 28601 ■ [phone] ■ Fax [phone]
March 30, 1999
Project #; 3575
Dobbs, -Upchurch-& Associates, P.A.
Attn: Michael Koonce
4917 Waters Edge Drive
Suite 11 Q
Raleigh, NC 27606
CHARACTERISTICS Off' THE SOILS AT THE PROPOSED GRAYS
CREEK, ELEMENTARY SCHOOL, SUBSURFACE SEPTIC
SYSTEM CUMBERLAND COUNTY, NORTH , CAROLINA
Soil and Environmental Consultants Inc. (S&EC) evaluated the characteristics of the soils
in the proposed system and repair areas. These areas were located by Hobbs, Upchurch &
Associates. The purpose of this evaluation was to determine the soil's suitability for on -
site wastewater disposal systems so that this data could be used to determine site
suitability and the approximate area required for on -site subsurface wastewater treatment
system as per county and DER regulations, This evaluation was performed in accordance
with DEH regulation (15A NCAC 18,A., 1900). This school will serve approximately 950
students, faculty and staff and according to Hobbs, Upchurch & Associates will have a
flow of approximately 10,004 gallons per day (gpd).
A soil/site evaluation was performed to determine suitability for an on -site wastewater
treatment system. The evaluation was performed by makings hand auger borings to
identify the soil to the series level, The proposed system and repair areas were the only
areas evaluated. The proposed system area runs approxatraately 450 feet north from the
southern property line and 225 feet west from the woods .line shown on the reap, The
proposed repair area runs approximately 450 feet north of the southernproperty line and
225 feet east into the woods line shown on the attached map. The soils did not vary
significantly over the areas examined. The only area evaluated that was not usable for a
conventional septic system was at the northern'rnost portion of the proposed system area,
This area was unusable, for a large conventional septic system due to low chroma mottles
(indicating seasonal high water table) at a depth of 40 inches. After looking at the well
data this. is not the actual water table, This is a more restrictive layer than the lit horizon
above, but the Ksats show that this layer does allow water movement,
Soils in the evaluated areas are most like the Norfolk (Fine4oamy, kaolinitic, thermic,
Typic •Kandiudults) and Wagram (Loamy, kaolinitic, thermic, Arenic Kattdiudults) soil
series or_taxadjuncts of these series, Typically these soils had a Et horizon with a texture
Wetland Delineatiow'permitting/Mitigatiom SoiySite Evaluation for on -Site Septic Systems Env
iromncutal Assessments
Mine Office: 244 West Mlibmok Rend Raleigh, Notch Catalina 276o9 Phone: [phone] Fax: [phone]

01/0G/1995 '19:52 828322G790 PAGE 03
of sandy clay loam (shown as "A" on the attached map). Such soils can be permitted for
Conventional septic systems by the county with a loading rate of 0.3 to 0.6 gpd/A2 on a
trench bottom area basis or for a Low Pressure Pipe system with a loading rate of 0.15 to
0.3 gpd/ftz on an area basis. These loading rates are taken from 15 NCAC 18A..1900
(Laws and Rules for Sanitary Sewage Collection, Treatment and Disposal) and are based
on the most hydraulically limiting layer within three feet for Conventional systems and
within two feet for LPP (Le. the sandy clay loam Bt horizon in this case).
The Norfolk and Wagram soil series are well drained soils, which formed,. in loamy ,
sediments on uplands. Organic'matter content and natural fertility is low and shrink -swell
potential is low. These soils are medium to strongly acid.
SOIL/SITE EVALUATION PROPOSED DR6MIEL D AREA
The locations of the deep boring, and Ksat measurements are shown on the attached map.
Measurements of the hydraulic conductivity of the soils can. -site were performed to
determine more precisely what an acceptable loading rate would be. The results of these
measurements are shown in 'fable 1.. The Deep Boring descriptions of the soils found, in
the system and repair areas are found in Appendix 1. Three wells were installed to record
the depth of groundwater on -site. The depth to water ranged from 12.63 to 15.44 feet,
with an average depth.of 13.9 feet.
Hydraulic Conductivity (Saturated and Unsaturated Zone)
Unsaturated Zone:
Saturated hydraulic conductivity of the unsaturated parts of the Bit, BC and C horizon was
measured using a constant head permeameter. The methods used in these measurements
were similar to those described in Methods' of Soil Analysis, Fart L, Chapter 29 -
Hydraulic Conductivity of Saturated Soils: Field Methods, 29 - 3,2 Shallow Well Pump In
Method, pp. 758-763 and in the Soil Science Society of America Journal, Vol. 53, no. 5,
Sept. - Oct. 1989, "A: Constant -head Permeameter for Measuring Saturated Hydraulic
Conductivity of the Vadose Zone" a.nd "comparison of the Glover Solution with the
Simultaneous - Equations Approach for Measuring Hydraulic Conductivity." The results
of these tests are shown in Table 1. The conductivity information was used to predict
"mounding" beneath the system. These predictions are discussed later in the report. The
conductivity horizon -describes the soil material encountered in the auSer hole where
conductivities were measured.
Saturated Zone:
To assess the Ksat in the saturated zone, S&EC .performed slug tests in the upper 5 feet of
the saturated zone at three different observation wells. All three wells (HA1, HA:2, and
HA3) were screened below the water table (between 13.3 feet and 17.8 feet below grade)
N

01/06/1995 19:52 8283226790
4-
PAGE 04
(see Appendix 2). Appendix 2 also presents the slug test field data and Table 2 provides
the condensed results.
After we had performed slug tests on all three wells_with varying slug volumes and
analyzed the data, we concluded that the Bouwer and Rice -Method results from all three
wells, provided the best estimate of the formation Ksat. By taking the average of all the
runs on these three wells we arrive at a Ksat of 9,13 ft/day. Thus, a Ksat of 9.13 ft/d
(Table 2) will be used for modeling purposes throughout the remainder of this report
assessment.
Transmissivity
Transmissivity of the, shallow unconfined aquifer at the site was calculated by using slug-
testderived hydraulic conductivity estimates. Transmissivity (T) is equal to the thickness
of the'aquifer (b) multiplied by its saturated hydraulic conductivity (Ksat).. So, if one
knows two components of the equation the other can be solved,for. Traditionally,
transmissivity measurements are per -formed via expensive,. time-consuming aquifer tests
involving a drill rig, multiple monitor wells, and long-term data collection (e.g., 24 to 72
hours). Additionally, these tests generally assess a thicker aquifer interval than is needed
and produce an average Ksat across that interval. We chose to characterize the upper part
of tho aquifer (upper 18 feet) which would be more responsive to additions of wastewater
from a disposal field'. -
We are being conservative by assuming an impermeable layer at a depth of 18 feet below
current land surface. This'would leave an aquifer thickness (b) of 18 feet. Using the
equation T = Ksat x b, we calculated transmissivity at the site at 164 ft2/day.
Mounding
Using the measured values described above and using the inputs shown on Table 3,
various approaches were made to predict the mound that would develop under the
systenn(s), The systems were assumed to be rectangular for the purposes 'of the model,
but total square footage of drainfield is approximately equal to that proposed. Several
different scenarios were examined, but only the most realistic will be discussed in this
report. In all cases it was assumed that only the'upper 18 feet -of-the aquifer responded
and that the water table remained at the measured level year round.
The computer model used for predicting mounding beneath.a rectangular basin with a
constant recharge rate was version 3.0 of the Colorado State University Program
CSUPAW Welland Pit. This,progranr was developed by.D. Moulden, D. Sunada and T.
Warner. A, journal article describing the program was published in 9Tgodwater Vol. 22,
Number 1, Jan -Feb 1984. The: microcomputer uses Glover's Solution with consideration
for Hamtush's better means of evaluating this solution by integrationty parts.
We ran two different scenarios to predict the mound beneath the system. For both of the
following scenarios our seasonal high water table is the highest elevation observed during

01/0.611995 19:52 e28322.6790 /
PAGE 05
our site visit, which was at a relative elevation of 85.37' (12.63' below land surface).
Both of the following scenarios utilize the following assumption that makes these
scenarios conservative:
1, An impermeable layer was assumed at 18 feet, below the current land surface,
when in actuality no such zone was encountered,
For both of these scenarios we chose'to use, a draianfiiield that would receive 10,000 gpd at
a loading rate of 0.6 gpd/ftZ. This will require an area approximately 50,000 ft' in size.
The dimensions for this drainfield .will be 400' x 125' .
For scenario 1 we will utilize the average KSat from all the wells (9.13 ft/day). Figure 1.
shows the resultant mound developed beneath the drainfield if all the lines are stacked in
one .area and at steady state after 2 years of daily application. This graph shows that a
mound would develop 3.49' above. the water table we observed while on site. This would
provide a separation of 9.14 feet between the top of the mound and the -proposed -land
surface.
The mounding beneath the drainfield in scenario 2. is shown in Figure 2. Scenario 2
utilizes the average Ksat from wells HA 1 and HA, 3 (4,07 ft/day). This scenario indicates
that a mound would, develop to a height of 6.64' above the existing water table. This
would allow a separation of 5.99 feet between the top of the mound and the proposed land
surface.
WASTEWATER FLOW ANALYSIS
Design Flow Rate =10,000 gpd
Assumed Loading Rate = 0.6 g.pd/fe
Conventional Trench Width = 3 ft
Needed Total Trench Length 51556 ft
Needed Total Trench Bottom Area = 16,667 fe
Minimum Space Between Lines 9 ft
Minimum Total Drainfield Area - 5,556 x 9 = 5%0.04 W = LI S acres
1 gpd/ftZ is equivalent to 4.06 cm/day,
Design Trench bottom Loading Rate = 0.6 gpd/ft2 or 2.436 cm/day
]Maximum Areal Loading Me;-- 0.2 gpd/ftZ or 0.812 cmfday

01/0611995 1 9:52 0283226790 PAGE �06.
Assuming the trenches are 1$=24'. deep and based on the.prdfile description presented the
bottom of the trenches should b6n the. Bt horizon. and above the BC horizon.
The depths of saturated hydraulic conductivity's (Ksats) in the Bt horizon, in the system
and repair areas, were between 17. and 33 inches at three sites (HA 1, HA 2; and H.A. 3).
These Ksats ranged between 5.95 to 7.3, gpd/f 2, with an average of 6:6.1 gpd/R2. The
Ksat values for the BC horizon -at sites HA L H,A, 2; and HA 3 were 0,47 and 6.3 gpd/ft2,
with an. average Ksat of 2.45 g A/ft�. The Ksats for the C.horizon measured at HA 1, HA
2, and HA 3 were 1.09 to 93.02 gpd/ft , with -an average Ksat of34,65,gpd/ft.
After evaluating the field'data; it is obvious the Bt horizon has a higher Ksat than the BC
horizon. With this in mind the most obvious alternative is to try and utilize trenches in the
Bt iorizon. We recommend utilizing trenches in the 18 µ 24 inch range, but the soils are
deep enough'to allow deeper trenches.
The average loading .rate based on 10,000 gpd wastewater and the assumption of uniform
distribution is 2.436 cm/d. This value represents 9% (trench bottom basis) of the average
Ksat'of the Bt horizons reported in, Table. 1, For the BC layer, 2,436 cm/day. is 8% (areal
basis) of the average-Ksat values reported in Table 1. The bottom of the trenches will, in
general, be in a zone in the Bt horizon where the Ksat is more than tern times faster than
the design loading`rate (assuming all flow is through the trench bottom).
Assuming that wastewater distributed by a pressure manifold to move along the trenches,
it may also infiltrate through the side walls, which will result in faster infiltration than is
anticipated for the -above analysis. Based on the.Ksat values reported in table, it appears
that the total volume of wastewater (10,000 gallons) that will be applied daily to the
trenches of the proposed system can infiltrate into,,the so' a 24-hour period without a
significant amount of ponding in the trenches, This analysis assumes uniform distribution
of wastewater over the entire drainfield area. However, because of the use of a pressure
-manifold system, wastewater will be applied to the beginning of the trenches. Therefore,
more ponding is expected at the beginning of the trenches than at the end of each trench.
As wastewater moves along each trench, it infiltrates into the soil through the bottom and
sides of the trench. _.Based on the available Ksat values; as long as no clogging that is
formed, or conductivity of soil is drastically changed due to wastewater duality or other
factors, the system. should function without a serious ponding problem in the trenches.
We are assuming that trenches installed on, contour in sandy clay loam textured soils will
allow redistribution within the trench.'
Once wastewater moves into the soil, it must move away from the trenches either
vertically or laterally. Zt was indicated that the maximum areal loading rate for 9 ft
minimum' spacing over the entire drainf eld area is 0.2 gpd/ft2 or 0.812 cm/day. The
lowest Ksat measured in the Bt horizon was 24.16 cm/day.' So even at the lowest
measured Ksat in the Bt horizon, the areal loading Late is only 3 % of the measured Ksat.

01/0611995 19:52 -8283226790 PAGE 07
The lowest Ksat measured in the BC Horizon was 1.91 cm/day, which is more than two
times greater than the areal LTAR (42% of the Ksat)_
Based on the type of soil, (relatively deep Bt horizons) found at the site, it does not appear
that vertical water movement through the least restrictive.layer is a problem, These
analyses are based on the available data and. simplified soil water flow equation. It is also
assumed that wastewater will have no effect on the soil hydraulic properties with time.
Conclusions
The state requires a separation of T between the trench bottom and the predicted mound
height for all drainfields.. Assuming a trench depth of 24", _the proposed drainfield in
Scenario l will have an extra 5;14 feet of separation between the bottom' of the trench and
the top of the mound (for a total of 7.14' of separation). This is demonstrated'by:
Relative Elevation - Water table (RA. Elev.) Mound height - Trench bottom = Separation
98 = 85.37 - 3.49 - 2, = 7.14 feet of separation
In Scenario 2, the proposed drainflelds will have an extra 1.99 feet of separation between
the bottom of the trench and4he top of the mound (for a total of 3.99' of separation).
This is achieved by:
r"
Relative Elevation - Water table (Rel. Elev.) - Mound height - Trench bottom ^ Separation -
98 - 95.37 - 6.64 _ 2 = 3.99 feet of separation
The'disposal field,w ill function hydraulically as per DEH requirements under a variety of
conditions. This conclusion is.based on groundwater mounding resulting from the
proposed system (Figures 1 and 2). It is our recommendation to utilize the maximum
loading rate (0.6 gpd/ft2) for a conventional system without -pretreatment.
Please call if you have any questions or require further information.
Sincerely,
Steven. M. Price
Licensed Soil Scientist #1153
cc: Doc Godshall

01/06/1995 19:52 8283226790
PAGE 08
{
AA3
Nit • Kjll
rtAt
1
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Q w
GRAPHIC SCALE
3oo'
300 0 300, 600
N�

01/06/1995 19:52 8283226790
C E 0
ESTIMATED
GROUNDWATER FLOW
DIRECTION
ENLARGED SCALE
i H. = -100,
�\ Av-3
PAGE '09
Fr
[13M,W KP00'-
1 1 OF 11

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cn
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ao
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01/06/1995 19:52
82832267,90
PAGE 12
TABLE X
'Gray's Creek
Constant Head Permeameter (Ksat)-
Horizon n
- Death
;
HA
-Bt
' 25-32"
Ksat
>
1.12
cm/hr
. 10.58
im/day w
6.59
gpd/sq. ft
BC
73-80"
Ksat
>.
0.098
enVbr-
0.93 -
in:/day -
0.59
gpd/sq. #t
C
115-120"
Ksat
>
15,8.
cm/hr
149.31
io,/day -,-
93.02
gpd/sq. ft
HA.2
Bt
17-32"
Ksat
1.24-
cm/hr. ^-
11.72
in./day -
7.30
gpd/sq. ft
BC
63-70"
Ksat
0.08
cm/hr -
0.76
in:/day -
0.47 .
gpd/sq. ft
C
93 , 5-102"
Mat '
>
0.185 '
cm/hr -
1.75
in.lday -
1.09
gpd/sq, ft
HA3 '
Bt
24,5-33"
Ksat
>
1.01
cm/hr.
9.54
-in./day -
5.95
gpd/sq. ft
Bc
71-8011.
Ksat
>
1.07
cm/br
10.11
in./day
6.30
gpd/sq, ft
-
C
100-108"
Ksat
1.67
cm/hr w
15.78
in./day
9.93
gpd/sq. ft
Bout Soils Area
HA4
Bt
27-35"
Ksat
>
2.11
ctWk w
'19.94
in./day -
12.42
gpd/sq, ft
BC
53-60"
Ksat<° .
>
5,45
cmihr -
51.50
in./day -
32.09
gpd/sq. ft
.HAS
BC
51-58"
Ksat
>
5.47
cm/hr
51.69
in./day -
'32.20
gpd/sq. ft
HAI • HA2, HA3 :'oils Area
Average value of Ksats of Bt horizon
Average value of Ksats of BC horizon
Average value of Ksats of C horizon
Best Soil" Area (HA4 and HA51
Average value of Ksats,of Bt horizon
.Average value of Ksats of. BC horizon
.
c
6.61 gpd/sq ft-
2.45 gpd/sq ft
34.65 .,gpd/sq ft
12.42 gpd/sq ft
32.1.5 gpd/sq ft
Q

01/Q6/1995
19:52
8283226790
PAGE 13
Table 2
Slug test data conversions.
Well #
Run #
HA1
FH2
Ksat
>
6.47E-05 ft/sec —
5.59
Way —
41.81
gpd/sq. ft
HA1
FH3
Ksat
>
6.26E-05 ft/sec —
5.41
ft/day —
40.46
gpd/sq. ft
HAl
FH4
Ksat
>
6.47E-05 ft/sec —
5.59
day
' 41.81
gpd/sq. ft
HA2
FH1
Ksat
>
2.43E-04 fusee —
21.00
ft/day
157.04
gpd/sq. ft
HA2
FH3
Ksat
>
2.61E-04 ft/sec —
22.55
'ft/day
168.68
gpd/sq. ft
HA2
FH4
Ksat
>
2,23E-04 Mee
19.27
May
144.12
gpd/sq. ft
.HA3
FH1
Mat
>
3.52E-05 ft/sec --
3.04
ft/day —
22.75
gpd/sq. ft
'HA3
FH2
Ksat
>
:3.66E-05 ft/sec
3.16
ft/day —
23.65
gpd/sq. ft
` HA3
FH3
Ksat
>
3.41 E-05 ft/sec
2.95
ft/day —
22.04
gpd/sq. ft
HA3
FH4
Ksat
>
3.22E-05 . ft/sec
2.78 .
ft/day
- 20.81
gpd/sq. ft
Average conductivity -of shallow aquifer utilizing HAS $ HA29and HA3:
9.13
ft/day
Average conductivity of.shallow aquifer utilizing HA1 and HA3:
4,07
ft/day

01/06/1995 19:52 8283226790 PAGE 14
Table 3
Input Data For Mounding Under Wastewater System '
Predicted by Colorado State University Program
Scenario 1 I Scenario 2
Recharge Rate:
0.027 ft/day
0.027 ft/day
Transmissivity: *
164 sq ft/day
73.3 sq ft/day
Specific Yield:,
0.15
0.15
Beginning Time:
30 days
30 days
Final Time:
720 days'
720 days
"Time Increment:
30 days
30 days,
Time of Cut .Off
720 days
720 days
Beginning Distance:
0
0
Final Distance:
200 ft
200 ft
Distance Increment:
50 ft
50 ft
Depth to Water Table:
12.6 ft
12.6 ft
Width of System:
125 ft
125 ft
Length of System:
400 ft
400 R
Amount of Rise 3.491 1 . 6.64 ft
The transmissivity is based on the average Ksat of all three wells (in scenario 1) which is 9.13 ft/da,
and a window of 18 feet, In scenario 2 the Ksat for HA2 is not utilized (an average K of 4,07It/day)

01/06/1995 19:52 8283226790 PAGE 15
Table `%
TRANSPORT TIME CALCULATION
By Darcy's Law:
V = K hh where
ndl.
K. = Hydraulic Conductivity (9.13 fVd)
dh/ d1= Gradient (maximum estimated was 0,015)
h = l✓£l~ective• porosity (estimated at 0.15)
V = velocity
V = 9,13 '(0.015) = 0,91. ft/day
0.15
Transport Time = Distance to WrfiLee water.
V
Distance from front edge of proposed system to stream should be at least 100° aithe
nearest paint.
Transport Time. j00, = 110 days
091
9
..

