Plainview Elementary School

✓ 1 /-/ &C.r111 411-1w
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
DIVISION OF WATER QUALITY
GROUNDWATER SECTION
September 2, 1999
MEMORANDUM
To: Bill Jeter, Section Chief
On -Site Wastewater Section
Division of Environmental Health
Through: Ted L. Bush, J4
From: Brian Wootton ,6d✓/
Subject: Plainview Elementary School
Subsurface Drip System
Sampson County
DEH #99-9/GW 99137
Ishwar Devkota: Review Engineer
The Groundwater Section has reviewed the subject permit application for the
construction and operation of 7200 GPD, subsurface drip system to accommodate
domestic waste from the school. No monitor wells are necessary at this time, since the
area is supplied by county water and the closest water supply well is greater than 500
feet from the disposal fields.
Based upon the Groundwater Section's review of the subject permit application
and supporting documentation, the Groundwater Section makes the following
recommendations:
The COMPLTANCE 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 in addition
to the penalty provisions applicable under General Statute 143-215.6A(a)(1).
1636 MAIL SERVICE CENTER, RALEIGH, NC 27699.1636
AN EQUAL OPPORTUNITY / AFFIRMATIVE ACTION EMPLOYER
GROUNDWATERISECTION
2728 CAPITAL, BLVD., RALEIGH, NC 27604
PHONE [phone] FAX [phone]
SO% RECYCLED/10% POST -CONSUMER PAPER

In accordance with 15A NCAC 2L, a REVIEW ROTINDARY is established around the
disposal system 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.
2. Any groundwater quality monitoring, as deemed necessary by the Division of Water Quality,
shall be provided.
cc: Art Barnhardt
Permit Files

GROUNDWATER SECTION
DIVISION OF WATER QUALITY
GWN: Plainview Elem School DEHN:?? .4" DER
Review by: Jennifer Phillips Date:June 24. -1999
Field Investigation? (Y/N): Y County:Sampso
Facility Name: Plainview Elem School
Location: Hwy 421 between Spivgy's corner & Dunn
Disposal System:Subsurface (septic)
Design Cap. (GPD): 6000
Description of Facility: Elem School
Size of Impoundment (Ft. Sq.)— &/or Size of Application Area: 2 acres
Waste Source:
Mun. Sludge_ ; Mun. W.Water_: _Primary_Secondary _ Tertiary
Ind. Sludge_ ; Ind. Well Water_ Others: School Waste Water
Distance from Waste Source to nearest:
Stream: > 500 Ft.
Well: >50 Ft
For Well: Type of use: Irrigation (maybe domestic) Depth: Unknown Pump Rate (Est): Unknown
What design conditions will reduce/increase chance of gw contamination:_
What natural site conditions will reduc /increase chance of gw contamination: Good soil and cover crop for
nutrient uptake.
Depth to: Bedrock 300+ Ft., Seasonal High W.T.=S Ft., Annual W.T. Flux_:5 Ft.
Surficial Aquifer: Bedrock/Artesian Aquifer:
Gen. Lithology: Sandy loam Gen. Lithology:
Hyd. Cond.:-,Q2 Ft./Day Hyd. Cond.: Ft./Day
1-]Measured X Estimated DMeasured DEstimated
Thickness:_ Ft.
Legrand: Site Numerical Description= 15 a Z 1 4 Aa _v _y 0
T 1 2 3 4 5 6 6A 6B
Hydrogeologic Site Grade: D Situation Grade: -813
No. of Monitoring Wells: Proposed: Up-0- Down 0 Existing: Up-0- DownQ
Proposed Sampling Schedule & Parameter(s): Take one grab sample (geoprobe or hydro punch) to determine a
background nitrate level.
Have there been any exceedences of the groundwater standards? Yes_ Nqx
Has any enforcement action been taken? Yes_ No_ Date of Action:_
Summary of enforcement action taken: NIA
Remarks/Recommendations ( Continue on Reverse, if necessary):_ FRO recommends that permit be issued without

NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
FAYETTEVILLE REGIONAL OFFICE
I-VAIMMITIMM"I DI NJ
FAYETTEVILLE REGIONAL OFFICE
DIVISION OF WATER QUALITY
- GROUNDWATER SECTION
DA
TO: l3ri
FAX#: q 1 e1=11-.nsg3
FRONT:` %.je-VtYLL;2a✓L t2S
Number of pages, including cover: 2-
225 GREEN STREET, SUITE 714, FAYETTEVILLE, NORTH CAROLINA 28301.5043
PNONE 010-486.1541 FAX [phone]
AN EQUAL OPPORTUNITY/ AFFIRMATIVE ACTION EMPLOYER -50%RECYCLED/109o' POST -CONSUMER PAPER

DIVISION OF WATER QUALITY
GROUNDWATER SECTION
NIRNIORAND IITNi / /%/—
TO: //r��/ / ^�ha�tX�-
Q/7e i��(�/e%� //R�'egiio_onalOffice
FROM: 1 Y2n b6),67�7`ts.Z.J
SUBJECT: Application for
Permit Renewal,
"fXNew Permit
����
AUG 1 3 1999
REG O�CL
Permit Amendment
_Repair/Alteration of Exist. Disposal System (DEHJ
FacilityName: `r 'in (/teed Ze e-,,L4^"f
County: �ivnoS6rt -
Type of Project: 56t64U' '—e
APPLICABLE PERNUT NO.s: WQ
DEH / (—•-%
EPA (CONST. GRANTS)
GW
ANIMAL WASTE (DWQ)
AtoC
The Groundwater Section has received ONLY ONE (1) copy of the referenced permit application. A copy of the
application should have been sent to your Regional Water Quality Supervisor, so please use that copy for
your review - IF A COPY HAS NOT BEEN RECEIVED N THE REGIONAL OFFICE, PLEASE LET ME
KNOW.
The Groundwater Section has received ONLY ONE. (1) copy of the referenced permit application. A copy of the
application should have been sent to , DEH's Regional Soil Specialist, so please use
that copy for your review - IF A COPY HAS NOT BEEN RECEIVED N THE REGIONAL OFFICE, PLEASE
LET ME KNOW.
The Groundwater Section received two (2) copies of the referenced permit application. One copy of the
application documents we received is attached.
Please review the application materials for completeness. If you feel additional information is necessary, please
let me know no later than A copy of any formal request for additional information
will be forwarded to you.
If you d not need anv additional information to complete your review, please provide your final comments
by Zt9kSt% jyf. If you request and/or receive additional information, your final comments
\9-98TRAN.SHL (rev. 9/29/98)