01/06/1-995 19:52 8283226790
Appendix .1
Profile Descriptions
PAGE 16

01/Q6/1995 19:52 8283226790
PAGE 17
Profile Description
Fayetteville
HA-1
•f:.D�f ro6xR•
'as�A
x
KtP
5YR 4 2
Ap
04"
Sand loam
Granular
B
6-18"
7.5YR 7 3
Sand .loam
Granular
Bt1
18-48"
5YR 4/6
Sandy clay
Subangular
loam
black
Bt2
48-70"
2.5YR 4/8
Sandy. clay
Subangular
loam
blocky
BC
70410"
5YR 5/8'.
7.5YR 7/1
Sandy clay
Subangular
relic
loam
block
C1
110-138"
2.5Y 6. 8
;Sand
Granular
C2
'138-145"
2.5Y 6/8
Sand/Clay
Granular
lenses
C3
145-168"+
2.5Y 6 $
Sand
Granular
HA-2
::o: Y'• <
•u•>:>: :•fi'.
iS<e.f%::a.
xn: •x•x• 'eat
�caaiaa »:2 a
» e:ew»
ie:x'�d!
e:.e 10
:A:x p
•�?%
Ap
0-8"
5YR 4 2
Sandy loam
Granular
E1
8-16"
7.5YR 7 3
Sand loam
'Granular'
E2
16-20"
7.5YR 5 6
Sandy loam
Granular
Bt1
20.56"
5YR 4/6
Relic
Sandy clay
Subangular
loam
block
Bt2
56-86"
5YR 5/8
5YR 6/2
Sandy clay
Subangular
7.5YR 7/1
loam
block
BC
86-95"
5YR 5/8
5YR 6/2
Sanely clay,
Subangular
7.5YR 7/1
loam
block
C1
95-127"
5YR 4/6
Sand
Granular
C2
127-130"
5YR 4/6
7.5YR 7/1
Sand/Clay
Granular
Seasonal
lenses
High Water
Table
C3
130-145"
5YR 4/6
Sand,
Granular
C4
145-152"
5YR 4/6
7.5YR 7/1
Sand/Clay
Granular
lenses
C5
152-160"
2.5Y 7 2
Sand
Granular
C6
160-192"+
5Y 8 6
Sand.
Granular

01/06/1995 19:52 8283226790
PAGE 18
NA-3
RR:}:.. 'n •ktKt
e60.:
:A A
A
0-7"
5YR-4/2
Sand . loam
Granular
E
7-23"
7.5YR 7 3
Sandy loam
Granular
Bt1
23-63"
5YR 4/6
Sandy clay
Subangular
loans
block
Bt2
63-78"
2.5YR 4/8
Sandy clay
Subangular
loans
block
BC
78-100"
5YR 5/8
.5YR 6/2
Sandy clay
Subangular
Relic
loam
block
C1 _
70,0-132"
5YR 4 6
Sand
Granular
C2
132-148"
5Y 8/6
2.5YR 8/2
Sand
Granular
Seasonal
High Water
Table
C3
14$-156"
5Y $/6
1017 8/2
Sand/Clay
Granular
lenses
C4
156-181"
5Y 8 6
2.5Y 8/2
Sand.
Granular
C5
181-193"
5YR 7 2
Sand'
Granular
C6
193-204"+
, 5Y 816
Sand
Granular
Seasonal High;Water Table
14A-4
gq
Sandy loam
Granular
A.
0-7"
5YR 4 2
E
7-24"
7.5YR 7 3
San- dy loam
Granular
Bt
24-48"
5YR 5/6
Sandy loans
Subangular
black
BC
48-72"
5YR 5 8
Sandy loam
Granular
C =
72-108"+
, 7.5Y 6 6
1 Sand
Granular.
11' Seasonal High Water Table

01/06/1995 19:52 8283226790 PAGE 19
Appendix 2
Well Information

N
W
a
Grays Creek School
Well data. from 6/16198
Neil Total well using ht. Water Level; rater level Screen length
(ft} (ft) (ft) fTUC} ft) (TOG) (ft)
Screened interval (ft)
top of ground
fm= to
Rod Reading Rod Reading. Relative WMer level
(ft) cron (ft) (TOG) Elevation Elevation
HAI
15.75' .
1.5.
14.13
12.63
0.5
13.33 13.83
3.55
5.05
98
85.37
HA2
18.17
2.25
15.87
13.62
0.5
15 15.5
3.54
5.79
97:26
83.64
HA3
18.67
0.42
15.86
15.44
1
16.83 17.83
6.02
6.44
96.61
81.17 .
o-, Y
Lo
N
N
CO
ao
N
00
N
LO
Ql
rt _
In -
M
LO
a �
d
m --

Slug Tests Data - Grays Creed
6116/98 -
�' Bouwer and Rice Method.for partially -penetrating wells in unconfined aquifers.
w RESULTS
Slug test
type
(fh/rh)
slug
(gal)
Rw
(ft)
Re
(ft)
I.w
(f)
Le
(ft)
B
(fl)
(ft/sec)
Ksat
(ft)hr)_
(fild)
HA1FH2
fh
2.0
0.167
0.083'
1.62
0.5.0
20
0.0000647
0.233
5.59 .
HA1FH3
fh
1.5
0.167
0.083
1.62
0.50
20
0.0000626
0.225'
5.41
HA1FH4.
th .
1.0
0.167
0.083
1.62
0.50
20
0.0000647
0.233
5.59
HA2FH1
fh
1.0
0.167
0.083
2.30
0.50
20
0.000243
0.875-
21.00
HA2FH3
f1i
1.5
0.167
0.083
.2.30
0.50
.20
0.000261
_0.940-
22.55
HAMM
fh .
1.0
0.167
0.083
2.30
-0.50
-20
0.000223
0.803
19.27
HAMM _
fh
1.0
0.167
0.083
2.81
1.00
20
0.0000352
0.127
3.04
HAMM
fh
2.0,
0.167
0,083
2.81,
1.00 ,
20
0.0000366
.. 0.132
3.16
HA3FH3
fh
1.5
0.167
0.083
2.81
1:00
20'
0.0000341
'0.123
2.95
HA3FH4
fh
1.0
10.167
0.083
2.81
1.00
1 20
1 0.0000322
0.116.
2.78 -
type - type of slug test performed (-falling head/ rh-rising head)
slug vol. - volume ofwater used for head displacement (falling -head slug tests only)
Rw - radius of boring and/or developed zone
Re - radius ofwell casing
Lw - length of water column
Le - length of well screen (if well is screened below static water table) or length of water column (if well is screened across,*
B - estimated aquifer thidmess "
Ksat - saturated hydraulic conductivity of host material
�o
N'
N
m
Go
N
ao
N
uO
m
L
m
La
m
ti
m:
CD

01/06/1995 19:52` 8283226790
PAGE 22
1 83.6'1 9147
1 I4b
1
i
i.
i
.i
ESTIMATED
GROUNDWATER FLOW
'DIRECTION
`WOOV5
c�:ro��ndwe�'
.fro
E D ar•�inMiw"`�'�'`UtIMIMMU%mulaulomismi owl
ENLARGED SCALE
1 " 100,
i

8283226790
PAGE 23
01 /.06/ 1995 19: 52
hat fh4
time(sec) d
0.1
0.6
1.2
1.7
2.3
2.9
3.6
4.3
5.1
5.9
7.6
8.5
9.5
10.6
11.7
12.9
14.1
16.6
16.9
18.4
19.9
21.6
23.2
25
26.9
29
31.2
33.5 .
36
38.6
41.4
44.3
47.4
50.7
54.2
67.9
61.8
66
70.4
75.1
80.1
85.4
91
96.9
1012
116.8
124.3
132.2
140.E
149.5
168.9
168.9-
179.5
3.4
3.4
3.
3.
3.
3.1
3.1
3.0
3.0
2.9
2.9
2.7
2.
2.
2.5
2.5
2.4
2.3
2.3
2.2
2.1
2.1
2.0
1.9
1.9
1.8
1.7
1.
1.6
1.6
1.5
1.4
1.4
1.3
1.2
1.2
1.1
1.0
1.0
0.9
0.8
0.7
0.7
0.5
0.4
0.4
0.3
18
18
17
19
77
36
99
hat fh3-
ft
time(sec)
drawdown(ft)
35
0.1
5.065
0.6
4.93
)5
1
4.82
32
1.5
.4.8
A
2.1
4.80
16
2.6
4.76
M
3.2
4,72
18
3.8
4,68
95
4.5
4.63
44
5.2
4,581
89
6
4,62
29
6.8
4.46
71
7.6
4,41
06
8.5
4.35
42
9.4
4.29
84
10.4
4.2
72
11.5
4.16
65
12.6
4,101
$$
13.8
4.03
23
15
3,96
54
16.4
3.901
92
17.8
3.82
23
19,3
3.75
58
20.8
3,881
94
22.4
3.61
31
24.1
3.53
67
25.9
3.45
93
27.8
3,37
31
29.9,
3.2$
16
32.1
3.19
97
34.4
.3,10
73
36.9
3.01
85
39.5
2.91
05
42.3
2,81
43
45.2
2.71
74
48.3
2.61
09
51.6
2.51
47
$5.1
2.4
78
58.8
2.
62.7
2,18
51
68.9
2,07
86
71.3
1.96
24
76
1,85
84
81
1,744
.9
86.3
1.82
37
91.9
.1.61
77
97.8
1.4
104.1
1.292
W
110.7
1.181
)9
117.7
1.073
i8
125.2
0,971
133.1
0.877
141.5
0.78
150.4
0.69
159.$
0.602
hai fh2
4
3
6
9
8
9
3
6
3
$
7
3
5
3
6
4
5
9
5
2
3
2
5
9
7
6
4
5
3
04
3
4
6
5
2
4
5
time(sec) drawdown(ft)
0.1
4.367
0.7
4.267 `
1
4.212
1.3
4.166
. 1.7
4.157
2.1
4.115
2.5
4,083
3
4.053
3.4
4.015
3.9
3.942
4.5
3.901
5
3.864
5.8
3.82
6.2
3.774
8.9
3.732
7.0
3.686
8.4 ,
3,635
9.2
3,591
10
3,541
T0.9
3.49
11.8
3.435
12.8
3,379
13.9
3,326
15
3.271
18.2
3.215
17.4
3.160
18.8
3.098
20.2
3.033
.21.7.
2,969
23.2
2.906
24.8
2.842
26.5
2.773
28.3
2.703
30.2
2.637
32.3
2,583
34.5
2.489
36.8
2.417
39.3
2.334
41.9
2.266
44.7
2.175
47.6
2.092
.50.7
2,009
54
1,928
57.5
1.846
61.2
1.762
65.1
1.877
69.3
1.589
73.7
1,506
78.4
1.426
83.4
1.338
88.7
1.248
94.3
1.165
100.2
1.077
100.5
0.996
113.1
0,913
t
�aVi Q
<1✓

01/06/1995 19:52 8
PAGE' 24
ha2 fh4
time(sec) drawdown(q
0.1
2.89
0.6 • ,
2.81
1
2,76
1.5
2.72
2.1
2.62
2.6
2.50
3,2
2.41
3.8
2.32
4.5
2.24
5:2
2.0
6
2.03
6,8
1.94
283226790
t ",
1h82 tb3-'
time(sec) drawdown(ft)
9
3 0.1 3,79
9 0.6 3.626
3 1 -3,621
9 1-.5 3.407
7 2.1 3.215
5 2.8 3.001
3 3.2 2.846
3 3.8 2,708
4 4.5 2,581
9 5,2 2.44
4 6 2.288
6,8 2.161
1 7,6 2.021
1 8.5 1,890
1 9.4 1.783
5 10.4 1,665
46 11.5 1.592
9 12.6 1.541
5 13:8 1.423
4 15 1,359
7 . 16.4 1.315
7 `17,8 1.25
$ 19.3 1,142
9$ 22,4 1.028
5 24.1 0.9
9 25.9 0.853
3 27.8 0.796
3 . 29.9 0.74
3 . 32.1 0.69
3 34.4 0,837
$ 39,5 0.591
4 42.3 . 0.535
1 48,3 0.487
8 55.1 0.441
a 62.7 0.397
1 86.9 0.341
7 91.9 0.298
2 97.8 0.235
6 133.1 0.231
5 150.4 9,226
3 % 159.8 0.224
8 191.6 0,219
4 203.5 0.21
9 216.1 0.205
4 229.4 0.1'96
5 243.5 - 0.191
6 258.4'
1 274.2 0.173
2 291 0.168
8 308.8 0.155
8 327,6 .0.15
9 347,5 0.136
7 368.6 0.127
1 391 0.113
3 414,7 0.09
W fhi
ime(sec) drawdown(ft)
0.1 3.19
0.5 3.132
-1 3.091
1.4 2.999
1.9 2,863,
2:5 2,793
3 2.775
3.6 2.756-
4.2 2,583
.4.9 2.487
5.6 - -2,387
6.4 -- 2,295
7.2 2.108
8 " 2.071
8.9 1.993
10.8 1.783
11.9 1.685
13 1.631
14.2 1.509
15.4 1.439
18.8 1.338
18.2 1.246,
21.2' 1.176
22.8 1.08$
24.5 1.024
26.3 0.984
28,2 0.923 .
30.3 0.877,
32.5 0.814
37.3. . 0.768
39.9 zO.717
-45.5 0.669
48.7 0,639
- 52 ' 0.597
55.5' 0.551
59.2 0.498
63.1 0.494
71.7 0,445
78.4 _ 0.429
-M.3 0.404
08.2 0.389
133.5 0;367
141.9 0.33
150.8 0.302
u
W fhi
ime(sec) drawdown(ft)
0.1 3.19
0.5 3.132
-1 3.091
1.4 2.999
1.9 2,863,
2:5 2,793
3 2.775
3.6 2.756-
4.2 2,583
.4.9 2.487
5.6 - -2,387
6.4 -- 2,295
7.2 2.108
8 " 2.071
8.9 1.993
10.8 1.783
11.9 1.685
13 1.631
14.2 1.509
15.4 1.439
18.8 1.338
18.2 1.246,
21.2' 1.176
22.8 1.08$
24.5 1.024
26.3 0.984
28,2 0.923 .
30.3 0.877,
32.5 0.814
37.3. . 0.768
39.9 zO.717
-45.5 0.669
48.7 0,639
- 52 ' 0.597
55.5' 0.551
59.2 0.498
63.1 0.494
71.7 0,445
78.4 _ 0.429
-M.3 0.404
08.2 0.389
133.5 0;367
141.9 0.33
150.8 0.302
u
u

011.06f 1995 19: 52
PAGE 25
ha3 fh4
time(sec)
0.1
1
1.5
2,1
2.6
3,2
3, 8
,4.5
5.2
B
6.8
7,8
8.5
9.4
10.4
11.5
12.6
13.8
15
18.4
17.8
19.3
20.8
22.4
24.1
25.9
27.8
29.9
32,1
34.4
36.9
39.5
42.3
45.2
48.3
51.6
55.1
58.8
62.7
86.9
71.3
78
81
88.3
91.9
97.8
104.1
110.7
117.7
125.2
133,1
141.5
150.4
159.8
169.8
8289226790
lha3 fh3 `
Ndown(ftAtime(sec) drawdown(ft)
2.279
0,1
3.365
2.247
0.7
2.876
2,233
1.3
2.634
2,177
2
2.466
2A 27
3.6
2.302
2.08
4.3
2,284
1.968
5.1
2.285
1.887
6
2.231
1.79
6.9
2.21
1,707
7.9
2,187
1,649
9
2,159
1.608
10.1
2A 34
1,575
11,3
2.101
1.552
12,5
2.074
1.534
13.9
2.046
1.515
15.3
2.014
1.497
16.8 `
1.985
1.474
18.3
1.954
19.9
1.921
1,435
21.8•
1.891
1,421
23.4
1.859
1.398
25.3
1.827
1,379
27.4
1.79
1,356
29.6
1.753
1.338
31.9
1.721
1.315
34.4
1.893�
1.292
37
1.054
1,273
39.8
i .817
1-253
42.7
1,575
1.229
45.8
1,634
1,208
49.1
1,492
1.183.
52.6
1.449
1,156
56.3
1.407
1:133
60.2
1.361
1.105
. 84.4
1.319
1.077
88.8
1.273
1:052
73.5
1.227
1.029
78.5
1.183
1,001
.83.8
1.142
0.973
' 89.4
1.098
0,937
95.3
•1,054
0.913
101,8
1.013
-0.879
108.2
0.973
0.851
115.2
0.932
0.823
122.7
0.885
0.787
1.30.6
0.849
0.754
139 ..
0.807
0.722
147.9
0:766
.0,692
157.3
0.727
0,664
167,3
0.685
.0.627
177.9
0.644
0.595
189.1
'0,602
0.563
201
0.565
0.533
213.6
0.526
0,496
226,9
0,494
fh2
ie(soc) drawdown(ft) It
0.1 4.021
019 3,801
1.4 : 3.764
1.8 3.377
2.3 3.179
2.9 3.003
3,4 3,07
4 3,019
4.6 2.983
5.3 2.869
6 2.833
.8.8 2.777
7.6 2.736
-'8.4 12.69
9.3 2.648
10.2 2.804
11.2 2.683
12.3 2.517
13.4 2.47
14.6, '2,434
15.8 2.392
2,35
18.6 2.314
20,1 ' 2.277
21.6 2.24
23,2 2.198
24.9 2.15.7
26.7 2.12
28.8 2,076
30.7 2.037
32.9 1.991
35.2 1.945
37.7 1.894
40.3 • . 1.838
43.1 1.792
46 .,1.746
49,1 1,891
52,4 1.64
55,9 1.58
59.6 1,525
63.5 1.469
67.7 1.421
72.1 1.379
78.8 1,333
81.8 _ 1.278
87.1 1.227
92.7 1.172
'98.6 1.123
104.9 ' 1,068
111.5 1.022
118.5 0.986
1.26 • 0,913
133.9 0.867
142.3. 0.821
,151.2 6,775
ie(sec) . drawdown(ft)
0.1 2.754
0.4 2.855
0.8 2.544
1',2 2.404
1.6 2.284
2,1 2.078
2.5 1,887
3 1.826
3.6 1.555
4,7 1.532
6 1.522
6.7 1.504
T5 1,495
8.3 1,476
9.1 1.458
10 1.439
10.9 1.418
1119 1,402
13 1,384
14.1 1.368
15.3 1,349
16.5 1,336
170 1.317
19.3 1.294
20,8 1.276
22:3 1,267
23.9 1.234
26.8 1.216
•27A 1,193
29.3 1.174
31.4 1,146
33.6 1,123
38.4 1.075
41 1.052
43.8 1.024
46.7, 1.001
49.8 0.978
53.1 0.95
56.6 0,923
60.3 0,9
64.2 0.872
68,4 -0.84
72.8 0,817
77.5 0.784
82.5 6.757
87•.8 0,724
93.4 0.692
99,3 0.884
105,E 0.632
112.2 0.604
119.2 0.572
128.7 0,54
134.6 0.507
143 Q,471

J
soil & Environmental' Consultants, Inc.
231.16th Avenue N.E. ■ Hickory, North Carolina 28001 ■ [phone] ■ Fax,(828) 3.22-6790
Facsimile Sheet
Fax Number [phone]
Date: 3 - „3 O _ �y
Time Sent:
To: Name: C. is L-114
cc:
Company: '
pis) 7 iS,
Fax Number: 7 (_T _ z -7
From: Subject:
Number of pages including transmittal sheet:
For your comments/approval
For your information
Per our conversation
Per your request
Please advise
Please call
Would like to discuss
Please handle
Hard Copy Sent:
US regular mail
Hand delivery
UPS overnight
US certified
Federal Express
No hard copy sent
Other
Remarks:
If you have any questions or protgems with the transmission, please contact at [phone].
Confidentiality Notice
This transmission is intended only for the use of the individual or entity to which it is addressed and may contain
information that is privileged and confidential. If the reader of this message is not the intended recipient, you- are
hereby notified that any disclosure, distribution or copying of this information is strictly prohibited. If you have re-
ceived this transmission in error-, please notify us immediately by telephone and return the faxed documents to us .
at the above address via the United States Postal Service.
Wetland Delineation/PetmittingWiitigadon Soil/Site Evaluation for Oa -site septic Syste= En%rironmental Assessments
Home Office: 244 Wert M 11bmok Road Raleigh Nogh Carol ha 27609 Phone: [phone] Fate. [phone]

G 1't CJ IJl 1 JJ.J Ll. ...
Vv��V f JV
RECHARGE .RATE
= .-0 7 FT/DAY
TRANSMISSIVITY
= 164 SQ:FT/DAY
SPECIFIC YIELD
= .15
BEGINNING •TIME
= 3.0 . - DAYS
FINAL TIME
= 720 •DAYS
TIME INCREMENT
= 30 DAYS"'
TIME OF CUT OFF
= 720 DAYS'
BEGINNING DISTANCE,=
0 FT
FINAL DISTANCE
_ 200- FT.
DISTANCE INCREMENT.=
'50 FT
DEPTH
= 12.6 - FT
WIDTH
= 125 FT '
LENGTH
= .. 400 FT
ANGLE
_ ,0. DEGREES
TIME DISTANCE
HEIGHT
(DAYS) (FT)
(FT)
30
0
1.480. .
30
50,
1.450
30
100
1.357
30
150'
1.181
30
200
0.'876
60
p
1.899
60
50
1.865
60
100.
1.758
60
150.
1.559
60'
200'
1.226
90
0"
2.153
90
50
2.117
90
100
2:004
90
150
1.797
90
200
_1,452
%-120
0
2..336
%120
50
2.299
%120.
100
2.183
$120
150
1.971
$120
-200 ' .
1.620
%-150
.0
2.478
g150
50
2.441
t150
100
2.323
t150
150
2.109
%150
200
1-.754
%180
0
2.595'
-1160
50.
2.557
li180
100
2.439
%-180
150..
.2.222
-200
1.868
%210
-0 0
2.695
%210
50
2.656
!k210
100
2.537
%210
150 "
2.319
%210
200
1.959
$24p.
0-,
2 .7,8.1
_
1;240 '
50
2.742
U40
100
2.622
$240
150
2.403
g240
200
2.042
%270
0
2.857
k270
50
2.818
SAAQ

%270
100
2.698
%270
150
2.478
%270
200
2,116
%300
0
2,925
%300
50
2.886
1300
100
2.765
W300
150
2.545
g300
200
2.182
%330
0
2.987
%;330
50
2.948
1330
100
2,827
%330
150
2.606
96330
200
2.242
96360
0
3.044
%-360
50
3.005
%360
100
2.883
$360
150
2.661
%-360
200
2.297
%390
0
3.095
U90
50
3.056
%390
104
2.935
1390
150
2.712
%390
200
2.348
%420
0
3.144
%420
50
3.104
%-420
100
2.982
$420
150
2.760
W420
200
2.395
%-450
0
3.188
%-450
50
3.149
1;450
100
3.027
%450
150
2.804
%450
200
2.439
%480
0
3.230
%480
50
3.191
k480
100
3.069
%480
150,
2,846
%480
200
2.480
%510
0
3.270
%510
50
3.231
%510
100
3.108
%510
150
2.885
%510
200
2.519
$540
0
3.307.
%540
50
3.268
%540
100
3.145
*540
150
2.922
W540
200
2.555
%570
0
3.342
%570
50
3.303
%570
100
3.180
%570
150
2.957
*570
200
2.590
a600,
0
3.376
50
3.336
%600
100
3.213
%600
150
2.990
%600,
200
2.623
%630
_ 0
3.407
%-630
50
3.368

Ui/ bbI 1 yy5 11 : LL
d/-b ZZb f 7JU
rout �4
. W630
100
3.245;
163.0
150
3.021
%630
200
2.654
%M
0
3 .438 .
%660
50
3.398
%660
100,
3.. 275
$660�
150
3.051
%660
200
2.684
%690.
.0
3,467
%690
50
3.427
!k690
100
3.304
%-690
150
3.080
%690
200
2.713
*720
0
3.495
$720
50
3.455
%-720
100
3.332
V20
150
3.108
A720
200
2.740

b11 Ub1 1 7�jO
ZLG f 7n
rt-K. u�
RECHARGE .RATE
_ ' , . 027
FT/DAY S
TRANSMISSIVITY,=
73.3
SQ.FT/DAY
SPECIFIC YIELD
` = .15
-
{
BEGINNING TIME
= 30 :,DAYS
FINAL TIME
= 720
DAYS,
TIME INCREMENT
= '30
DAYS
TIME OF CUT OFF
= 720
DAYS
BEGINNING DISTANCE..=
0 FT
FINAL DISTANCE,
�200
FT,
DISTANCE INCREMENT
= .50
FT,
DEPTH
= . 12.6
FT
WIDTH
= .125
FT
LENGTH
= 400
' FT.
ANGLE
= 0: DEGREES..
TIRE \DISTANCE
HEIGHT
(DAYS) (FT)-
(FT)
30
0-
2.'305
.30.
50
3-0
100
2.111,
30:
150
1.810-
30
200
1.245
60
0
3.163
'60
50
3.100
60
100
2.898
60
150,
, 2.516
60
200
1,851
90
o .
3,702.
90
50
3.631
90
100
90
150
2.988
90
200-
2.278
t120
0
4.095
$120
50
4.019 "
%-120
100
3.783 `
%120
150
3.345
W120
200
2.608
$150
0
4.404
$150
SO
4.326,
%-150
100
4.082
%-150
•150
3.. 631
96150
200
2.878
$180
-0
-4.660 '
P6180
50
4.'580 ,
*180
100
4.330
1;180
150
3.871
sk1$0
20,0
3.106'
W210
0
4.877,
W210
50
4.796
$210
100
.4.542
W210,
150
4.077
*210
200
3.303
5,067
76240
50
4.984 '
%240
100
4.728
$240
150
4 •: 257
%240
200..
3'.477
$270
0
5.234
sk270
50
5.151

G1J G07 177J L1 . LL
VLVJLLV f JV
- rt�
' %270
100
4.892
U70
150
4.418
*270
200
3.632
%300
0
5.385.
%300
50
5.30,
%300
100
5.040
96300
.150
4.563
$300
200
3.773,
1330
0
5..521
W330
50
5.437
%330
100
5.174
$330
150
4.694
U30
200
3.901
%360
0
5,646
96360
50
5.561
%-360
100
5.297
%360
150
4,815
%360
200 ."
4:019
�390
0
5.761
sk390
50.•
5.676
W390,
100
5.411
�390"
150
4.927
_ $390
200
4.128
%420
.0
5.867
$420
50
5.782
%420
100
5.516
%-420
150
5.'031
%420
200
4.229
%450
0
5.967
%450
50
5 8'81
%450
100
5.6.15 .
*450
150
5.127
g450
200
4.324
%480
0
5.06a
%480
50.
5.974
%480
10.0
5.707
%-480
1'50
5.218
%-480
200
4.414.
%510
0
6.148
%516
50
6.062'
W510
100
5.793
%510
150
5.304
$510
200
4.498
%540
0
6.230
%540
.50
6.144
%540
100
5.875
%540
150
=: 5.385
1540
200
4.577, _
%570
0
6.308
%-570
50
6.222
-�570'
loo
5.953
*570
150
5.461
96570
200
4.653
%600, .- -
= 0
- 6.:383
$6.00
50
6.296
W600
100
6.026
%600
150
5.534
%600
200
4.724
%630
0
6.453,
$630
50._
6.367

V1f VV+ lJ�r+.
----------
%630
100
%630
150
%630
200
%660
0
%660
50
g660
10.0-
%660
150
%-660
200
%690
0
%690
50
!�690
100
%690
150
%690
200..
%720
0
$720
50
%-720
100
$720.
150
%720
200
6.096
5.603
4.793
6.521
6.434
6.163
,5.670
4.858
6.585
6.498
6,227
5.733
4.921
6.647
6,560
6.288
5.794
4.981

oil -& Environmental' Consultants,,, Inc.
231 l6th Avenue N.E. 'N Hickory.. North Carolina 28601 a [phone] M Fax [phone]
Facsimile Sheet
Fax Number [phone]
Date: 3 - 3 0 - Ff Time Sent:
To: Name: Co Js L-4
Company-,
Fax Numbet:, -3 2
From: Subject:
Number of pages. including transmittal sheet:
C.SL, rrs,- I �
For your comments/approval For your information
Per our conversation Per your request
Please advise Please call
Would like to discuss Please handle
Hard Copy Sent:,
US regular mail'
UPS overnight
— Federal Express
— Other
Remarks:
Hand delivery
---US certified
NQ hard copy sent
If you hare any quMions.or-,problems with the transmission, please contact
at [phone].
Confidentiality Notice
This transmission Is intended only for the use of the individual or entity to which it is addressed and may contain
information that is privileged and confidential. If the `reader of this message is not the intended recipient, you are
hereby notified that ' any disclosure, distributionor copying of this information is strictly prohibited. If you have re-
ceived, this trammission:fn-e`r'ror, plegse. notify -us immediately by telephone and return the faxed documehts to us
at,the abo ve address via the United. States Postal Service.
Welland Delineation/PermittingMtigation' SoiYSite Evalliatio.n for M-Site Septic Systems Emimmnental Assessments
Home Offi=. 244 West Milbrook Road Raleigh I North Carolina 27609 Mcne: [phone] Fax [phone]

RECHARGERATE
= ,.027 FT/DAY
TRANSMISSIVITY
= 164. SQ.FT/DAY
�O�°�`ci' ��`
SPECIFIC YIELD
= ..15'
BEGINNING TIME
= 30. DAYS
FINAL TIME
= 720 DAYS
TIME INCREMENT
= 30' DAYS
TIME OF CUT OFF
= .720 DAYS
BEGINNING DISTANCE
= '0 FT
.FINAL DISTANCE
= 200 FT
DISTANCE'INCREMENT
= 50 FT
DEPTH
= 12.'6 FT
=' WIDTH
= 12 5 FT
LENGTH
= '400 FT '
ANGLE
_ 0 DEGREES
TIME DISTANCE
HEIGHT
(DAYS) (FT)
(FT)
30
0
1.4'80
30
50
1.450
.30
100
1.357
30
150.
1.181
30
200
0.876
60
0
1.899
60
50,
1.8.65
60
1.00
1.758'
60
150
1.559
60
200
1.226
90
0
2.153
90
50
2.117
90
100 ; .
2.004
90
150.
1.797
90
200..
. 1.452
%-120
0
2.336
%120 .
.50
2.29-9
W120
100
2.183
�120
150'
1.971
$120
200
1.620
*150•
0
2.478
k150
50
2.441
�150
100
2.323 '
1150
,150
2.109
%150
200
1.7.54
%-180
0
2.595
%180
50
2.557
%;180
100
2.439
*180
150
2.222.
. %180
200
1.865
%210
0
2.695
*210
50
2:656`
%210
100
2.537
tk210
150
2 .319
�210�
200
1.959
1240
0'
2.781,
$240
;. 50 .,
2 : 742
%240
100
2.622
%240
150_ -
2.403
g240
200
2.042
%270
0
2.857
k270
50 .
2 .818 ..

$270
100
2.698.
%270
150
2.478
%270
200
2.116
%300
0
2,925
U00
50
2.886
!k300
100
2.765
96300
150.
2.5,45
%-300
200
2•.182
%330
0
2.987
%-330
50
2.9,48
%330
100
2.827
%330
150
2.606' ;
-%330
200
2.242
!W360
0.
3.044 ;
*360
50
3.005
%360
100'
2.883,
%360
150
2.661"
%360
-200
2.297
%390
0
3.095
%390
50
3.056
%390
100
2.935
%390
150
2 .7.12
%390
200
2.348
%420
0
3.144
sk420
50
3.104
*420
100
2.982
%420
150
2.760
%420.
200
2.395
g450
0
3.188
%-450
50
3.149
%-450
100
3.027 -
%450.
.150
2.804"
%450
200
2.439
%480
0
3.230
%480-
50'
3.191.
g480
100
3.069
%480
150 .
2 .846. _ ....
%480
200
2.480
%-510
0
3.270
%510
50
3.231
010
100
-3 .108
%510
150
2.885
%510
200
2.519
%540.
0
3.307
%540
50
3.268
%540
100
3.145
*540
;150
2.922
%540
200
2.555
%-570
�0
3.342.
%570
.50
3'.303
Is570
100
3.180.
%570 •
150
2 .9,57
W570
200,
2:590
%�600
.0
3.,376 :•
lk600
.5,0
3.336 .
%600
100
3.213
*600
150
2.990
%600
200
2.623
6630
0
3.407
%630
50.
3.36.8

• JllUb; 177J L1 : LL
aL76LL0 (7CJ
.. - nuL �`+ ,
%630
100
3-245
%630
150
3 .021 '-
1630
200
2.654
ir660
0
3.438
%660
50-
3.398
%660
100
3.275
$660
150
3.051
1-660
200
2.684
%690
0
3.467
%690
50
3.427
A690
100
3.304
%-690
ISO
3.080
%690
20,0
2.713
%720
0
3-.495
$720'
50
3.455
%-720
100
3.332
. t720
150
3.108
%720
200
2.740

U1.1 VOJ 177:J
RECHARGE RATE
= .027 FT/DAY
TRANSMISSIVITY:=,
73.3 SQ.FT/DAY
SPECIFIC YIELD
= .15
{r.5,, f
BEGINNING TIME
= 30 DAYS
FINAL TIME
= 720 DAYS
TIME INCREMENT
= -30 DAYS
TIME OF_'CUT OFF
= 720 DAYS
BEGINNING DISTANCE
= 0 FT
FINAL' DISTANCE
.= 200 ..FT
D I STANCE INCREMENT'
= 50" FT
DEPTH
12.6. FT
WIDTH
= 125 FT
LENGTH
400 FT
ANGLE
= 0 DEGREES..
TIME DISTANCE
HEIGHT--
(DAYS) (FT)
(FT)
30
0
2.305
30
50
2.260
30
100
2.111,
30
150
1.810
30 .200'
,.
1.245
60
0
3.163
60
50
3.100
60
100
2.898
60
150
2.516
60
200
90
0
3.702
90
50
3.631.
90
100
3.406--
90
150
2.'988
90
200
2.278
$120
0
4.095
96120
•50
4.019
k120
100
3.783
%120
1.50.
3 .345
g120
200
2.608
%150
0
4.404
%150
so.
4.326
1-150
100
4.082
k150
150
3.631
%150 =
200
2.878
$180
0
4.660
%180
50
4.580
%-180
100
4.330
1180
150
3.871.
�180
200 ..
- . 3.106
%210
0.
4.877
%210
50
4.796
%210'
100
4.542
W210
150
4.67..7
%210
200
3.303
$240
0
5..067
. %240' .
. 50
A . 984
%240
100
4.728`
$240_
150
4.257
%240
20.0
3.477
1270
0
5.234
%270
50
5.151

UiI YJbI LL
2SL 7JLL0 (7CJ
%270
100
4.892
96270
150
4.418
9&270
200,
3.632
%-300
0
5.385
%300
50
5:301
%-300
100
5.040
%300
150
4.563
*300
200
3.773
%330
0
5.521
%330
50
5.437
9k330
100
5.174
$330
150
4 .694 ' ,
%330
200
3.901
%360
0
5.646
9s360
50
.5.561
%-360
100
5.297
%360
150-
4.815
%360
200
4.019
%390
0
5.761
%390
50
5.676
$390
100
5.411
%390
150
4.927
%390
200
4.128
%420
0
5.867
%420
50
5.782
%420
i00
5.516
%420
150
5.•031
%4'20
200
4.229
%450
.0
5.967
*450
50
5.881
*450
100
5.615
%-450
150
5.'127-
%450
200
4.324
%480
0
6.060
96480
50
5.974
%480
100
5.707
%-480
150
5.218
!k480
200
4.414
96510
0
6.148
.%510
50
6.06.2
$510
100
5.793
%-510
-150
5.304
%510
200
4.4.98
%540'
0
6.230
%540
50
6.144
%540
100
5.875
%540'
150
5.385
°s540
200
4.577
%570.
.0
6.308
$570
50
6.222
96570
100
5.953
!k570
150
5.461•
%570
2'00
4.653
%600
0
6.383_
%600
-50
6.296
%600
100
6.026
%600
150
5.534
%600
200
4.724
1630
0
6.453
%630
50
6.367

*630
100
6 .096
%630
150
5.603
%630
200
4.793
*660
0
6.521
W660
50
6.434
%-660
100
' 1660
150
5.670
k660
200
:. A . 858
%-690
0
6.585
%-690
50
6.498
ik690
100
'6.227 _
�690 ,.
15.E .
5.733
$690.::
200
4.921
%720
0
6,.647
1;720..
50 :...
6.560
t720`
100
6.288
%720.
150
5-.794
%720 .-
20.0
4.981

COUNTY of CUMBERLAND
E. Newton Smith Public Health Center.
ENVIRONMENTAL HEALTH 1)"ION
Phone [phone] Fax [phone] .
OUR ENVIRONM,EN'T - A WAY OF LIFE
f a c s i m e
TRANSMITTAL
To: L` o�i,� ha 1 Fax #) 7 i 5 = 3a $
From:
Imo: GrgMn pyee1C EleYri 6`C10O1
Date:�zGa99 Time: A: 3 10 Pages a-
lncluding this Zover sheet
COUNTS:
227 Fountainizead Lane • Fayettevifle, North Carolina 28301 • Phone [phone] Fax [phone]

COUNTY of CUMBERLAND
E. Newton Smith Public Health Center
Memorandum
To: R. N. Godshall, On -Site Waste Water Engineers
,r
From: ' Danny Soles, & S., Supervisor 'a 5
(pia -Site Waste Water Cumberland County
Date: March 26, 1999
RE: Gray, Creek EleMentary School So& ]evievv
David McCloy, Robert Bennett, Daniel Ortiz, Carton Mercer and engineer Michael Koonce and I
visited the staked proposed drain fill area on Monday, March 22, 1999.
Soil borings were made in the middle of the proper pour nitrifica on fields, soft borings were also
made in the middle of the four repair areas. Two (2) borings were 126 pnches, one (1) to 102
inches and the other five (5) borings to 60 inches. Measurements of the- four (4) staked
nitrification fields concurred with the plans. The LTAR within three feet of the ground surface
ranged from 0.45 gpd/W to 0.3 gpolft2 . The rate of 0.3 gpd/R2 used by Hobbs Upchurch and
Associates 1s within, this range and should be okay, Sol, profile descriptions we simdar to Steven
M, Prices' of Sod, & Environmental Consultants, Ine. presented in his March. 19,1999 report:
DS/dm
r�'� 7
• 227 Fountainhead Lane • Fayetteville, Nor

Mar 29 99 05:45p Thomas K. Goodwin,, P. E P• 1
1qjHobbs, Upchurch
& Associates, P.A.
Consulting. EnZineers
4917WatersEdge Drive, Suite FACSIMILE','
Raleigh, North Carolina 27606
[phone] FAX [phone]
TO: C �( OG j} 5 N�LI - FAX NUMBER: (Cl I q)
FM: �� NO. OF PAGES:, (including cover)
RO, iM l l `T
Hobbs, Upchurch & Associates, PA -
DATE: 317 HUA PROJECT #. C
RE: c-v av--
.MESSAGE:
rye R3E YJ_-MouE bcx"5 991b 3685 c.im A''� c "r
f.•lhua jomuhuasheetVaz-origiw doc

Mar 29 99 05:45p Thomas' K•.-Goodwl_n, I' L. aia- dog-.fbIZ)
GoJids_ .
Sub !Nble.
m.ersi
Se, W ale
�.
2-I P m PS
4 5
.2 7
MATERIALS OF CONSTRUCTION PERFORMANCE RATINGS.(Ganons Per Minute),
WS1512D WS20120
wsaoD ws5o32D
stsImard optti� wsts3<D WS2034D
Na Part flame Series Ro. I. tMS1534D ' WS2034D WS30340 yYS503401
1 Impeller, Non -Clog 1001 11�' HP► 1'k 2 3 5
2' Castings 1001 RPM► 1750
3 Shatt-Keyed 3W Series S.S. 1G 290 340 390 440
4 Fasteners 300 series S.S. 15 eg 305 310 425
5 Ball Bearings, Sfeel 20 , 210 270 330 405
6 Power Cable STI 15 feet Additional.Lengths;, 25 160 • .225 300' 380 ..,
7 0-Ring 9una-N. 30 100 175 260 355 '
8 Seal Sensor Sim, 15 Feet Additional Lengths 125 325
3 220 . .
NedlaMal 66 160
9 Saels. k SoNce BatatY Stwonry ElaA*- Parts r 100 2E5'`
45
STD. 10K21. General - Carbon Ceramic Buna-N 300Series 40 1910
S.S.5l1 140
OPT. 101C22` eavy Duty Mgsten Tungsten 55
Makrial Cade Engineering Swdud 60 S. 80
1001 Cast Iron - ASTM A48 Class 20. 2465
.
1102 Bronze — ASTN 8584
MODELS DIMENSIONS ,
Solids M1x
Series aP Voila Phase aPiA Amp = Rot0on
WS151?D 1'/: 230 11.7 ig2- . '
WM12B ._ 2 , 230 15.0 196'
W51532D 11h 2D81230 10.0 190 -
to.o 194 27" 12"
ws2o32D z : 2os+2ao W.150 PSI'
W83M 3 . M81230 5750 120 200 ANSI Flange
3 17.Q ; 205
W550320 .5 2081230 9'/2"
WS15340 1'/e 460 5.0 - , 190 151/2"
NfS0340 2. 460- 510 194 61/e"
WS20M3 460 60 200 r =++ Kickback
wssalaD 5 460
es 2D5 ' 3'/,'.
I Avalable Certifications:
CP Canadlan Standards Association.
Pennsylvania Bureau of Mines for non -face applications — 80TE 91.
'PRINTED IN U.S.A
Se4E1=A FALLS NEW ` CpK f3148 SPECIFICATIONS ARE SUBJECT TO CHANGE WITHOUT NOTICE

Mar 29 99 05: 4Gp Thomas K.-Goodwin, P. E 919-E154-"lE115 p. e
Submersnbie
Sewage PUMP MODEL 3888. ,
SIZE 3 SOLIDS
METERS FEET
20
15
Q
W
U_
z 10
�.1
H
0
H
5
"0 50 100 150 _ 200 25u JW
0 12.5 25.0 37.5 50.0 62.5 75.0 87.5 100.0 W/h' .
CAPACITY
(D GOULDS PUMPS. INC
bra FANS nFw YQfK O148

I n'omas r: v000win, r.
uiume�
Y�*i,.
v s I LIE
Loll
ihree:Phase:'1'1/x 5 HP,-208-23d'+. Tung sten.carbide vs. tungsten
APPLICATIONS. or 460 Volt, fi0',Hz,1750 RPM. carbide 'lower seal available.
Overload Protection must be Seai Sen'sor Prober Located in an
Used in a variety.of residential, Provided In Starter Unit. oil filled chamber. If water should:
commercial and industrial • Class B Ensulation:: begin .to leak past lower seal, d will
applications such as: • Shaft 300 Series Stainless Steel be 6ptio i Lela tr6n,insen sensing
unit.,
to
a. Sewa e s stems ar optional-electronicaensing unit
9 Y Keyed Design. '- Shalt: 300.rlesstainless steel, ,
e Flood and pollution control, -Bearings. Ball Bearings Upper
is Dewatering and'Lower.. keyed design.
:Farms ' . Motor: FuUy.Subrnerged in Oil
.pow&Cord:15 Feet Standard Filled Chamber. High grade -turbine
4. Hospitals 1' Phase --14/3 STO
.'Trailer courts oil su . nos motor for more efficient .
3 Phase - 1.4/4 STO heat dissipation, permanent lubnca
0 Motels Optional Length_ s Availablee. Gon': of bearings and mechanical seal ,
• Sensor Cord:,15 Feet Standard.. for complete protection against
T6l2 SJTO_ outside.environment
SPECIFICATIONS - " Optional Lengths Available. Designed for Cnptinuous,Opera
nufacturer's recommended
Put>rtp. On CSA Ilste Motlels, 20' length Uon: Pimp'ratings are_within the
' Solids Handling Capabilities: SJTW and_STW ace standard: rt�btor ma
worki g mits and can be operated.
3��-Maximum. contin' 'sly without damage.
• Discharge Size:3"•Flanged._ : I=EATURES Be"rigs: Upper.:and lower heavy
a Capacities: up to 440 GPM " duty ball bearings construction for
• Total Heads: up to-65 ft. TDH -'Impeller: Cast iron, two vane semi -,..precision positioning,of parts and to
e Mechanical Seals: Carbon open; non -clog with pump -out vanes carry thrust loads
Rotary/Ceramlc Stationary for rr►echanical,seal,protection, Bal'= power Cable: Severe duty rated,
300 Series'StainlessSteel Metal: "t anced for smooth.operation. Bronze oil and water resistent Epoxy seal ,
Parts BUNA-N Elastomers. impeller available as.an option:' on mctor-end provides secondary'-
s 'Temperature: 160°'F (71-G) Casing Heavy duty cast iron, moisture barrier in
of outer,
f y acke damage and to prevent oil
Maximum. volute type or maximum efficiency:, i
'Fasteners: 300 Series Stainless 3" flanged coritc . to 150 PSI ANSI wicking
Steel. standard. Adaptable for slide rail. O-Ring: Assures positive sealing
• Capable of Running Pry without : system• contaminants and oil leakag
against e•
Damage to Components. Dual Mechanical Seals: Ceramic
Molar: vs carbon sealing faces: stainless .
steel metal pdrts;`BUNA N elasto'
•"Single Phase: 11/2-2 HP, 230 Volt, mers: Upper and lower`tandem. .
60 Hz, 1750 RPM. mounted shaft seals,are posltioned ;
Built-in Overload with Automatic independently. and are separated by
Reset an oil -filled chamber: Optional
Permanent. Split Capacitor Type.. eve duty: 1sss
®jags SnA1r Pumos. Ina

Mai'- 29 99 04:50p Thomas K. Goodwin, P.E 919-854-.7815 p.1
Hobbs; Upchurch
& Asso . ates P.A1qj ,
ConsultinjZ pnkineeri
FACSIMILE 4917 Waters Edge Driv
e, Suite 110
Raleigh, North Carolina 27606
P19) 854-0233 FAX [phone]
TO: JDor GooSll .t. FAX NUMBER:
15-32�3 27
�i~l� - ON S1'� 1Nftb�iNg�� SE�37�}
FROM: Hobbs; Upchurch &AssocNO- OF PAGES: 10 (including cover)
- iates, P.A. _
DATE: 3 129 9 9 HUA PROJECT # Cu 9 $oZ
RE: Gi, M5
A*Vt "11t4Rfjglt'tRt C qEKMr-r
MESSAGE:
G Vln E h tht.4 (1= yoe., N�e'� X j LNG FL*
YIA
CC% '7lM {GtNt.l - (ho co. �cHopL f 9{a �78 ' } 233 0
.f.'Vtua form%huasheersyax-originvl.doc

.Mar 29 99 04:50p Thomas K. Goodwin, P.E 919-854-7815
p.2
Mar 29 99 09:45a Thomas K. Goodwin, P.E 919-054-7015 p_2
' GMMs ctua:x �naorm�K i�atook
Ptoicct tilt
_�w+►6 C "
County
DEHNF.-OSWS LARGE SUBSURFACE WASTEWATER SYSTEM
. REVIEW TRANSMITTAL CHECK -LIST
I, SYSTEM WASTEWATER DESIGN FLOW CONFIRMATION'S
Not
Rate Ap IdW
A. Aolica lob infoangfion
16 ❑ Application for Improvement Permit has'been submitted,to LHD (four copies attached)
(2a)**
L� ❑ . Property has bten shown an plat or boundary survey, and PIN number and' locator.map
have been provided
M ❑ Name, address, phone, Fax. E-Mai! Numbers for owner, agent, cngix=r, soils
consultant are attached
d la Project proposed is described, including whether new, repair, expansion, replacement,
modification of existing, or combination
0 D Water supplies (existing and proposed) and surface waters have been described and
locations shown
d ❑ Facilities are described and located (existing and proposed) which are to be served by .
proposed system, including occupancy ind projected use patterns
Ed, Q List provided of all wastewater sources and water use fixtures (points of wastewater .
entry into system)
a 13 Projected wastewater characteristics (e.g. including wastewater quality data for any non -
domestic sources) and flow patterns are described
d a Wastewater system components are described and located (existing and proposed)
❑ U Proposed phasing schedule for facilities and system components is provided.
Ef ❑ Documeutation provided to LHD indicating wastewater system and facility are under
ownership or control of person owning the facility or that an owners association and tri-
party agreemeat shall be provided
13. Design Flow Information (3)**
d 0 Proposed design flow attached for siting each system compdnent (e.g. pretreatment units,
and drainfelds) and phase of development
Cal ❑ Basis, including calculations, for determining design flows provided by Applicant's,
engineer
0 O If flow reduction proposed,, the conditions of Rule .1949(c) have been met
If reduction proposed is based on flow data:
Pf r] Comparable facility has been fnlly.described, including comparative occupancy, hours
of operation, location, size, floor plans, water use fixtures and water use practices.
For food service facility, documantation on comparable dining area site and use of
muld• vs. single -service utensils end plates have been provided.
1-1

Mar 29 99 04:51p
Mar 29 99 09:4.Sa
p.3
P.
,Dane Na
Applira�u _
i
0 flow-meter(s) locadon(s) has been specified and measurement units Jhave been field
confirmed, with documentation attached.
16 © Flow -data provided include at least 12 previous consecutive monthly consumption
readings and 30 days of consecutive daily now readings from an average or above
average month.
la Occupancy data has also been collected at least tturing this 30 day period.
C O If wastewater includes food service or other non -domestic sources, at least two
effluent samples during hours of operation have been -taken from a comparable facility.
For food service, samples have been analyzed for BOD or COD, total suspended
solids and grease + oil.
[� p pretreatment measures have been proposed to off --set any high strength characteristics
of the wastewater from the proposed facility, (description attached).
If reduction proposed is based-da Using water -conserving fixtures:
d 13 Manufacturer's cut.sheets are attacheii' for proposed plumbing fixtures, including
water Consumption per use.
i ❑ Provisions are described for wastewater minimization &ud for diverting extraneous wafers
from the wastewater system (eg: cooling system condensate discharges)
O If reduction is based on flow equalization; anticipated flow pattern, basis for sizing
dosing tank and drainfields, and method of equalizing�,flows are fully described.
Thomas K. Goodwin, P.E
Thomas R. Goodwin, P. E
919-8.54-7815.
919-854-?B15' •
C. Concurling Aignatu , that the applicant has, M the best of his/her abilities and belief,
provided complete and factual representations of the information requested above:
Applicant or Applicant's Agent Date _
1
D. Health _ DepaMe 's Coacurreacs thar Application has been_ submitted, requested
information appears complete and State 'review is requested-
Local Health Ddpermfent Environmental• Health Specialist Date
Note to all interested ':persons. This transmittal check list and necessary accompanying
information shall be submitted with a request for design flow coafumadon'to the On -Site. Wastewater'
Section, Division of Envi=oamo tal Health, PO Box 29594, Raleigh, NC 27626-0594 (Phone: 919-733-
2895).
�« Numbers in parentheses.( ) refer to corresponding item in document entitled "Procedures and
Information Required for Apptoval of Loge Subsurface Wastewater Systmaos", which contains complete
information on the large system review_ and approval process and may be obtained from the On -Site
Wastewater Section
1-2

.Mar 29 99 04:51p Thomas K. Goodwin, P.E 919-854-7815 p.4
Mar 29 99 09:4)3a Thous K. Goodwin, P.E 919-054-7815
P. • 4
G1zAts Ct<FEK ( ftmyt. y sCttowl�
Nut Tide
CAMA66PA-oo
County
DEHNR-OSWS LARGE SUBSURFACE WASTEWATER SYSTEM
REVIEW TRANSMITTAL CHECK -LIST
II. SrM PLAN AND 'LAYOUT APPROVAL
Na
Lome �pptinals
A. ApWication informatio (W needcd if previously provided)
❑ d Application for hnproveme& Permit has been submitted to L ND (4,copies attached)(2a)"
❑ 91 Property has bem shown oa plat ar boundary survey, and• PIN number aid locator map have,
been provided
❑ Q Natae, address, phone, Fax, E-Mail Numbers for owner, agent, engineer, soils consultant
are attached
O C-t Project proposed is described, including whether new, repair. expansion, replacement,
modification of existing, or.combination
❑ Gr Water supplies (existing and proposed) and surface waters have been described and locations
shown
Q ® Facilities are described and located (enuft and proposed) which are ''to be served by
proposed system, _ including occupancy and projected use patterns
❑ Cd List provided of all wastewater sources and water use fixtures (pdints of wastewater entry
into System)
C7 d Projected. wastewater characteristics (e.g. including wastewater quality data, for any Aon-
domestic sources) stud now patterns are. described
0 0 'Qastewater system components are described and Iodated (existing and proposed)
O d Documentation provided to, LHD indicating wastewater system and facility are under
ownership or control of person owning the facility or thar an owners association and tri-
party, agre=ent shaft be provided
$, �7��n'Flaw Confirmation (�)M�
Documentation'provided that:
l O Proposed design flow has been confirmed by the L D based on Rifle .1949(a) or Table
1 of Rule .1949(b).
Ef l7 OSWS dos previously concurrod with proposed design flow
Q ❑ DSWS coarmnation of proposed design flow is being concurrently sought
►.

Mar 29 99 04:51p
Mar 29 99 09:48a
Thomas K. Goodwin, P. E
Thomas K. Goodwin, P.E
919-854-1815 p.5
919-854-7815 p-5
C, .his ine_System ComQorignt Evaluation (4)**
boa Ayplimbta
❑ d Existing system'compouents initially proposed to remain in use have been.properly
1 identified, inspected by applicant's consultants and UM and innspection repots are attached
17 © Existing component dimensions, capacities, adequacy/suitability for proposed continued use,
and coded repairslmodifiLations to be incorporated 'taco system design have been
determined and documentation provided
D. 5oi11Sttc Evaluation
T� O SoMite evaluation report by applicant's soil scientist provided (4 copies) (5b)**: -
U Includes soil profile descriptions for pits and borings field located by gridding and .
staking-st St? -foot intervals, taken at pre -approved intervals
d C] Delineates sites whicb an suitable,.provisiomlly suitable or unsuitable for different types
of wastewater systems in maimerwhich enables their field location
d O Recommends LIAR for proposed system(s), with justification'
Gd O Includes recommendations for drainfield design and site modifications (maximum trench
depth, fall depth, drainage needs, etc.).
O Includes soil chemical data (pH; CEC, percent base saturation, etc.) when site is,to
receive wastewater from nondomestic sources, and background metal and cation levels
(sodium, potassium, calcium and magnesium) when the wastewater is expected to contain
concentrations greater than domestic -wastewater
T� p Includes site -specific documentation in accordance with Rule .I948(d) when site
proposed `to be used originally is classified unsuitable
1f O Soil/Site evaluation report by Local Health Department provided (4 copies) (5c)**:
1� 0 Includes verification of consultant's evaluation and compliance with rules
D Includes results of itxkependent check borings/pits,, including their locations
<� O Topographic map provided prepared by Registered Land Surveyor(4 copies to OSWS-
Central office, 2 copies to LHD) (6)"*:
d0 Includes site(s) for all proposed drainfields and repair areas, with at least two foot
contour intervals or spot elevations at 50 foot grid intervals for level sites.
t� O Alternately proposed lateral lines for initial and repair system have been field -located,
flagged and surveyed is on site plan.
l� D Includes relative elevations along property. Iines and as needed to evaluate hydraulic
gradient .betweca field sites and adjacent property lines
❑ U� A,ltemately these relative elevations are shown on site -plan
2( o Site -specific Wbrmation on site loading capacity and assessment of groundwater impact
provided (4 copies) (7)"':
2( O Includes field data sufficient to show compliance with performance requirements of Rule
.1946(4)
Et ❑ Substantiation for proposed LTAR provided
l3 © Assessment of projected compliance with groundwater standards and justification
provided
11-2

Mar 29 99 04:52p
Mer 29 99 O9:40a
Thgmas K. G'oodwin, P.E
Thomas K. Goddwin, P.E
919-854-7815
9t9-854-?8t5 F'-g
Nor
�! 0 Revised Site -plan and system layout provided by Engineer and Registered.I.aud Surveyor
(4 copies to OSWS-Central Office, x copies to LHD) (S)":
C�J ❑ Shows all corners of property and property lines potentially influencing design
tf D Sizows all known wells/wafer supply sources (txisting and proposed) within property or
within 500 feet of any proposed drainfield(s) and repair area(s) and within 100 fat of all
other system components
C4 l7 Shows known or proposed water lines within property and within 10 feet, of any projected
system component
L'� ❑ Shows surface -waters with; their water quality classifications
!� 0 Shows locations of any existing and proposed wastewater system, components,
d.rainftelds/repair areas
1� El Shows existing and proposed structures, roads, dmimga features, and any known
underground utilities ar utility' rights -of -way
0, 0 Delineates designated wetlands and elevations of 10-year and 100-year flood zones in
vicinity of any system component
d O Shows existing or proposed sediment control and storm water management system
components
I 17 Shows proposed location and layout field -verified by.LHD of new draWfield(s) and
repair field(s),- and proposed alterations to field topography
❑ C� Legal documents for systems to -be under joint or multiple ownership:or control are
,yti6tChed, including easements; association documents, draft tri-party agreements, etc. (2
copies to OSWS-Central 0ffice, 2 copies to LHD)
E. Co.,ugItting t� , that the applicant has, to the best of his/her abilides and belief,
provided complete and factural representations of the information requested above:
Applicant or Applicant's Agent Date
r
F. approval that Application for improvement permit has been
submi , requested information appears •complete and State review is requested:
z r
s� .ems � - � 4 �
Local Health Depirtnidnt, Environmental Health Specialist Date
• Note t0 all interested persons. This transmittal check list and accessary accompanying
information shall be submitted with a request for site plan and layout approval (prior. to Improvement
Permit issuance by the Local Health Deparutent) to the On -Site Wastewater Section, Division of
Envirotunental Health, PO Box 29594, Raleigb, NC 27626-0504 (Phone: [phone]).
Numbers in parentheses {) refer: to Corresponding item is document entitled "Procedure and
Information Required for Approval of Large Subsurface Wastewater Systems", whicb contains complete
information osi,the Large System Review and approval process and may be obtained from the On -Site
Wastewater Section
II-3
p.. G

Mar 29 99 04:52p Thomas K. Goodwin, P.E 919-854-7815 p.7
Mar 29 99 09:46a Thomas K. Goodwin P.E 918-854-7815 P.?
GWMf �!� �trtt�rt�IM1
Project Title
CkM
Cauuty. •
DEHNlR: 0SWS LARGE SUBSURFACE WASTEWATER SYSTEM
REVIEW TRANSMITTAL CHECK -LIST
III. SYSTEM ENGINEERING DESIGN REVIEW/APPROVAL*
Na
Dom AppUftbla
A. ApWication infQ mation (= needed if previously .provided)
❑ M Application for ImgroveeoW' Pern[it has•been'subnutted to'LHD (4 copies attached)(2a)**
E3 9 Property has been shown on plat or boundary survey, and PIN mimber and locator map have
been provided }
❑ m Name; -address, phone, Fax, $-Mail Numbers for owner, agent, eogj =r, soils codsultant
are attached
❑ D Project -proposed is described, including whether new; repair, expansion, replacement,
modification -of existing. or combination
D d Water supplies (existing and purposed) and surface waters have been descnbed and locations
shown
❑ m Facilities are described and, located (existing and proposed) which ace to be served -by
proposed systcm, including *=pmy. and projected use patterns
El d list provided of all wastewater soarems and water use fixtures. (poi is of wastewater entry
into system).
❑ 16 Projected'wastewater characteristics (e.g. including wastewater duality, data for any non -
domestic sourers) and flow patterns are described
© It Wastewater system components am described and located (existing and proposed)
0 I:�J Documentation provided to, LHD indicating wastewater system and , facility are under
ownership or control of person owninj the facility or that an owners association and tri-
pam agrocment shall be provided
B. Site Plan and I aTvout AVgi ► lliJmproveme Permit Issuage
Documentation provided that:
❑ 0 Proposed site plan and layout have been previously approved by the OSWS
O ❑ An Improvement Permit has been Issued by the LHD (3 copies attached)
at ❑ OSWS approval of proposed site plan atul layout is being concurrently sought
l( Q C. Prededgn coAmorr was held (11)016
L
❑ ❑ Pr►:design conference was waived by aIt parties
FA

Mar 29 99- 04:52p
Mar 29 99 09:47a
Th,c-7s K. Goodwin, P. E 919 854-7815
Thomas K. Goodwin, P.E 919-894-7015 P,8
Ha
Due Applicable ('
C� ❑ p. Pnginrttinplans and specificallons and supporting cal_ eulatlga, are sLbmiaed herein
/ (3 copies to OSWS-Central Office, 2 copies to LHD) (12)**:
p ❑ The North Carolina Professional Engineer's seal appears on all plan sheets and the first
page of specifications and'calculadons
❑ , The design is in accordance with applicable rules, guidelines and recognized principles
and practices of engineering and public health
16 ❑ The design incorporates and is found by the UM to -be consistent with approved site
plan and layout: and She improvement permit (if issued)
G� ❑ Facility description and details (floor plans) are provided to confirm compatibility with
previously submitted information (1 copy to OSWS-Ccatral Office, 1 copy to LHD).
�. i r �t'gp, g�nGratl„�v inctud�he`foltowinya (13)a*; ,
R( ❑ Description of all materials and equipment to be used, with attached mamfacturer's cut
sheets, pump curves, etc. 1. -
lr
❑
Project -specific construction methods, installation, testing and start-up procedures .
❑
Means of assuring quality and integrity.of fWshcd product
Li
C3
Specific operation and maintenance procedures, including:
lr
❑
Requirements for system operation.
Er
0
Inspection process and performance monitoring schedules-
er
0
Provisions for maintaining mechanical components and dtainfield vegetative cover .
Q
Q
Reporting requirements
*
❑
Provisions for residuals management.
*
L'
Abandonment procedures for existing system components that are no longer required.
F.
Plaits and sMifcatigW ifQr s=ific syste eompone rs inelude.(14)**:
Cotlection systems and force mains (14a)*•
Q tff*"
Plan diaw'tngs showing locations of manholes and cleanouts
❑ G'
Frofile drawings provided when the collection system. is a 6-inch, or larger gravity sewer
serving two or more buildings or contains two or more manholes, or when it is a
pressure sewer system.
E3 Pf
Pipe invert and ground surface. elevations are shown on plan drawings for all
cleanouts/manholes
El
Force waius are shown in Profile as required when their length exceeds S©D feet, or
when their grade is not `continuous.
9( 17
Force main inverts are shown at their beginning and end, and depths of waver
❑
proximity indicated to utilities. wells. water lines, storms drains, surface waters,
structures, roads, and other trafficked areas
9( C1
Detail drawings are provided, as appropriate, of service connections, manholes,
cleatiouts, valves, other appurtenances, aerial crossings, and crossings of roads, water
lines, storm drains. streams or ditches
l( ❑
Specifications include alignmem, deflection and inffiltration/extiltration testing procedures
and pass/fail criteria
M-2
P-$

Mar 29 99 04:52p Thomas K. Goodwin., P.E` 919-854-7815. +"A.9
Mar 29 99 0 9:47n Thomas K. Goodwin, P.E 919-854-7815
Na
Does Applit W'
[� D Tanks located accessible to pumpers and maintenance vehicles with all setbacks shown
inverts, top and ground) .
U{ p Flans show tank dimensions and relevant elevations (bottom, floor, inlet and outlet I
❑ Plant"show outer .pertinent elevations in pump Tanks (i.e., float activation levels) or
siphon tanks (i.e.; siphoh-trip and alarm elevations) ,
C� D Access riser, manhole, chamber interconnection and sanitary we details
[� p Complete construction'detads are provided for built -in -place tanks, including dimensions,
reinforcement details and calculations, and Construction methods.
19 Q State -approval precast tanks arc specified as to manufacturer, nominal capacity, whether
or not tite tank is rated .for traffic loading and State approval number (i.e., the PT-
riumber for pump tanks, and the STD -number for septic tanks)
1 ri For grease traps, design and construction specifications are provided in accordance with
Itule .1955(k)
L►1! O Installation (e.g.: bedding, method .of sealing tank and riser, pipe connections, surface
water, diversion) and water tightness testing procedures are provided with pass/fail `
criteria
❑ ,Anti -floatation (buoyancy) calculations and provisions have been provided
e� ❑ Plans show pumps, discharge piping, and all related appurtenances
q( C] Calculations provided for system total dynamic head, pump is -specified, pump curve(s)
;provided, and expected operating eondiCloni specified .
t� 17 Plans show accessible pumpjemoval system and accessible float support system, float
s*iwhes and float settings
O� C3 Plans show control panel over high water alarnn location and electrical cotulectioa details
l 0 Control panellhigh water alarm components specified
E� D Description of float sequencing, control panel function under naratal and abnormal
conditions, and appropriate settings
JE( ❑ Emergency storage capacity calculations and provisions for stand-by power have been
provided when required ,
p provisions for lighting, wash -down water -supply with back siphonage protection, and
protective fencing,, detailed as needed
Ground absorption fields (14d)""
12( O Final layout, existing and finished ground elevations are shown on the plans
Ce ❑ All lines have been re -staked in the ficld.as needed to verify layout, relative elevations
and distribution system design
t� O Trencb and lateral distribution system plan and profile details and invert clevations for
each lateral are shown on the plans
B/ ❑ MaWold and. supply line and interconnection details end invert elevations are shown on
the plans '
M4
LI
0

-Mar 29 99 04:53p Thomas K. Goodwin, P.E 919-854-7815
Mar 29 99 09:49a Thomas K. Goodwin, •P.E 919-854-7815 p.t0
t+a
Lea Arpu—
d L3 Flow distribution device design, CDustruction detail, louiion, and invert elevations are
shown on the pleas
a Drainage system locations, discharge points and design details are shown on the plans
Ci Sits preparation proeedwros have been specified
ranstruetiou phasing and phased system testing loss been specified
d ❑ Final landscaping provisions have been Specified, including compliance with erosion
�:ontrol requirements,
D L� OSWS-
G. Separate Guidelines and traiumittai Checklst aned beeneatrnent systeobtairr mA from st(e. .: sand
Central office. and have been followed fa P 8
or
.filters, tertiary wastewater treatment plants),.pressure sewersystems{eg: STEPn
Grinder Pump Systems), and industrial process wastewater sysmms, . and relevant
information is attached (14e**).
p d H, other ,requirements or 'guidelines have been, followed as appcopriatG, with references
attached (14f)".
1 l"onc SigAB , that the Apglieant'has, to the best of hisfher abilities and belicf, provided
complete and factual representations of the information requested above:
Applicant or Applicaues Design Engineer Date
. .
J.
that Application for Authorization to Constrict has been
submitbA, requested information app= complete and state reviewlapprovaI -is requested:
19
Local viealth epartment Environmental Health Specialist Dane .
Note to all iroterested Persons. This traosmiaa! check list and necessary accompanying
information shall be submitwith a request for engineering design, review/approval to the On -Site
ted
Plastewater Section, Division of Environmental Health..Pd Box 29594, Raleigh, NC 27626-0594
(Phone: [phone]). l
+rt Numbers in parentheses () refer to corresponding item in document entitled "Procedures and
Intofmation iteq eked for Approval of age Subs' f= Wastewater Systa:ms" , wbich contains complete
information on the large system review and approval process and may be obtained firom the On -Site
Wamwater Section
MA

nig--e - EFVIRO)DEiii'bI. ►McIILFf 1"
�_J
70 .G ;x
.0311 CAPE FELR RIM BASIN
Classification
Name of Stream
Description
Class
Date
Index No.
Locks Creek (near Vander)
From source to Cape Fear River
C
9/1/74
18-32
Cedar (reek
From source to Cape Fear River
C
4/1/59
18-33
Big 111igator Swap
From source to Cape Fear River
C
9/l/74
18-34
(bl.ligator Creek)
1sw4Y`eek`(Rw{twy) i F;m source toiA C iiwp�8T y B"~s.
4/l/59
18-35-(1)
rgooa,•..Rainbov Paid)"• ,
.
Grays Creels
From A. C. Hwy. 87 to Cape Fear River
C
9/1/74
18-35-(2)
*Hairs Kill Creek
From source to Cape Fear River
C
9/>/74
18-36
Willi C Creek
Fran source to Cape Fear River
C
9/l/74
18-37
Swans -Creek
From source to Willis Creek
C
9/l/74
18-37-1
�L'oBrnnc�b (!S b i11 x �;Fies �soace to Sti�s�Creea � �, `,,,G
g/1; 7e
1g :�-1-_
Ponca)
Kirks Kill Creek
From source to Willis Creek
C
9/1/74
16-37-2
Unnamed Tributary at
Fr® source to dam at HcGougans Lake
B
4/l/59
18-37-3-(1)
Willis Creek Church
(McGaugans Lake)
Unnamed Tributary at
From dam at Mc augans Lake to Willis
C
9/l/74
18-37-3-(2)
Willis Creek Church
Creek
Georgia Branch (Prospect
From source to Cape Fear River
C
9/1/74
18-38
Hall Creek)
Mines Creek (Pages Lake)
From source to dam at Pages Lake
B
4/l/59
18-38-1-(1)
Mines Creek
From dam at Pages Lake to Georgia
C
9/1/74
18-38-1-(2)
Branch
Tarheel Creek
From source to Cape Fear River
C
4/l/59
18-39
Phillips Creek (Bakers
From source to Cape Fear River
C
4/1/59
18-40
Lake)
Black Swamp
From source to Cape Fear River
C
4/l/59
18-41
Harrisons Creek (Little
From source to Cape Fear River
C
7/1/73
18-42
Llli.gator Swaup)
Indian Creek (Jessups
From source to Harrison Creek
C
9/l/74
18-42-1
Pond)
Bakers Creek
Fran source to Cape Fear River
C
4/1/59
18-43
B66111 Creek
From source to Bakers Creek
C
4/l/59
18-43-1
Ellis Creek
Fran source to Cape Fear River
C
7/1/73
18-44
Suggs !Sill Pand
Entire pond and connecting streams to
C
4/l/59
18-44-1
Lake Rim (Lake Drain)
Ellis Creek
From Little Singletary Lake to Ellis
C
9/1/74
18-44-2
Creek
Little Singletary Lake
From source to Lake Run
C
4/l/59
18-44-2-1
McCall Smw
From source to Ellis Creek
C
9/1/74
18-44-3
Salters Lake
Entire lake and connecting stream to
C
4/l/59
18-44-4
Browns Creek (Cross Pond)
Ellis Creek
From source to Cape Fear River
C
7/1/73
18-45
Baldwin Branch
From source to Browns Creek
C
9/l/74
18-45-1
Davis Branch
From source to Baldwin Branch
C
9/l/74
18-45-1-1
TUrnbill Creek
From source to Cape Fear River
C
4/1/59
18-46
Little Turnbull Creek
From source to Turnbull Creek
C
4/l/59
18-46-1
Briary Stream
From source to Turnbull Creek
C
RECEIVED
Z1
MAR 18 1999
DEHNRIDEH
On-sfte WaStew,- .r Snrtinn

n
i
0
m
0
,Y
a
i�
it ti � by
41 \\ N 11
234----=--s ' '
s
10
ELEVATION REFERENCE MARKS
REFERENCE ELEVATION
MARK IFT, NOVDI DESCRIPTION OF LOCATION
FIM CUM• 65 83.29 Standard disk atemped "CUM 86. 1'974". From intersection of

I:d
U
U)
Q
2
cc
2
U
a ZONE C
(n
o
o
LL
N .
m
0)
0)
0)
i
0
i
m.
ZONE A-- .�
ELEVATION REFERENCE MARKS
REFERENCE ELEVATION
MARK IFT. NOVD) DESCRIPTION Of LOCATION
RM CUM- 65 83.29
Standard disk stamped "CUM 65. 1974". From intersection of
State Road 2212 and State Highway.87, proceed 1.70 mile south
on State Highway 87 to a drive loading east, station near first
power pole on drive;124.4' seat -northeast of centerline of State
I
Highway 87. 2.7' south-southeast of power polo No. 491 with
I
I I
tag, 18.8' south-southeast of centerline Dirt Drive.
RMCUM. so 78.46
Standard disk mampod "CUM-60,1974". Station isetsouth in-
tersection of State Road 2233 and State Road 2224 loop; 32.4'
I
east of conterline of State Road 2233, 92,6' south of centerline
f
of State Road 2244, 2.4' west of corner post with aluminum
reference tag.
I I RM CUM•81 74.56
Standard disk stamped "CUM 81, 1974". Station is on State
Road 2233, 3.35 mile north from State Highway 87; 1.10,mile
i
south of Stats Rosd 2224. 28.6'southeast of canterline of State
1
S.R, 2233 j
Road 2233, 14.6' northeast of centerline of dirt rood, 1.9' north-
well of fence.
RM CUM-82 00.88
Standard disk stamped "CUM-82. 1974" From intersection of
State Road 2233 endStato Highway 87. proceed oast2.2 miles
tP
on State Road 2233 to Cape Fear Baptist Church. Station at
.�
southwest corner of walkway in iron of brick annex.
' RM CUM-83 76.00
Standard disk stamped "CUM-83, 1974". From intersection of
State Road 2233 and State Highway 97, proceed east to inter-
section of State Road 2233 and State Road 223.2. 3.7' eouthesst
of telephone podes%l, 19' northeast of 36" pine with tag.

u
u
unI

r
a
)NE C .
00
(V
m
N
N
rn
cn
m
m \
0,
0
a
LL
' = ZONE B
ON
RM-•cum -80:•
ON ZONE C
ZONE C ZONE C
.+•
ZONE C
Z"0'111
ZONE C
ZONE
C Z-O,NE
0111E'b23
.I
:ZbhiE:6:.i :
ZONE
.6r=`•::-
''
•-�� ,' ...• � :ter; :`'°
1t
Z Q
.;� -, NEC

3=18-1999 10:32AM FROM HOBBS.UPCHURCH/ASSOC 910 692 2028 P.8
REFERENCE ELEVATION
MARK (FT. NOVD!
RM CUM•65 93.29
r

3-18-1999 10:28AM FROM HOBBS.UPCHURCH,/ASSOC 910 692 2028 I'•2
KEY TO MAP
500-Year Flood Boundary
100-Year Flood Boundary
—
Zone Designations"
100-Year Flood Boundary
500-Year Flood Boundary
Base Flood Elevation Line
5�3 - ••••-•�
With Elevation In Feet**
Base Flood Elevation in Feet
(EL 987)
Where Uniform Within Zone*"
Elevation Reference Mark
RM7X
Zone D Boundary
River Mlle
eM1.5
•*Referenced to the National Geodetic
Vertical Datum of 1929
*EXPLANATION OF ZONE DESIGNATIONS
ZONE
EXPLANATION
A
Areas of 100-year flood; base flood elevations and
flood hazard factors not determined.
AO
Areas of 100-year shallow flooding where depths
are between one (1) and three (3) feet; average depths
of inundation are shown, but no flood hazard factors
are determined.
AH
Areas of 100-year shallow flooding where depths
are between one (1) and three (3') feet; base flood
elevations ate shown, but no flood hazard factors
are determined.
Al-A30
Areas of 100-year flood; base flood elevations and
flood hazard factors determined.
A"
Areas of 100-year flood to be protected by flood
protection system under construction; base -flood
elevations and flood hazard factors not determined.
B
Areas between limits of the 100-year flood and SOO-
year flood; or certain areas subject to 100-year flood-
ing with average depths less than one (1) foot or where
the contributing drainage area Is less than one sQuare
mile; or areas protected by levees from the base flood.
(Medium shading)
C
Areas of minimal flooding. (No shading)
D
Areas of undetermined, but possible, flood hazards.
V
Areas of 100-year coastal flood with velocity (wave
action); base flood elevations and flood hazard factors
not determined.
V1.V30
Areas of 100-year coastal flood with velocity (wave
action); base flood elevations and flood hazard factors
determined.
NOTES TO USER
Certain areas not in the special flood hazard areas (zones A and V)
rrsay be protected by flood control structures.
This map Is for flood Insurance purposes only; it does not neces-
sarily show all areas subject to flooding in the community or
all planlmetric features outside special flood hazard areas.
For adjoining map panels, see separately printed Index To Map
Panels.
INITIAL IDENTIFICATION:
DECEMBER 13. 197a
FLOOD HAZARD BOUNDARY MAP REVISIONS:
JULY 28. 1973

RM CUA-
-- <
CREEK

3�18-1999 10:32AM
i
FROM HOBBS.UPCHURCH/ASSOC 910 692 2028
W.
9.
•1. Y f•;fi 'ti...l ..
•\A
i i 1t
S.R. 2234 L---J L
2245
s
y ZONE C
eta
sc,"Got-
St,
SR%
ELEVAT
REFERENCE ELEVATION
MARK (FT. (FT. NOVD

T°pCUINe� �✓
9
COUNTY of CUMBERLAND
E. Newton Smith Public Health Center
Memorandum
To: R. N. Godshall, On -Site Waste Water Engineers
From Danny Soles, R. S., Supervisor 0 P 5
On -Site Waste Water Cumberland County
Date: March 26, 1999
RE: Grays Creek Elementary School Soils Review
David McCloy, Robert Bennett, Daniel Ortiz, Carlon Mercer and engineer Michael Koonce and I
visited the staked proposed drain fill area on Monday, March 22, 1999.
Soil borings were made in the middle of the proper pour nitrification fields, soil borings were also
made in the middle of the four repair areas. Two (2) borings were 126 inches, one (1) to 102
inches and the other five (5) borings to 60, inches. Measurements of the four (4) staked
nitrification fields concurred with the plans. The LTAR within three feet of the ground surface
ranged from 0.45 gpd/ft2 to 0.3 gpd/ft2 . The rate of 0.3 gpd/ft2 used by Hobbs Upchurch and
Associates is within this range and should be okay. Soil profile descriptions are similar to Steven
M. Prices' of Soil & Environmental Consultants, Inc. presented in his March 19,1999 report.
DS/dm
RECEIVED
MAR q 1. 1999
DEHNR!DEH
On-s to Wastewater Section
r 227 Fountainhead Lane o Fayetteville, North Carolina 28301 • Phone [phone] Fax [phone]
0

State of North Carolina
Department of Environment
and Natural Resources
Division of Environmental Health
James B: Hunt, Jr., Governor
Wayne McDevitt, Secretary
Linda C. Sewall, Director
Memorandum
To: R.N. Godshall, OSWW Engineer
MIA
NCDENR.
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
From: David V. McCloy, OSWW Regional Soil Specialist (�
Date: March 22, 1999
Re: Gray's Creek Elementary School (Fayetteville, NC) soils review
Danny Soles, Robert Bennett, and Daniel Ortiz of the:Cumberland County Health
Department, two Cumberland County school officials,. and I visited the staked, proposed
drainfield area on Friday, March 19. There was a follow-up visit on Monday, March 22, by the
same individuals as well as by Michael Koonce of Hobbs, Upchurch, & Assoc.,
I made one soil boring in the middle of 'each of the four nitrification fields as well as one
soil boring' in the middle of each of the four repair areas. Two of the borings were to 126 inches,
one boring to 102 inches, and the'remaining five -borings to 60' inches.
Field measurements, of the' dimensions of the four staked nitrification fields concurred with
the plans. My assignment of the LTARs within three feet of the ground surface ranged from 0.3
to 0.45. I concur with the use of a LTAR of 0.3 by Hobbs, Upchurch, & Assoc.
I had simifiar soil profile descriptions to what Steven M. Price, Licensed Soil Scientist for
Soil & Environmental Consultants, Inc-., presented in his March 19, 1999 report. My assigned
LTARs (within three feet of the ground .surface) were approximately five percent of the y'sat
readings -of the Bt horizons (both expressed as gpd/ft2).
ON -SITE" WASTEWATER SECTION
P.O. Box 29594, Raleigh, North Carolina 2762&0594
Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

March 18,1999, 9:28 AM
INTERNAL MEMORANDUM
TO: Rachel Groff
FROM: Robin Godshall, Project Review Engineer
SUBJECT: Project Work Request
Please perform the following work tasks with respect to the attached project:
19 Prepare/Update Tracking Database Entry, including; -
® OSWS Project No.: 98-34
® Project Name: Gray's Creek Elementary School
® County: Cumberland
® Date Received: March 4, 1998
® Review Type: NPS
® Status: REV
® Review Eng.: RNG
® Facility Type: S
® System Type: N/GT ST PT, PM/C
® Design Flow: 11,400 gpd (8,550 gpd reduced)
® Applicant's name, address, phone and fax numbers from the project file
® Engineer's name, firm, address, phone and fax numbers from the project file
® Soil Scientist name,'firm, address, phone and fax numbers from the proj ect file
❑ Prepare file folder.
® Prepare/Update card file (if not already done)
® Send cc of.plans/specifications/documents with appropriate memo to:
® Regional Soil Scientist David McCloy
® Bob Cheek, Groundwater Section
® Blue, yellow and file copies are also required.
® Distribution:
N
Send original via Courier to: ® fax to: ' Local Health Department:
Lacy Williams
®
Send one copy to: ® fax to: Regional Soil Scientist
David McCloy
®
Send one copy to: ® fax to: Applicant
Tim Kinlaw
®
Send one copy to: ® fax to: Applicant's Engineer
Mike Koonce
❑
Send one copy to: ❑ fax to: Applicant's Soil Scientist
®
S nd one copy to: Groundwater Section Review Engineer:
Bob Cheek
®
One copy to file (Please two -hole punch at top and place iri right side file)
®
One copy to Doc/ Ishwar / Steven
Special
Instructions/Information:
-
Please handle the faxes manually and then please give me the fax numbers.
If you have any questions, please call me.

: ,March,18, 1999
"i :INTERNAL MEMORANDUM
TO: �Dr Dav dMcC,o
FROM _ :R.N. Godshall-� _ -...-
'5
SUBJECT: Region Soil Scientisi Review -
OSWS Project No.: 98-34
County: Cumberland
Facility Name: Gray's Creek Elementary School
Facility Type: School
System Type: Conventional
Design Flow: 11,400 gpd unreduced, 8,550 reduced
Attachedyou will find plans, specifications, and supporting information for the on -site wastewater system to .
serve the above referenced facility. ' Please review the adequacy of the soil/site evaluation work prepared by
the local health department and applicant's consultants in accordance with Rules. 1939 through .1948, and
our "New Procedures Review and Approval of Large Subsurface Wastewater System".
The Regional Groundwater Hydrologist will also most likely be asked to review this project for projected
compliance with State groundwater standards by the Groundwater Section. Please review plans/
specifications/supporting data with this person, and, to the extent practical, coordinate any field
investigations deemed appropriate.
PROJECT/SPECIFIC INSTRUCTIONS/COMMENTS:
David, as Danny Soles has probably already told you, this is one is somewhat hot. I know it's not our fault
but they've got a contractor in hold mode because they're awaiting approved plans. The county and the
applicant's soils consultant (Stephen Price,-S&EC) are anxious to get out to the site and. complete the .
evaluation requirements. There is also some pressure from the Cumberland Co. Schools and their legislator,
Senator Rand.. A rapid -turnaround on this project would help immensely.
• I'm still waiting for a copy of the final soils report from the applicant's consultant I will forward this to you as
soon as I get.a copy.
.:' Please let me know about your site.visit. Stephen Price has told me that the depth to groundwater ranges -from
-12.510 15:0 ft in the area of the drainfields: He also ran some Ksattests which�he said give a relatively°:high K
value. He assessed a range for the LIAR of 0.30 to 0.60. Additionally, the engineer used as LTAR of 0.30'for
the drainfield design requirements. •Therefore, if you and Danny confirm Stephen's work and the field -staking,
I'm.inclined,to waive the.requirements.for lateral flow and mounding analyses.-
Some minor-engmeering"issues but generally things look pretty good
Please advise in writing ASAP if you have arty site layout concerns from an engineering or lr �*aulk
perspective:_ I've got to.keep-our legislative liaison person informed
RNG/nng
cc: Project File

r
Sail :& Environmental Colisultants, Inc.
231 16th Avenue N.E. A hickory', North Carolina 28601 ° p [phone] ' 11, Fax [phone]
Facsimile Sheet
Fax Number [phone]
Date: Time Sent:
To:, Name: % cc: o Go L.r 515
Company:
of yl/P
Fax Number: •(. �6 79117' 'd 7
From `� I r Subject:r .S.
Number of pages including transmittal sheet: 1
For your cornments/approval. For your information's
Per our conversation Per your request _
Please advise Please -call
Would like to discuss '.• . Please handle
Hard .Copy Sent: -
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Remarks:
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ceived this transmission in error, please notify us immediately by telephone and return the faxed documents to us
at the above address via the United States Postal.Servicd.,
Wetland Nlineation/PermittinwMitigation Soil/Site Evaluation for On -Site Septic Systems Environmental Assessments`
Home 01gce: 244 West Millbrook Road Raleigbt. North Carolina 27609 Phone; (919) W-5900 Fax: (919)`W.9467

M�r'19 99 11:29a Thomas K. Goodwin,..P.E 911=854-7815 p.1
Hobbs, Upchurch
& Associates, P.A..
I Vj Consulting Engineers
YA'csiMILE 4917Waters EDrive, Suite 110
Raleigh, North
rth Carolina 2760606
[phone] FAX [phone]
�c•<.c:o�3ft�ttt,la5��) �cti5�'i/�y-32Z'j .
TO: '01NN1 SAS iLuM1S tM� �a. li C, , ,l�l �o) Q 3- 3bt Gj FAX NUMBER:
'JIM il.1NL W
GRM1tJNMEntprcCCu+nSEx4 Cv•scin+-I-d FROM: (kiclfJ7fj-'55ONO.OFPAGES• 13(includingcover)
=
Hobbs, .Upchurch & Associates, P.A.
DATE: 3I 1 qq HUA PROJECT #
RE: 6tm(.rLWc �N►tin�t 1 5cita>:
Sv9l. Lli�lrti;L'{'F7�ii{1C-�
MESSAGE:
�J�IV ALL"iAIL- i vVE'ICNGS :bVLNt '111-e r►ft� SV,V).9c•1;"i
f.•\hua forms\huasheei44x-originaLdoc

GJ/ 17! 1777 11. Jo oco J.:I-W r Ju
Envirronmenta.1 Consultants,
■ Hickory, North Carolina 286010 (828) 322=6700 r Fz..c [phone]
March 19. 1999
Project 4: 3575
Hobbs, Upchurch & .Associates, P.A.
Attn: Mike Coonce
P.O. Box 1737
290 S.W. Broad St.
Southern Pines, NC 28388
CHARACTERISTICS OF THE SOILS AT THE PROPOSED GRAYS
CREEK ELEMENTARY SCHOOL, SUBSURFACE SEPTIC
SYSTEM CUMBERLAND COUNTY, NORTH ,CAROLINA
Soil and Environmental Consultants Inc. (S&EC) evaluated the characteristics of the soils
.pair areas. These areas were located by Hobbs, Upchurch &
his evaluation was 'to determine the soil's suitability for on-
;ms so that this data could be used to determine site
e area required for on -site subsurface wastewater treatment
R regulations:- This evaluation was performed in accordance'
CAC 18A. 1900). This school will serve approximately 950
1 according to Hobbs, Upchurch & ,Associates will have a
gallons per day (gpd).
formed to determine suitability for an on -site wastewater
�tion was performed by making hand auger borings to
zvel.. The proposed system and repair areas were the only
ed system area runs approximately 450 feet north from the
15 feet west from the'woods line shown on the map. The
proximately 450 feet north of the southern property line -and
line shown on the attached map. The soils did not vary,
camined. The only area evaluated that was not usable for a
gas at the northern most portion of the proposed system area.
large conventional septic system due to low chroma mottles
:er table) at a depth of 40 inches. After looking at the well
ter table. This isa' more restrictive layer than the Bt horizon
kat this layer does allow water movement.
Soils in the evaluated areas are most like the Norfolk (Fine -loamy, kaalinitic, thermic,
Ty
pic Kandiudults) and Wagrami (Loamy, kaolinitic, thermic, Arenic Kaztdiudults) soil
Wetland Dclinead=/P=nittiaVMti0cn Scil/Site Evalzzdm .for Qn-Site Segue Systems Environmental Asst ==rz
-9467
Home Ica: 244 West MWbrook Road Ralmgh, North Carolina .27609 Phony (919) 84&5900 .Fmc: (91M) 846

UJ1 1 7f 1 J J, 11 • JLI
VLUJi.LV f JV -
"�'- - -
series or'taxadjuncts of these series. Typically these soils had a Bt horizon with a texture,,
of sandy, clay loam (shown as "A" on the attached map). Such soils can be permitted fo;r .
Conventional septic systems by the county with, a,loading rate of 0.3 to 0.6 gpd/ft2 on a
trench bottom area basis or for a Low Pressure Pipe system with a'loading rate of 0;15 .to
0.3 gpd/ 2 on an area basis. These loading rates are taken from 15 NCAC 1-8A.1900 :`
(Laws,and.Rules for Sanitary Sewage Collection, Treatment and Disposal) and are based
on -the most hydraulically limiting aye within three feet, for Conventional systems and,
within two feet for UP (i. e. the sandy clay loam Bt horizon in this case).
The Norfolk and Wagram soTseries are well drained soils, which, formed, in loamy ,
sediments on uplands. Organic _matter content and natural fertility' is low and shrink -swell
potential is low., These soils are medium to strongly acid.
W aJSTTE EVALUATION OF PROPOSED DRAINFIELD AREA
.The locations of the deep boring; and Ksat measurements are shown on the attached inap.
Measurements of the hydraulic conductivity of the soils on -site were performed to
determine more precisely..what an,.acceptable loading rate_would be.- The results of these
measurements are shown in Table 1. The Deep Boring descriptions of the soils found in
the system and'repair. areas are found in Table 2. Three wells were installed to record. the
depth' of groundwater on -site. The depth to water ranged from 12.63 to 15.44 feet, with
an.average depth of 13.9 feet.
Ry(Iralllic Conductivity
Unsaturated Zone:
Saturated hydraulic. conductivity of the unsaturated, parts of the Bt, DC and C horizon was
measured using a constant head permeameter`..: The methods used in these measurements
were similar to those described. in Methods of -Soil Analysis,, Part L, Chapter 29 -
Hydraulic Connductivity of Saturated Soils: Field Methods;'29 - 3.2 Shallow Well Pump 1n
Method, pp. 758-763and in the Soil Science. Society of America Journal, Vol. 53,'no: 5,
Sept: Oct.' 1989, "A Constant -head Pe'rmeameter for Measuring Saturated Hydraulic.
Conductivity of the Vadose'Zone' and "comparison of the -Glover Solution with,the'
Simultaneous - Equations Approach for MeasuringHydraulic Conductivity:" The results
of the'se tests are shown.in Table 1. The conductivity information was used to predict
"mounding" beneath the system; 'These predictions are discussed later in. the report. The
conductivity horizon describes'the sail material encountered in the auger hole where
conductivities were measured.
WASTEWATER FLOW ANALYSIS
Design Flow Rate=10',000 9 '
,Assumed Loading Rate = 0.6 gpd/fta'.

Conventional Trench Width = 3 ft
Needed "Total Trench Length = 5,556 ft
Needed Total trench Bottom Area = : 16A67. ft
Minimum -Space Between. Lines = 9 ft . ,
Miriimunt Total Drainfeld Area = 5,556 ,' .= 50,004'ft'" .1.15 acres
1 gpd/ft2 is equivalent to 4.06 cm/day
Design Trench bottom Loading Rate = 0,6 gpd/ft2'or 2.436 crn/day
Maximum, Areal Loading Rate = 0.2 gpdV or 0'812 cm/day
Assuming the trenches are 18-24" deep and based. on the profile description presented the
bottom of the trenches should be 'in the Bt horizon and above the BC horizon:
The depths of saturated, hydraulic conductivity's, (Ksats) in the Bt horizon,, in the system
and repair areas, were between 17 and 33.inches at three sites (HA 1,.HA 2, and HA, 3).
These Ksats ranged between 5.95`to 7.3 gpd/fiZ, with an average of 6.61 gpd/ft2..' The
Ksat values for the BChorizon at, sites RA 1, .HA 2; and HA 3 were `0,47 and 6.3 gpd/ft2, "
with an average Ksat of 2:45 gpd/f32: The Ksats for the. C horizon measured at HA1, HA
2, and HA 3 were 1.09 to,93.02,gpd/ft ; with.aO average"Ksat of34,65 gpd/fe. ,
After evaluating the field data, it is obvious the Bt horizon has a higher Ksat than the BC
horizon. With this in -mind the most obvious alternative,is to.try and utilize trenches in the
Bt horizon. We recommend utilizing trenches. in the .18 — 24 inch range, buf the soils are.
deep enough to allow deeper trenches.
'The average loading rate based, on,10,000 gpd,wastewater aiid the assumption of uniform
distribution is 2.436 cm/d. 'This value reptesents 9% (trench bottom basis).of the average
_ Ksat of the Bt horizons reported in Table' 1., For the BC layer, 2.436 cm/day is 8%, (areal
'basis) of'the average Ksat values. reported in Table ::' The bottom of:.the.trenches M11,1n. '
general, be ina zone in the Bt horizon where, the Ksat is more than ten.times faster than -
the design loading'rate (assuming all flow is through the trench, bottom).
Assuming that wastewater distributed by a ,pressure manifold to move along the trenches,
it may also, infiltrate,through the side walls, which -will result in Taster infiltration than is
anticipated for the above analysis. Based on the Ksat values reported.in.table, it appears
that the total volumeof wastewater (10,000 ,gallons) that will be applied, daily to the ".
trenches. of the proposed system can infiltrate into the sot do a 24-hour period 'Without,.a

C1.3i 17: 1777 ' •11 .:JO OLOJ LGO f 7c.� '�'— --
significant amount of ponding'in-the trenches: This analysis assumes uniform distribution
of wastewater over the entire drainfield- area. -,However, because of the use of a pressure
manifold system, wastewater will be applied to the beginning of the trenches.' Therefore,
more pohdiz�g is -expected at the beginning of the. trenches than at'the end of each trench.
As wastewater moves along each trench, it iztfiltrates `into the soil through the bottom and,
sides of the trench. Based on the available Ksat values; as long as no clogging mat is
formed, or conductivity of soil isdfastically-changed due to wastewater quality or other
factors, the system -should function without a serious ponding problem in the trenches,.
We are as that trenches installed on contour in sandy clay loam textured soils will
allow redistribution within the _treiich.
Once wastewater moves into the soil, it must move away from the trenches either
.vertically or laterally. A was indicated that'the�maximum.areal loading rate'£or.9 ft
minimum spacing over the entire drainfield area is 0.2 gpd/ft2 or 0.812 cm/day. The
lowest Ksat measured in the Bt.horizon was 24,t 6 cm/day., So even at the lowest
measured Ksat in the' Bt horizon, the areal -loading rate is only 3 % of the measured Ksat.
The lowest Ksat measured in the, BC Horizon.was 1.91 'cm/day, which. is more than.•two
times greater than the areal LIAR (42% of the Ksat)..
Based on the type of soil (relatively deep Bt'horizons) found at the",site, it does not appear
that vertical water movement through the.least rest, ctive layer is a problem., These
analyses are based on the available data and,, simplified soil water flow: equation, It is, also
assumed that. wastewater will have no effect on the soil hydraulic properties with. time.
Please call if you have, airy questions or require further information. _
Sincerely,
so
Steven` M:,., Price
Licensed Soil Scientist *1153 '

TABLE
1
Gray's,Creek
Constant Head Permeameter(Ksat)
Horizon D.enth
HA Bt 25-32" Ksat
> .1.12
"cm/hr
' 10:58,
in./day
6.59
gpd/sq. ft
BC 73-80" Ksat'-
> 0,098
cm/hr
0.93,
in./day
0A
gpd/sq" ft
C 115.120" Ksat,
> ' 15,8
cm/hr
149.31
- in./day
93.02
gpd/sq. ft
HA Bt 17=32" Ksat
> 1,24
cm/hr
11.72
indday, �
7.30
gpc Aq. ft
BC. 63-70" Ksat
> ` 0.08
cm/hr
0.76
' inJday
. 0.47
gpd/sq, ft
C 93.5-102" Ksat
> ' 10.185
cnUhr
1.75 "
.- in,/day , .
1.09
gpd/sq. ft
HA3 Bt 24.5-337. Ksat
> 1.01 ``
crn/li
9.54
in./day
5.95
gpd/sq. ft
BC 71-8011" Ksat
1.07
cwAr
10.11
in
6.30
gpd/sq. ft
C 100-108" Ksat
> 1.67
bm/ht
1518
.'in./day
9.93
gpd/sq. ft
Best Soils Area
HA Bt- 27-35" Ksat
> 2.11
cm/hr
19.94..
in,/day.
11.42
gpd/sq. ft
BC _ 53-60" Ksat
5.45
cnOu '
51.50
in./day
32.09
gpd/sq.. ft
HAS BC 51-58" MO.
> 5.47 :,
cm/hr..
5.1,69'
inJday
32.20
gpd/sq. ft
HA1,,HA2. HA3 Soils Area
Average,yalue-of Ksats, of Bt horizon .
6.61,
gpd/sq ft". .
'Average value of Ksats of BC'horizon -
2.45 '
gpd/sq ft
Average value of Ksats of C horizon
,-34.65
gpd/sq ft.
Best Soils Area fHA4 an HAS)
Average value of Ksats of Bt horizon
12.42 ' gpd/sq ftft
Average value of Ksats of BC horizon
32.15 ..
;gad/sq ft `; '

L.J! 1J1 1JJJ.
L.L JW
U-U1j .LV ( JV
' ^`-•�
'fable 2
Slug test data conversions
Well #
Run
HA1
FH2
Ksat >
6.47E=05 ft/sec
5.59
ft/day
41.91
gpd/sq. ft .
HAl
FH3
Ksat >
6.26E-05 ft/sec
5.41
ftlday
40.46
gpd/1 ,ft
HA1
FH4
Ksat >
6.47E-05 ftlsec �.
5.59
ft/day
41.81.
gpd/sq. ft-
HA2
FHl
Mat >
2.43E-04 ft/sec
21.00
ft/day,
157.04
gpd/sq. ft
HA2
FH3
Mat . >
2.61E-04. ft/sec
22.55
ft/day
168.68
gpd/sq. ft
' 'HA2
FH4
Ksat. >
2.23E-04 ft/sec
19,27
ft/day
1:44.12
gpd/sq. ft,
HA3
FH1
Ksat >'
3.52E-05 ft/sec
3.04
May
22.75
gpd/sq: ft,
HA3
FH2
`Ksat . >
3.66E-05 ft/sec
3.16
ft/day .
23.65
gpd/sq. ft
HA3
FH3
Ksat. >
3AE-05 ft/sec
2.95
ft/day
22.04
gpd/sq. ft
HA3.
FH4.
Ksat >
3.22E-OS ft/sec
2.78
ft/day
20.81
gpd/sq. ft
Average Conductivity of shallow aquifer utilizing "HA1, HA21 and
HA3:
9.13
ft/day
Average conductivity of shallow aquifer utilizing HA1 and.HA3:
'
4.07-
ft/day,

0311 J lyyy 11 : Ob
Profile Description
Fayetteville
us_h
xo n: R x 0
,. ...w�
•:
A:?:: x0..
:
— —
rx •w x�w � .a
a 9<xP•xx
p:Q;Q: w 02• dxr.4
�� .r x
x : •o
iFP: wN)S
v.. x' ::6i'
w:, xa:
5YR 4. 2
Sandy loam
A .v.v..i„d.•
0-6"
Granular
E
6-18"
7.5YR 7 3
Sa-.ndy 16Am
. Granular
Bt1
18-4$"
• 5YR 4/6
Sandy clay
Subangular
loam I
blocky
Bt2
48-70"
2.5YR 4/8
Sandy clay.
Subangular
loam
block,
BC
70-110"
5YR 5/8
7.5YR 7/1
Sandy clay
Subangular
relic
loans
blocky .
C1
110-138"
2.5Y 6 8
Sand..
Granular
C2
138-145".
2.5Y 6/8
Sand/Clay
Granular
lenses
,
C3
145-168"+.1
2.5Y 6/8
Sand
Granular
;max x
<•:.q:: R••x:.x;w
rx.K'x
:.:6 •:e7 fR:
0-8"
9bYR4kM R .M:k.x
kota»:by`.m°. exk.
5YR 4 2
P.x:'i. akk
+0'0$«'ad,...... ':!.
d :• :<'<« :,a.2P`
;J::e2 •.3.e
Ap
Sanav loam
Granular
E1
.8-16"
7.5YR 7 3
Sandv loam
'Granular .
E2
16-20"
7.5YR 5 6
Sandy loam
Granular
Btl
20-56"'
5YR 4/.6'
Relic
Sandy clav
Subangular
loam
block
Bt2
56-86"
5YR 5/8
5YR 6/2
Sandy clay
Subangular
7.5YR 7/1
loam
blocky
BC
86-95"
5YR 5/8
5YR-6/2
Sandy clay
Subangular
7.5YR- 7/1
loam
black T
C1
'95-127'
5YR 4.0
Sand
Granular
C2
127-130"
5YR 4/6
7.5YR 7/1
Sand/Clay.
Granular
Seasonal
lenses
High Water
Table
C3
1. 0-145"
5YR 6
Sand
Granular
C4
145-152"
5YR 4/6`'
7.5YR 7/`1
Saud/Clay
Granular
lenses'
C5
152-160"
2.5Y 7 -2
Saud
Granular
C6
1,60-.192"+
5Y 8 6
Sand
Granular

C1JF I 1JJJ LJ- JV u wJLL V/I�+J.Q
C
e
.xh�. 'x�� <vo7:iS
X fw:
`K�'Q:n y 'R
9.Gx ~• xxete.p
.5YR 4 2-::
ntib9R wy:<
Sri'
'n
Sand lioam
a. 'w;o:
:4
Grariular
A
0-71
E ..
7L23:'
7 5YR 7 3
Sandy 14am
Gxanular
" Bti
23-63'.
5YR 4/6.
Sandy day .
Subangular
loam
block
Bt2 .;:
63-7W'
2.5YR 4/8
Sandy clay
Subangular
loam.
�biock
BC
78-10e
5YR 5/8 ., .
5Y.F 6/2
Sandy clay
Subangular
..
Relic.
loam
block
C1
100.432" .
5YR 4 6 -
Sand
Granular
C2.
132-748"
5Y 5/6
2.5YR•8%2' `
Sand
-Granular
Seasonal
;
High Water
Table
C3
148-156"
5Y 8/6
10R-8/2,
Sand/Clav
Granular
'lenses .
C4
156-181"
5Y 8 6
23Y 82
'Sand
Granular
C5
' 181-193'
5YR, 7/ 2
Sand' :`
Granular
C6,
193-204"+ '
5Y S 6
t
Sand .:
Granular
sxn:,jGUz ' .xx
:¢x: °Ml
.. n. ..... ..... III
.«•e¢�
'�'� i/x
:ewwxR xQ.ofe '5.#:h
cx•�i.,g,; wxaMR
w i
'•x¢:. 6�
A
0-7'
5YR54.2
Sand loam
Granular
E
7-24"
7.5YR .7 , 3
Sand 'loam
Granular.
Bt
24:-4.8"
5YR 5/6.
Sandy loain
Subangular-
bloc
BC
48-72"
5YR 5 8 '
Sandy loam
Granular
C
72=10$"+'
7.5Y 6 '6
Sand
Granular.::

-
Screened
interval MY.
Well
Total well
Casing hL
water level
water level
Screen.length
from top of ground
to
Rod Reading
(ft) (TOC)
Rod wading
(ft) (TOG)
Relati��e .
Movation
Water level
Elevation
depth (ft)
01) .
00-{TOC)
(ft)
) (TOG)
(ft)
m
fra"
"
.
3.55
5.05
98 "
85.37
HA1
15.75
1.5
14.13
12.63
0.5
13.33
13.83
\ HA2
18.17
2.25
15.97
13.62
0.5
15
15.5
3.54
5.79
97.26
" 83.64
HA3
18.67
0.42
15.86
-15.44
1
16.83
'17:83
6.02
6.44
96.61
81.17 -

Slug Tesits Data - GnlyR Creek
6/1.6/98
Bouwer and Rice Method for partiaily-penetrating swells in unconfined aquifers._
-RESULTS
Slug test
type
slug-
Rw
Rc
Lw
Le
D.
Ksat
- .
(gat)
:. (ft)
=(fl}
(ft)
(ft)
(R)
(ft/sec) .
: (fVhr)
(ft/d)
HAiFFI2
fh
2,0
0.167 _
0.083
1.62
0.50"
20
OA000647
0.233.
.- 5:59_
HA1FH3
fh,
-1.5
0:167 __
0.083-
1.62
0.50
20 '_
O.0000626
0.225
5.41_
'
HA1FH4 .
-lb
1.0
0.167
. 0:083
1.62
0.54
20
0.0000647
0.233
5.59
HA2EH1
.
`Ri
1.0 '
0.167
0.083 '
2.30
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type:- type, of slug test performed (ih-falling head/ rh-rising head) .
slug vol.-- volume of water used'for head displacement (falling -head slug tests only)
Rw =_radius ofbbring and/or developed zone ;
Rc -radius of well casing.: = -
Lw - length of water column
Le -length of well screen (if well -is screened below static water table) -or length of Water column (if well is screened across e.
B estimated aquifer thickness
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March 18, 1999
MEMORANDUM.. :f
TO:`-. _-Bob'Cheek, Supervisor
Permits.and Compliance Unit. GroundwaierSection; DWQ .
FROM: Robin Godshall, Project Engineer
On -Site Wastewater Engineering Branch, OSWS, DEH
Phone: [phone]
SUBJECT: Groundwater Section Review
OSWS Project No.:
County:
Facility Name:
Facility Type:
System Type:
Design Flow:
Regional Soil Specialist:
Phone:
98-34
Cumberland
Gray's Creek Elementary School
School
Conventional
11,400 gpd unreduced, 8,550 reduced
David McCloy, Fayetteville RO
910 692-4118
Per our Memorandum of Agreement, attached you will find plans, specifications, and supporting information
for the above project for the Groundwater Section's review. If we can provide any additional information,
please don't hesitate to contact us. Your assistance is greatly appreciated.
PROJECT/SPECIFIC INSTRUCTIONS/COMMENTS:
This is another school. There may be some hydraulic issues although they've told me that the depth to
groundwater is between_ 12.5 and 15.0 ft in the, area of the drainfields and the Kv_alues look consistent_ with
the design loading rate. It generally looks pretty good but request that you make recommendations as to
whether or not hydraulic modeling (i.e., lateral flow analysis) and or mounding analysis should be performed
_ by the applicant's consultants. I'm still waiting for a copy of the final soils report from the applicant's
consultant. I will forward this to you as soon as I get a copy.
RNG/mg
cc: Project File

„.
a
State of North Caro fin
Department jof,Eh*onrhent
and Natural Resources •
Division of Environmental Health .1� 4 _
James B Hunt, "J'r ;, Governor
Wayne McQevitt, secretary
Linda .C.:Sewa11, birector _
NORTH CAROUNA DEPARTMENT OF
'AND NATURAL SOU TU L RESOURCES.
_ -ENVIRONMENT
March 17,1999
Mr. Lacy Williams. Jr.
Environmental Health -Director
Cumberland County Health Department
227 Fountainhead Lane
Fayetteville; North Carolina 27954
Courier 14-59-32
Subj: "Project Status of: Gray's Creek Elementary School. Alderman Road. Cumberland County, NC.
OSWS Project No. 98-34
Dear .Mr., Williams,
We have reviewed the plans: design calculations, projection, specifications and soils evaluations received on
March 4, 1999. In recognition of the urgency of the proposed project. «-e conducted a full engineering review
of the submitted materials. At the request of the applicant's engineer, an engineering design conference was
conducted at the OSWS Raleigh office on 1Vlarch 12,-1999 to discuss the outstanding issues and items of
concern currently remaining on the proposed project.' The following items were discussed in detail ��ith the .
applicant's engineer;
o
Daily design flow - :11.: Sand filter design... ,
2.. Wastewater characterization 12. Final dosing pump tank
3. Pretreatment requirements 13:.Drainfield design and location s.
4. ' Soils evaluation 14. Pressure manifolds
5. • Site layout
15 Force mains,
6: Collection sewer 16. System classification =
7. General -tankage issues. = 17. Pretreatment-momtoring requirements
8 ° Grease=traps = '' 18: Groundwater- considerations =
19: System 0 eration and lvlaintenance
9. 'Septic tank y p -
'10. Sand -filter' dosuigtank 20. Mounding and lateral
flow, analyses
We'had a very good meeting and now believe that the applicant's erigineer.has been provided -with a clear
'understanding of the remaining -site -and ,engineering issues,: Today; we received the.revised_plans and project _
specifications which the applicant's engineer hand=delivered-to our offic .-; We understand the time criticality
of the plans to your applicant an will endeavor to•review. the -revised plans. as soon- as -possible
= ON SITE WASTEWATER SECTION: ,
P.O. Box 29594,' Raleigh,`North' Catolina 27.:626-0594
Telephone [phone] FAX 919=7.15-3227
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post;eonsumer paper a.
-

Gray_'s CreekElementaryS6hool:
y
March 17. 1999
_ Page 2 of 2
Please contact us.ifyou haze any questions pertainirigto this letter orif«e may be:of further'assistance
>.. ; this -project. We may be reached at the telephone and facsimile numbers -or address listed on this letterhead. I
can be contacted directly at [phone] or by email at robin_godshallCmail.ehnr.state.nc.us.
Sincerely, .
I'tGodsh
Environmental Engineer H
On -Site Wastewater Engineering
RNG/mg
cc: Tim Kinlaw
Mike Koonce
Dmid McClov

Project Name: Gray's Creek ES ` Date: • 99031.5
Project Number: 98-34
Sand Filter Recirculation and Final Pump Tank Required Volume Calculations
Dosing Tank
Cumulative
Flow
r
Day
Inflow
Discharge
Retained
1
11,400
9,500,
1,900
Flow 11,400
57,000
2
11,400
9,500
3,800
FE Daily flow
9,500
3
11 i400
9,500
5,700
Emergency Stor.
Dose Volume
5,700
633
4
-5
11,400
11,400
9,500
9,500
7,600
9,500
Daily SF disch.
9,500
6 -
-
9,500
0
Cumulative
Reduced Flow
Day
Inflow.
Discharge '
Retained
1
8,550
-7,125
1,425
Daily Design Flow 8,550
Weekly Flow
FE Daily flow
42,750
7,125
2
3
8,550
8,550
7,125
7,125
2,850
4,275
Emergency'Stor.
Dose Volume
4,275
633
4
5
8,550
8,550
7,125.
7,125
5,700
7,125
6
7,125
0
Unreduced
Red
Required PT Vol.
1033
12,033
Final Dosing Tank
Flow Eq.
Cumulative
Reduced Flow
-
Day
Inflow
Discharge
Retained
Daily Design Flow
8,550
1
8;550
7,125
1,425
Weekly Flow
42;750
2
8,550
7,125
2,850
FE Daily flow
7,125
3
8,550
7,125
4,275
Emergency Stor`.
4,275
4
8,550
7,125
5,700
Dose Volume -
1,781
5
8,550
7,125
7,125
6
7,125-
0
Required PT Vol.
13,181
Note: Can also subtract piping -and free board volumes as part of required volumes.

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Sand Filter Design Protocol
1. Select type of sand filter 2
OBuried single -pass, pressure dosed �� �tjv 1
❑Free access, single -pass, pressure dosed
2I'ree access, recirculating, pressure dosed
�l
2. Select Maximum filter forward Loading Rate, MLR= (GPDMO).
-.Compute: Minimum filter'Surface Area; MSA=DDF/MLR
where DDF= (Design Daily Flow Rate, Gallons)
MSA=DDF/NER=(// `Io0 )/(3 )= 3840 (f�)
3. Select number of filters: Z
4. Select Filters Dimensions: Z (length) x 31 (width)
-Compute actual filter Surface Area, FSA= 19 zZ (sq. ft.) (FSA must be>_ MSA)
-Compute filter design Loading Rate = FLR = DDF/FSA=
(11'4"0 )/( I17 L. )_ (GPD/ft2)
-Make sure FLR>_ MLR (if not, choose bigger filter or more filters)
5. Layout/Design Filter Distribution Network:
6.
Select Number / -/ and length VO of laterals (in all -filters) '
Total Filter Lateral —Length, FLL= S q0 (ft) !
Filter Lateral Size, FLS = 1, IN (inches) I
Lateral Orifice Size, LOS = S/3z (inches)
Lateral Orifice Spacing, OSP = Z (feet)
-Compute Lateral Volume, FLV= FLL x /,B ib0 gals/ft
Sya x D,a rg (gallons)
Compute Number of Orifices, NO = FLL/OSP _
- _ ( fill A Z )_ if Z0- ' 5 0 -
IZZ
-Compute Filter dosing rate, Q= NO x / 6'6 (GPMLos cr DPH)
where DPH = design pressure head (>Aft)= � (feet)
Q=NOx =( yZ!7 )x(
7. Select Dose Volume/Day, DVD = (gallons)
-for single pass, DVD= DDF=
— - PT
-for Recirc Filter, DVD = (recirc ratio +1) x DDF
x 1/ yob = 000
8. Select Number ofDoses/Day, DPD= -g .(recommend choosing 4,6,8,12,24, or 48)
z7 Zq Per

a
-Compute Volume/Dose = VD=DVD/DPF
_ � = 960 (gallons)
*Compute Lateral Volume Exchanges/Dose, LVD_�) V
-if LVD < 6, select fewer doses/day or. smaller laterals
-Compute Pump Run Time, PRT = VD/Q
(minutes)
Recommend pump run time 3-10 minutes, though smaller maybe
allowable, if other options limiting. Adjust by changing orifice size,
number of laterals, orifice spacing and/or number of doses/day.
-Compute Pump Off Time, POT= (24/DPD) x 60 -PRT
= -24 x 60 - . �„ �' _ Z I (minutes)
(IIII-) G .9
9. Summary of Filter Design Parameters selected/computed:
-Type of Filter -Design Daily Flow, DDF (gallons)
Number of Filters:
-Filter Dimensions ( x
ft. -Filter Loading Rate,FLR= (GPD/ft')
-Filter Surface Area, FSA: (sq• )�
t
-Lateral Network Specifications:
Number and length of laterals
-Total Lateral Length, FLL (feet)
-Lateral Size, FLS: (inches)
-Orifice Size, LOS: (inches), and spacing (feet)
-Total Number of Orifices, NO: - -
-Design Pressure Head; DPH (feet)
-Filter Dose Rate, Q (GPK
-Recirc Ratio (where applicable)
-Number of Doses per day; DPD=
-Volume per Dose, VD: (gallons)
-Lateral Volume exchanges per Dose, LVD
-Pump Run Time, PRT: (minutes)
-Pump Off Time, POT: (minutes)

Glossary of Abbreviations
DDF: Design Daily Flow (gallons)
DPD: Number, of Doses Per Day
DPH: Design Pressure Head (feet)
DVD: Dosing Volume Per Day (gallons)
FSA: Actual Filter Surface Area (ft2)
FLL: :-Total Filter Lateral Length (ft)-
FLR: Filter Design Loading Rate (GPD/ft2) = -
FLS: Filter Lateral Size (inches)
FLV: Lateral Volume (gallons)
LOS: Lateral Orifice Size (inches)
LVD: Lateral Volume Exchanges Per Dose
MLR: Maximum Filter Forward Loading Rate (GPD/ft2)
MSA: Minimum Filter Surface Area (ft)
NO: Number of Orifices
OSP: Lateral Orifice Spacing (feet)
POT: Pump Off Time (minutes)
PRT: Pump Run Time (minutes)
Q: Filter Design Rate (GPM)
VD: Volume Per Dose (gallons)
I
S:\OSW W\BERKOWrI1SANDFILT. WPD

FACSIMILE
N.t �1�-a54-�aia
in 1. H ''Hobbs, Upchurch,
_ P
Associates, P.A.
Consicltinx Engineers
4917 Walers Edge Drive
Suite I l0 '
"Raleigh, North Carolina 27606
(919) 854-OZ13 FAX [phone]
TO: Doe Godshall
FAXNUMBFR:
715-3227
DEH On -Site Wastewater Section
NO. OF PAGES:
2 (i,u(uding cover)
FROM: Michael S. Koonce, P.E.
HUA PRO,II:CT #
CU9802
Hobbs, Upchurch & Associates, P.A.
HUA FILF: NO. #
605
DATE: November 20, I998
TIME:
3:59 PM
RE: Gray's Creek Elementary School On -Site Wasteivatee Treatment System
Design,Flow Reduction Request
MESSAGE: As, requested in your September 28,1998 letter:to Mr. Lacy'Williams of the
Cumberland County Health Department, please find altach-cd the following infurmation
concerning the above referenced project: -
1. 12 months of water, usage records for the existing C;ra.,�'s Creek School (similar
size, low -flow plumbing fixtures, etc,)
2. Wastewater Characterization Results from existi tit, Cir:,y's Creek School
I hope this provides you with the necessary information to complete your preliminary
review and concur with out Design Flow Reduction-12equest.. If you need additional
information please give me a call at your`earliest convt nience. ,
Also, I would. like to schedule a "Pie -design Conference' with you to review our design
concept prior to,the official permit application. Hopefully, it will expedite the approval
process by getting your input up front. I will give you.a call early next week to confirm
a time.
Thank you for your assistance.
P. L
Mike
-.Cc: Mr. Tito Kinlaw r
Mr. Lacy WiMatlls, Jr.
Associate Superintendent ".
Environinental Healili Director
Cumberland County'Schools Cumberland County, Health Department
Via Fax [phone]
Via Fax [phone]
43 3-
� .. .
(,'�q
c
_
_ Yn.
t

Existing Grav's Creek Elementary School Water Usage Da
The data shown below is taken from water usage data provided by Cumberland County School personnel
for the existing Gray's Creek Elementary School. This school obtains its water from an on -site well and all
usage is based on actual meter readings. The total gallons of water used each nfonth, the number of school -
days open per month, and the average number students and faculty are showed on the following pages.
Total Gallons of Water Used (Nov. 1997-Oct. 1998) 967,000.0
Total Open School Days .242.0
Average Daily Water Usage 3,995.9
Total Number of Students and Faculty (Avg.) - 788.0
Average Daily Usage Per Student • g,l
x 4 x

nov CU• -Ja U4: e'_lp I nomas K. u000win, r. m zIU-bb4--lala P...j
S/- 9106782116 34 I NTC PAGE 03
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LIMBMANDCOUNi'Y SCHOOLS PCs 2
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BASED ON
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Nov, 20 98 04:21p Thomas K. Goodwin, P.E 819-854-7815
11/18/1998 ,16; 34 9166782' ^ CUMB CTY SChf Ki lr�' i
PAGE 02
p.4
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10/23/1998 14:38
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Thomas K. Goodwin, P.E 819-854-7815
9106784�. CUMB CTY ETCH
PAGE 01
Microbac, Laboratories, Inc,
FAYSTTSVILLB DIVISION
817 CASTLE RAYNE STREET NC #11
FAYSTTEVILU, NC 20303 NC R37711
[phone] / [phone] (FAX) USDA #3787
AAA FUEL WATER • FOOD " WASTES
CERTIFICATE OF ANALYSIS
CLISHT: CL:aDarland Co. School
ems: Pont Office Boot 2357
FaYettaville, NC 28302
CONTACT PERSON, Mr. Carlo= Mercer
ACOPUNT NUMBER: •KC012
SAMPLE ID: 1. Grays Creek - ID l98PX105574
2.
3.
4.
CERT #24361
DAYH RFC'D: 10/12/98, SAWLED: 10/12/90
SAMPLED BY: Client
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SAMPLE CDT: Waste Water Grab
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DATA REVIMED. BY:
DATE REPOR78D: 10/20/58
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PAGE 1 OF 1

Hobbs, Up'churi hA Associates; PA.
Eonsilting Engineers,
290.8 *Br'oag1 Street -Post, Office Box 1737 Southern Pines, NC 283881qj
_
October '7 ' 1998
\Mr. Lacy -,Williams Jr. ; t,
Environmental Health Director ;l
Cumberland County Health D,epart�ment
227 Fountainhead Lane; ' A
Fayetteville, North Carolina 27954
RE: Gray's Creek Elementary ,',.
Additional Information
HUA No. CU9802.p ,.
` Dear Mr. Williams:
I am in receipt of the letter', from Mr. R':N.,,,Godshall •of the On -site Wastewater Group. The
purpose of my letter is to address IA9`questions,and. concerns on the above referenced project. =}
1. First, the proposed Gray'si Creek School will be constructed -without' a
xJ
gymnasium or showers. ` I' "was- -mistaken when. sending you this
information earlier. ,Based on this; we 'will be sending you additional
water usage information from comparable facilities.
2. Cumberland County is, specifying jthe•,use -of extreme water -conserving i
fixtures at this school. We, will ; forward the plumbing plans and cut;
sheets to your office.
3,. At least one grease. Trap' Mlll be 1provided-for the "kitchen' waste from the
cafeteria. This will be shown on the plumbing plans.
•i
RECEIVED
OCT 1 S 1996
DEHNR!DEH
Omits Wastewater Section
[e-mail]

j I Ili It I
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r �I I�1 111
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1VIr. Lacy Wilhams;IJr
-,
'J i,,�
Cumberland County.IHealth Department;
Pa e 2
g
;
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gp
1
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4. The pro' osedl s ° stem ' clude. flow
p Y}
e q ualization.: The-wlet`;well
I ,
; I r,;ll,
holding tank oversized'to provide uniform flow'over`s<c
perk,°4
willibe
week
(days
i
5. We will) provide:,effluent sampleresults_as soon as these are available
''ll ,>,�
1 :• L., , 1 II YI 1 IIIti
We will sample the,dlseharged from the existing`{Gray'' Creek chooll
YI
it , �
T
, jA
If you have any about this information. or, the information
i'to
be'I
pioaided,
do not .:
, :questions
hesitate
to contact our office.,
t
�• i+l
I7 I,i�
11
l ,� h
II Il, i I I. -
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Sincerely i°
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HOBBS UPCHURCH-`&�WS
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William R. ;Buie, P.E. 4 ,
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R.N. Godshall
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RICHARD B. GLAZIER, CHAIRMAN
HENRY MOLDEN, JR., VICE CHAIRMAN
MICHAEL C. BOOSE
KENNETH EDGE
MACKY HALL
Cumberland County Schools
P.O. Box 2357
Fayetteville, North Carolina 28302
910-678-2300
WILLIAM C. HARRISON, Ed. D.
SUPERNREMENT
September 30, 1998
Mr. William Buie
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers
P. O. Box 1737
Southern Pines, North Carolina 28387
Dear Mr. Buie:
LARRY LANCASTER
MARY EMILY ROYAL
DIANE WHEATLEY
MILTON J. YARBORO
Re: September 28, 1998 NCDENR letter to
Mr. Lacy Williams; Jr. reference' On -Site
Wastewater for Gray' § Creek Elementary
School
I have reviewed the memo from Mr. R.N. Godshall, Environmental Engineer, to Mr.
Lacy Williams Jr., Director to the Cumberland County Health Department. Please
provide the correct information as needed. The proposed Gray- s Creek Elementary
School does not contain any showers or gymnasium. The multipurpose. room. does not
require any additional water facilities. Please provide all requested information to Mr.
Godshall's attention immediately. This project is scheduled for bid in November of 1998 _
to relieve overcrowding in existing elementary schools. It is critical the wastewater
permit be approved as soon as possible.
If you have any questions or comments, please contact me immediately.
Sincerely,
<777-\�
Tim Kinlaw
l Associate Superintendent
Operations
THK:pbp
RECEIVED
c: R. N. Godshall
OCT 2 1998
DEHNR!DEH
ti,te WastewaLern
Equity and Excellence in Education

,1 /
September 28,1998, 2:31 PM
INTERNAL MEMORANDUM
TO: Rachel Groff
FROM: Robin Godshall, Project Review Engineer
SUBJECT: Project Work Request
Please perform the following work tasks With respect to the attached project:
® Prepare/iTpdate Tracking Database Entry, including;
®' OSWS Project No.: 98-34
® Project Name: Grays Creek Elementary School
® County: Cumberland,
® Date Received: Wl 7, 1998
® Review Type: NPS ,
® Status: REV
® Review Eng.: RNG
® Facility Type: S"
® System Type: N/GT, ST, PT, PM/C
® Design Flow: 14,250 gpd (7,600 gpd reduced)
® Applicant's name, address, phone and fax numbers from the project file
® Engineer's name, firm, address, phone and fax numbers from the project file
® Soil Scientist name, firm, address, phone and fax numbers from the project file
❑ Prepare file folder
® Prepare/Update card file (if not already done)
❑ Send cc of plans/specifications/documents with appropriate memo to:
❑ Regional Soil Scientist
_
CJ Bob Cheek, Groundwater Section
�j Blue, yellow and file copies are also required.
® Distribution: ✓ \
/
® Send original via Courier to: ® fax to: Local Health Department:
Lacy Williams
V .
® Send one copy to: ® fax to: Regional Soil Scientist
David McCloy
® Send one copy to: ® fax to: Applicant
Tim Kinlaw
® Send one copy to: ®,. fax to: Applicant's Engineer
William Buie
❑ Send one copy to: ❑ fax to: Applicant's Soil Scientist
Groundwater Section Review Engineer:
Bob Cheek
® Send one copy to:.
® One copy to file (Please two -hole punch at top and place in right side file)
/
® One copy to Doc/ Ishwar Steven
Special Instructions/Information:
See letter in project file with list of contacts
If you have any questions; please call me.

__J1
State of North Carolina
Department of Environment
and Natural Resources
Division of Environmental Health
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Linda Q. Sewall, Director
September 28,1998
Mr: Lacy Williams, Jr.
Environmental Health Director
Cumberland County Health Department
227 Fountainhead Lane
Fayetteville, North Carolina 27954
Courier 14-59-32
D E R
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Subj: Review of Design Flow Confirmation Request Received for: Gray's Creek Elementary School,
Alderman Road, Cumberland County, NC, OSWS Project No. 98-34
Ref. a.) Ltr dtd April 25, 1996, from On -Site Wastewater Section to Environmental Health Specialists,
Consulting Engineers, Soil Specialists and Geologists, re: Design Flow Rate Reduction Requests
Dear Mr. Williams,
We have reviewed the design flow confirmation request and soils report received from July 7, 1998 for the
above -referenced facility. Review of this project has been assigned to R.N. Godshall and to whom all further
correspondence should be addressed. It is our understanding that at this time and from the submitted
materials, the applicant's engineer is only seeking design flow confirmation. Therefore, a full engineering
review was not conducted and the comments contained herein concern only the proposed design flow. These
comments must be addressed and revisions resubmitted for further review prior to design flow concurrence.
It is our understanding that the proposed on -site subsurface wastewater disposal system will serve a new
elementary school with a daily student population of 950 students with cafeteria (to include kitchen) and
gymnasium (to include shower) facilities.
Design Flow: The submitted calculations indicate a daily design flow of 14;250 gallons per day (gpd)
based on 15 gpd per day per student. The correct unreduced daily design flow could be based on 12 gpd
per student for a total of 11,400 gpd. It is understood that the requested design flow reduction request is
based on a daily student water usage of 8 gpd per student or a total of 7,600 gpd. It should be noted that
the flow reduction request is applicable only towards sizing of the drainfields and that the pretreatment
component sizing must be based on the unreduced flow of at least 11,400 gpd.
ON -SITE WASTEWATER SECTION
P.O. Box 29594, Raleigh, North Carolina 27626-0594 .
Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

I
Gray's Creek Elementary School
September 28, 1998
Page 2 of 3
Prior to our concurrence with the proposed daily design flow of 7,600 gpd for the drainfields, the
following issues must be resolved:
In order for OSWS to concur with the proposed flow reduction to 8 gpd/student, sufficient data as required
by Rule .1949(c) must be received Additionally, the system design must include 24-hour flow
equalization over a six-dayperiod. (In the absence of this supporting data, the minimum flow OSWS will
concur with is 9 gpd/student or a total of 8,550 gpd for drainfield sizing, to include 24-hour;flow
equalization.)
Tlhe applicant's engineer should clarify the source of the handwritten monthly water usage readings for the
three Cumberland County schools listed, i.e., the Cumberland County Schools. If the water supply for
these schools is municipal, the flow request should include water reports from the responsible water
authority. If these schools are supplied by wells, the submittal should indicate that these figures are
compiled from water meter readings.
The notes only indicate the student population of one of the three listed schools. It is therefore not possible
to evaluate whether the proposed daily student usage is applicable to the rest of the County schools in
general and to the proposed school in particular. Specifically, the existing Gray's Creek School listed is an
elementary school without gymnasium or showers while the proposed project is a school with gymnasium
and showers.
Additionally, our design flow concurrence will also be based on the proposed facilities to be connected to
the subject system, the use of extreme water conserving fixtures and the management of the wastewater
characteristics. Therefore, our concurrence with the proposed design flow is contingent on the following
conditions:
The use of extreme water -conserving plumbing fixtures must be specified at the subject facility. In the
restrooms, lockerrooms and kitchen, the facility should have:
— toilets which use no more than 1.6 gallons per flush (gpf),
— urinals which use no more than 1.0 gpf and
— showers which use no more than 2.5 gpm and
— spring -loaded faucets which use no more than 1.0 gpm
The applicant's engineer should submit cut sheets for these fixtures to confirm their use in the
facility, the plumbing schedule and the plumbing plans with his full engineering submittal.
Clear water discharges such as from the HVAC system or stormwater runoff shall not be discharged into
the sanitary sewage system, as shall be indicated on the plumbing plans. This office must be provided the
stormwater management and plumbing plans which demonstrate that there is no discharge to the
subsurface disposal system from these sources.
Since the proposed facility includes a kitchen, the wastewater system will require at least one grease trap,
documentation, i.e., the plumbing plans, must be provided clearly demonstrating that the grease trap(s)
shall receive kitchen waste only and no toilet wastewaters.
The system design must include flow equalization over at least a 24-hour period. OSWS will concur with
the proposed daily design flow of 7,600 gpd for drainfield sizing if the flow equalization is also designed to
spread the five-day flow uniformly over six days per week

F
Gray's Creek Elementary School
September 28, 1998
Page 3 of 3
2. Wastewater Characteristics: The proposed wastewater discharge must be characterized, particularly with
respect to BOID,, COD, TSS, O&G, nitrate nitrogen and ammonia nitrogen concentrations. The
wastewater pH and temperature (field measurements) must also be characterized. This characterization
may be accomplished by effluent sampling of the existing similar facilities in the Cumberland County
School system.
With respect to effluent sampling, we offer the following recommendations. The sampling should be
conducted by personnel familiar with acceptable sampling and sample handling protocols since the use of
improper sampling protocols may result in an invalid sampling or inaccurate results. The analysis mast
be conducted by a state-certified,laboratory. The sampling location should be as far downstream in the
wastestream prior to distribution as is feasible to collect the samples. Typically, we recommend
sampling from either the existing distribution box or the septic tank outlet. This office is available to
work closely with you and the applicant's engineer in establishing an appropriate sampling and analysis
regimen.
Depending on the sampling analytical results, additional pretreatment may be needed. The ultimate
design flow required for the drainfields and the required level of pretreatment may also be influence by
site -specific field limitations.
Please contact us if you have any questions pertaining to this letter or if we may be of further assistance «ith
this project. We may be reached at the telephone and facsimile numbers or address listed on this letterhead. I
can be contacted directly at [phone] or by email at [e-mail].
RNG/mg
cc: William Buie
Tim Kinlaw
David McCloy
Sii4W
rl
RN. Godshall
Environmental Engineer II
On -Site Wastewater Engineering

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Project: Gray's Creek Middle School
Project No.: 98-34
t
Date: 980909
A review of the submitted flow data from 3 Cumberland Co. ES.
School
Month
Days
Open
Gallons
Used
Average
Daily
NW:
Students
Use per
Student
Gray's Creek ES
Jan
22
135,500
6,159
777
7.93
Feb
20
.77,800
3,890
' : 777
5.01
Mar
22
79,200
3,600
-777-163
Apr
18
62,000
3,444
777
May
19
72,500
3,816
-777
Pine Forest MS
Jan
.22
116,200
5,282
.. �i
Feb
20,
115,200
5,760,
' ..
Mar
22
135,800
6,173'
Apr
18
97,100
5,394
May
1:9
104,900
5,521.
,
Seabrook.
-
Jan
22
115,670
5,258
yL�,W,4
Feb
20
. 103,060
. 5,153
Mar
22
117,130
5,324
Apr
18
150,790
8,377
May
19
161,620
8,506

4� CARC�
COUNTY of CUMBERLAND
E. Newton Smith Public Health Center
July 1, 1998
Steve Berkowitz
NCDEH&NR
Division of Environmental Health
On -Site. Wastewater Section
PO Box 29594
Raleigh, NC 27626-0594
Dear Steve:
Re: Gray's Creek Elementary
School Subsurface Sewer
System.
HUA No. CU9802.P
The Cumberland County Board of Education is proposing to install a large conventional
or LPP system for a proposed new school in the Gray's Creek area. The projected
wastewater flow is 14,250 gpd.
The consulting engineers (Hobbs, Upchurch & Associates, P.A.) are requesting a flow
reduction through the use of low flow fixtures and other water conservation methods.
The supporting data for a flow_ reduction is included with their proposal. In addition, a
site plan and preliminary soil suitability report is submitted for your review.
If our office can assist in any way, please do no hesitate to contact us.
Respectfiilly yours, .
aiA. Heshaam
R.S., Soil Scientist RECEIVE®
JUL 7 1995
DEHNR!DEH
Ore Wastewater Section
�V
- - 227 Fountainhead Lane - Fayetteville, North Carolina 28301 • Phone [phone] Fax [phone]

Hobbs, Upchurch & Associates, P.A.
Consulting Engineers
ST� 290 S.W. Broad Street - Post Office Box 1737 - Southern Pines, NC 28388
June 11, 1998
Mr. Danny Soles
Cumberland County Health Department
227 Fountainhead Lane
Fayetteville, NC 28301
RE: Gray's Creek Elementary School
Subsurface Sewer System
HUA No. CU9802.P
Dear Mr. Soles:
As you are aware, the Cumberland County Board of Education is planning to construct a new
elementary school in the Gray's Creek area. As no public sewer is available, the school system
is planning to construct a large subsurface sewer system. Following is information about the
proj ect:
Project Title Gray's Creek Elementary Sewer System
Property Location See enclosed map
Project Contract List Owner
Cumberland County Schools
Mr. Tim Kinlaw, Assistant Superintendent of Operations
P O Box 2357
Fayetteville, NC 28302
[phone] Phone [phone] Fax
En ineer
Hobbs, Upchurch & Associates, P.A.
Mr. William R. Buie, P.E.
P O Box 1737
Southern Pines, NC 28387
[phone] Phone [phone] Fax
Soils Consultant
Soil & Environmental Consultants, Inc.
Mr. Steven Price
244 W. Mill Brook .Road
Raleigh, NC 27609
[phone] Phone [phone] Fax
Southern Pines, NC • Telephone [phone] • Fax [phone] • e-mail: [e-mail]
Myrtle Beach • Kill Devil Hills • Raleigh

Mr. Danny Soles
Cumberland County Health Department
June 11, 1998
Page 2
Proposed System New System to serve new school
Area Description As this is a new school, there are no existing facilities (see map
for proposed site -plan). The school will serve approximately 950
students and staff. The school will have a gym and cafeteria and
will be used approximately 9 months a year.
Wastewater Sources & Wastewater generated by this project will come from the
Flow Patterns following:
Bathrooms
Cafeteria
Showers
All wastewater is expected to be of domestic strength. Flow
would be generated between 7:00 a.m. and 3:30 p.m. when the
school is operated.
Wastewater System Conventional or LLP system is proposed depending on soil
Components suitability
Projected Wastewater From NCAC 2H.0219-Minimum design requirements day
Flows schools with cafeteria, gym and showers
15 gal/student x 950 = 14,250 gpd
Through the use of low flow fixtures and other water
conservation methods, typical water usage in Cumberland
County Schools with these fixtures is approximately
8 gal/student x 950 = 7,600 gpd. Supporting data is
included with this package.
Ownership Cumberland County Schools will own the proposed site and
operate the proposed subsurface system.
We have also enclosed a site plan of the proposed property for the school site. The site contains
approximately 65 acres.
If you have any questions about this information, do not hesitate to contact our office.
Sincerely,
HOBBS, UPCHURCH & ASSOCIATES, P.A.,
William R. Buie, P.E.
Enclosures

'06/09/1998 09:30 9106782550 CUMB CTY SCH MAINT
PAGE 02
'%
R•1-14.98 CUMBERLAND COUNTY SCHOOLS
AVERAGE WATER USAGE
YEAR__fr _
PG 2
SCHOOL
MONTH
BASED ON
OPEN
SCHOOL
DAYS OF
TOTAL
GALLONS OF
WATER
USAGE
AVERAGE
DAILY
WATER
USAGE
NOTES
7�7 5�odw� a5
GRAYS CREEK
JANUARY
lry jr41s
FEBRUARY
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3 !e • '
MARCH
7 a s 'r3f.
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APRIL
6.2VW 04.:
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MAY
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JULY
AUGUST
SEPTEMBER
OCTOBER
NOVEMBER
DECEMBER
PINE FOREST MID.
JANUARY
f!6 or Pr4Is
.Z 6413
FEBRUARY
Al
Is
MARCH
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4,16
APRIL
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MAY
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6
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JULY
AUGUST
SEPTEMBER
OCT0BEit
NOVEMBER
DECEMBER
J. W. SEABROOK
JANUARY
11.V6 v (rah .
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FEBRUARY
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MARCH
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117.13I 4.4h
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APRIL
MAY
JUNE
JULY
AUGUST
SEPTEMBER
OCTOBER
NOVEMBER
DECEMBER

Environmental Consultants,
■ Hickory, North Carolina 23601 ■ [phone] ■ Fax [phone]
May 14, 1998
Project 4: 3575
Hobbs, Upchurch & Associates, P.A.
Attn: Will Buie
P.O. Box 1737
290 S.W. Broad St.
SouthernPines, NC 28388
PRELIMINARY SOIL SUITABILITY OF THE SOILS AT THE PROPOSED
GRAY'S CREEK ELEMENTARY SCHOOL SUBSURFACE' SEPTIC SYSTEM
CUMBERLAND COUNTY, NORTH CAROLINA
Soil and Environmental Consultants Inc. (S&EC) evaluated the characteristics of the soils
in the.proposed system and repair areas at the above mentioned site. These areas were
located by Hobbs, Upchurch & Associates. The purpose of this evaluation was to
determine the soil's suitability for on -site wastewater disposal systems so that this data
could be used to determine site suitability and the approximate area required for on -site
subsurface wastewater treatment system as per county and DEH regulations. This
evaluation was performed in accordance with DEH regulation (15A NCAC 18A. , 1900).
This school will serve approximately 950 students, faculty and staff and according to
Hobbs, Upchurch & Associates will have a flow of approximately 10,000-gallons per day
(gpd).
SoiUSite Evaluation
A soil/site evaluation was performed to determine suitability for an on -site wastewater
treatment system. The evaluation was performed by making hand auger borings to
identify the soil to the series. level. The proposed system and repair areas were the only
areas evaluated. The proposed system area runs approximately 450 feet north from the
southern property line and 225 feet west from the woods line shown on the map. The
proposed repair area runs approximately 450 feet north of the southern property line and
225 feet east into the woods line shown on the attached map. The soils did not vary
significantly over the areas examined. The only area evaluated that was not usable for a
conventional septic system was at the northern most portion of the proposed system area.
This area was unusable for a large conventional septic system due to low chroma mottles
(indicating seasonal high water table) at a depth of 40'inches. However, this area does
meet the ;requirements for a LPP septic system. This area is shown as "C" on the attached
map.
Wetland Delineation/PennittingTvfitigadon Soil/Site Evaluation for On -Site. Septic Systems Environmental Assessments
Home Office: 244 West Millbrook Road Raleigh, North Carolina 27609 Phone: [phone] Fax: [phone]

Soils in the evaluated areas are most like the Norfolk (Fine -loamy, kaolinitic, thermic,
Typic Kandiudults) and Wagram (Loamy, kaolinitic, thermic, A.renic Kandiudults) soil
series or taxadjuncts of these series. Typically these soils had a Bt horizon with a texture
of sandy clay loam (shown as "A" on the attached map). Such soils can be permitted for
Conventional septic systems by the county with a loading rate of 0.3 to 0.6 gpd/ft2 on a
trench bottom area basis or for a Low Pressure Pipe system with a loading rate of 0.15 to
0.3 gpd/ft2 on an area basis. These loading rates are taken from 15 NCAC 18A.1900
(Laws and Rules for Sanitary Sewage Collection, Treatment and Disposal) and are based_
on the most hydraulically limiting layer within three feet for Conventional systems and
within two feet for LPP (i.e. the sandy clay loam Bt horizon in -this case). However, there
was an area east of the proposed repair area where the texture of the Bt horizon was a
sandy loam, which could allow a higher loading rate if it can be proven in the additional
site testing. This area is shown as `B" on the attached map. For any system over 3,000
gpd, more detailed on -site testing and lateral conveyance calculations will be
required to determine the final permittable loading rate.
The Norfolk and Wagram soil series are well drained soils that formed in loamy sediments
on uplands. Organic matter content and natural fertility is low and shrink -swell potential is
low. These soils are medium to strongly acid.
Recommendations
Since all of the best area is of similarly textured soils and there is little difference in
physical or chemical properties, the recommended loading rates vary based on the type of
distribution system utilized. _
Based on our experience with large systems, we believe that a 0.3 gpd/ft2 loading rate on a
trench bottom basis for a Conventional type trench and distribution system, and a 0.10
gpd/ft2 loading rate on an area basis if LPP distribution is employed are the maximum
possible. We should also note that in the "Conventional System" area trench depths
should be 18" to 24" in most areas, with 18" depth preferred at the edge of the useable
soil, limits.
Prior to applying for a permit, more detailed soil investigations will be necessary. A
description of the work required was contained in the information we previously sent to
you with our proposal.
Once potentially useable areas are located, the next consideration is the horizontal extent
of those areas. The size and configuration of the useable soil area dictate the utility of that
area. The size of a subsurface.disposal field is determined by: 1) design flow from the
source (in this case, we are assuming approximately 10,000 gpd), and 2) the long-term
acceptance (LTA.R) of the soil (based on the hydraulic conductivity of the soil, a function
of the soil's texture, mineralogy, structure, porosity, etc.). The configuration must be
such that an efficient layout of disposal lines (on contour) is possible. An. additional
consideration is the required setbacks for the system from various elements such as wells

(100% streams and ponds (50% property lines (25% top of embankment (15% etc.
Therefore, in order to determine the area needed for a system, the daily wastewater flow
must be known.
The site plan for this tract must ensure that adequate soil area for system and repair is
unaffected by site elements (building placement, driveway, wells, athletic fields, parking,
etc.). The area designated on the site plan for the septic system and repair must remain
undisturbed (no mechanical clearing, excavation, heavy traffic or other significant site
disturbing activities) until authorized -by the appropriate permitting agency. A tract with
adequate useable soil area may be rendered unusable as a result of improper site planning
and/or disturbance.
This is a preliminary report, which discusses the general location of potentially useable
soils for on -site subsurface wastewater disposal, and, of course, does not constitute or
imply any approval or permit as needed by the client from the local heath department. An
individual septic system permit will be required for this tract prior to obtaining a building
permit. This will involve a detailed evaluation by the local and state health departments
and a private consultant to determine system size and layout. Only after developing this
information can a final determination be made concerning specifics of system design and
site suitability.
Soil boundaries are shown as approximations on the attached map. The soil boundary is
not marked in the field. However, the -soil borings performed by S&EC are marked in the
field with flagging. Red flagging marks holes that are potentially usable for a conventional
system. Pink and black striped flagging marks holes that are potentially usable for a LPP
system.
Based on our experience with large systems, we believe .that as a guideline 30 ft?/gal of
wastewater produced will be needed for system and repair. This number takes into
account topographic irregularities that. are present on most sites. This number may
increase or decrease depending on the findings of the mounding analysis. The mounding
analysis is where the hydraulic conductivity of the various soil horizons is determined.
Using the 30 ft'/gal as a rule of thumb, for this proposed 10,000 gpd system,
approximately 6.9 acres would be needed for system and repair.
As you know, the utility of a potential useable soil area for subsurface systems is most
accurately determined by an on -ground layout of the proposed system. Of course, a repair
area equal in size to the initial disposal area is required as a back-up site. The total area
needed for system and repair will depend upon the system type, the layout of that system
and the total design flow (factors mentioned above). The system should be designed so
that it is as long and narrow parallel to slope as possible. Repair areas can be configured
less stringently but must still be useable realistically.
Soil & Environmental Consultants, Inc. is pleased to be of service in this matter. Once the
land planner has reviewed our work and determined if a plan can be designed so that the

required soil area is reserved, we would like to review and comment. Then, if the county
desires, it would be timely to begin the more detailed studies. S&EC is required to notify
the county and state 2 weeks prior to our site visit for the mounding analysis. So once we
receive word from you to proceed .it will be at least 2 weeks before we can proceed with
the mounding analysis.
Please call if you have any questions or require further information.
Sincerely,
Steven M. Price
Licensed Soil Scientist #1153
Note:
I
Since your proposed flow exceeds 3,000 gpd, the state will have to rev�a
system plans and will require a-moundinganalysis prior to issuing a permit. It
often takes the state 3 months to 1 year to process a permit application.

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> &KAY'5 CREEK ELEMENTARY 56HOOL REVISIONS
FOR THE Hobbs, Upchurch & Associates, P.A.tN, �• DESCRIPnON' DATE BY
CUMDEKLAND COUNTY 5CHOOL5 Consulting Engineers
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KILL DEVIL HILLS, NC — RALEIGH, NC 22189 1
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lqj Consulting Engineers
SOUTHERN 'PINES, NO UYRME BEACH, SC
KILL DEVIL HILLS, NO — RALEIGH, NC
290 S.W. Broad Street, Southern Pine, North Carolina 28387
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G.S. 47-30 AS AMENDED. W17TO:SS YY ORIGDYAL SIGNATDRE,
JUMS A770N NUl®HR AND SEAL TON —DAY of
r- BARA'-J
A.D., 19 -
1-
RArMTABEO LAD SURVEYOR
o
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EA- R6CLS7RA770N NUMBER
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DB 2710' PG 74
E7CLS17NG N m
NORTH CAROLINA I
IOP
C'UA03ERIAND COUNTY
` N=41e,e99.4945
E=2,049.ee7.2514
REGISTERED AND RECORDED DV THIS OFFICR
PLAT BOOK PAGE
T7LS TAR DAY OF In
I )
REGL= OF DJ=
\ LOT 14 I LOT 19 / 1
\
PH 901PG 179 / \
ol"
LEGEND
O EW
EXM77NG MON PIPS
0 MR
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ZOSENG CONCRETE YONOhmYP
0
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BOUIMURY IBM
- - - - - - -
UNSURVEYED BOUNDARY LLNE
- — — -
RIGHT-OF-WAY
FAIRCLOTH (NAD 89)
SURVEY FOR
CUMERLAND COUNTY
BOARD OF EDUCATION
GRAYS CREEK TOWNSHIP
CUMBERLAND COUNTY NORTH CAROLINA
MARCH 1998 SCALE 1" = 200'
GRAPHIC SCALE
(IN 7X7 )
11-h - 200 R.

�D
e,
srt tee, �
UTdTTON-
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CENTERI.OVE DVTERSECTTON /
HWY. 57 & S.R. 2235 223E
SITE
VICUUTY MAP N.T.S.
i025 %
777ZE REFEMENCES
n BOOB 4593 PAGE 50d
EX PX �
ROAD
/4tg
HD:7DN E. HALTERS
and wife, PA27UCZA S. WALTMU
DR 941 PG 227
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ROME /
L vmu" C. Mcamim. aL. CERTTFY TRAr rme PLAT
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HAS DRAWN UNDER MY SUPERVISION FROM AN ACTUAL
SURVEY MADE UNDER MY SUPERVDDON DE® DESCRD'TTON
RSF®481I=S AS SROWNJ: SEAT TER BO NOT
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SURVEYED dR6 CLEARLY INDICATED AS DRAWN FROM
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77i8 RATTON OF PRECISION d5 cALcrHwraO LS 1: 10,000+;
AND THAT 77HS PLAT WAS PREPARED RV ACCORDANCE WITS
DB 3682 PG 675
E8
G.S. 47-50 AS AMENDED• W17NEiS MY ORIGIMAL SIGNATURE, -
I: BAD
PB 48 PG 27
RWMEA770N NUMBER AND SEAL 71b4_ DAY OF
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N=416,603.4015
E=2,043,667.2514
REGL922MM AND RECORDED IN TMS OFE7CE
I
PLAT BOOS- PAGE
THIS THE nAY OF 1�.
1 I !
REGISTER OF DEEDS
LOT 14 LOT 13
j PH DOIPG 179 11 11
moo•
1
LEGEND
O RIP
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O ECM
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— — — —
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NCGS FAZRCLO77I (NAD 83)
SURVEY FOR
CUMBERLAND COUNTY
BOARD OF EDUCATION
GRAYS CREEK TOWNSHIP
CUMBERLAND COUNTY NORTH CAROLINA
MARCH 1998 SCALE 1" = 200'
GRAPHIC SCALE
m m m
IN rm)
1 1.ch - 2N M

1. TMN PROPRBTY lS SUBJECT TO A
RIGHT -OF -MAYS, AND AGPJMM
]ME DATE OF TRIS PLAT.
2. THIS SURVEY LS LOCATED DV A P
IS REGULATED BY ORDINANCES I
3. 7HL4 SURVEY IS FROM DVFORIIAM
OF RECORD DV CW[BERI.AND COL
LOCATED IN THE FLMO.
4. IRON RODS SST AT AIL CORNERS
5. AIL MSTANC S ARE HORIZONTAL
8. COYBDVED GRID FACTOR - 0.0001
AND ALL EASfMMTS,
OF RECORD PRIOR- TO
TON OF THE COUNTY THAT
'REGULATE 1AMU.
FOUND IN DEED AND PLATS
!REGISTRY AND CORNERS
LESS OTHER = NOTED.
AREA 1NFORMATIO.
AREA BY COORDINATE
TOTAL ARRA IN TRAC
104.70' N 50'42'07' E 10 1
105.09' N 60.04 41' E Q g'' /
98.83, N 6LY05'18' E 6 /
100.89' N 58'4B'51' E ��61/
159.80' N 58.41 10' N
303.55' N 68'40'08' E
104.778 N 68'34'31' E �� /yq AX BUD
103.66' N 68'18'30' E g'
103.71' N 80'00 27' E
101.33' N 60'18 37' E
BB.44' N 61'00'00' E
91.08' N 13'5E 2T 1I Lg r ✓ -- - ~ \\
E& Hi
Mp
/. Of RE BARN
'HOODS'
AUR ULL W. cau"Lam, JR
THOMAS H. CRUMPLHR
and wife, PATRFCIA W. CRLWLER
RORERT P. CRUYPLER
and wife, LOULSE F. CHUYPLER
DB 3307 PG 100
PB 48 PG 48
STEPSE111 NELSON RADFtlRD
end wife, LINORA MOCK RADFORD
BB 4164 PGI710
PH 00 PG 5
STATE OF NORTH CAROLM
COUNTY OF
I, AffvM► OFFIm OF COUNTY,
CRRTD'Y THAT THE YAP OR PLAT TO WATCH IRIS CBRPIFICdTION L4
AM= JLESDi ALL STATOTORY REQUlREAMM FOR RECORDING.
SURVEYOR:
MU" C Yc2VAK JIL RKY" OFFICER
200 S.W. BROAD Sr.
SOUTHERN PDIm'S, N.C. 28387 DATE
(D1o) OB2—E