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PLAINVIEW ELEMENTARY SCHOOL
DESIGN CALCULATIONS
I VIA
CONVENTIONAL SEPTIC SYSTEM
3-2(e-99

PLAINVIEW ELEMENTARY SCHOOL
CONVENTIONAL SEPTIC SYSTEM DESIGN CALCULATIONS
Prepared For: Sampson County Schools
Prepared By: The Rose Group, Inc. TRG Project No. 98251
Clayton J. Hayes, EIT 3/23/99
In reference to the soil/site evaluations, hydraulic measurements and analysis
made by Southeastern Soil and Environmental Associates, Inc., this site was found to be
suitable for a conventional septic system (trench with pressure manifold). The following
design methodology is presented in accordance with Local, State, and Federal regulations
and guidelines (ref: Laws and Rules for Sewage Treatment, and Disposal Systems 15A
NCAC 18A .1900):
Effluent Design Flow Estimate
600 (students & faculty) x 12 gpcpd = 7,200 gpd
7,200 gpd x 5 operational days = 36,000 gallons
Equalize over 6 days (including 1 day residual):
36,000 gpd / 6 days = 6,000 gpd to leach fields
Determine Leach Field Requirements
Long Term Acceptance Rate (LTAR) provided by Southeast Soil & Environmental
Associates = 0.5 gpd /sf
Required Leach Field Area = 6,000 gpd / 0.5 gpd / sf=12,000 sf
Total length of nitrification lines required = 12,000 sf / 3 ft. trench width = 4,000 LF
Construct two (2) fields with 2,000 LF each, with 10 lines from each manifold @ 200
LF each line.
Minimum spacing between lines = 3 times width of the trench (per Reg.).
Therefore, O.C. spacing is 9.0 ft.

Determine Minimum Volume and Dimensions of Septic Tank
Since the design flow exceeds 4,500 gpd, the volume V = Q (per Reg.)
Therefore, Vs = 7,200 gallon capacity
Select "8,000" gallon pre -fabricated septic tank with actual inside dimensions of:
20'L x 10'W x 6.5'D (see attached detail as example)
Determine Dosing Requirements
The dose volume from the pump system shall be of such design so as to fill the
nitrification lines from 66% to 75% of their capacity at each discharge (per Reg.).
Dosing will alternate between the two fields. Therefore;
The volume of liquid in 4" diameter nitrification lines (full) in a single field
= 2000 LF x 3.14 (4/12)^2 / 4 = 174.44 c.f.
174.44 c.f. x 7.48 gal/c.f. =1305 gallons
1305 gallons x 66% = 861.3 gallons per dose, each field
Determine Minimum Volume and Dimensions of Pumping Tank
Minimum liquid capacity = minimum pump submergence requirement
+minimum dose volume requirement
+ emergency storage capacity requirement
Trial 1) Select: 12,000 gallons with inside dimensions: 20'L x 10'W x 8'D
Actual tank volume =1,467 c.f. or 10,970 gallons (to the pipe invert)
Minimum pump submergence requirement = (1'x 10'x 20') = 200 c.f. = 1,496 gallons
Minimum dose volume requirement = 861 gallons per dose (from previous calculation)
Emergency storage capacity (24 hr) = 7,400 gallons
The total required volume =1,496 + 861 + 7,400 = 9,757 gallons
Check Freeboard Amount
The actual freeboard volume=10,970 — 9,757 = 1,213 gallons
The freeboard height = 1,213 gallons / 7.48 x 20 x 10 = 0.8 ft. or 9.6 inches
9

Imprint on Tank:
SRTC
8 20'-0" g' STB-164
8000 Gal
6" 78"
8"6x 4"deep
8"
r— — — — — — — —
— — — — — — — — -rl— —
II
— — — — — — 1
I
I
I
la
I
I•I
I
56"
I
rI
I
n
I
—0„
I
II
I
r7
I
56"
I
H
I
I
I
L-----------------il---------
II
j
g"
8"6x 4"deep
Vulcan V-1384 Rings and
Covers brought to grade
by Contractor
g 6 Wt. = 26,000 lbs. 8 d 4"
T ". — T
Wt. = 31,000 lbs.
—„ Flow Holes 6'-6"
1"6Butyl Rubber 66" Water Level 6 Typ of 5
Sealant in Joint
• 33"
Wt. = 26,000 lbs.
;. 8,.
Baffle Wt. = 4,766 lbs.
8000 Gallon Septic Tank
Traffic Rated

Therefore, pump tank size is adequate. Note: freeboard volume is not a requirement per
Regulations, however, it is incorporated as a factor of safety in this design since the
actual volume of the pump tank is pre -determined as a standard pre -manufactured size.
Select "12,000" gallon pre -fabricated pump tank with actual inside dimensions of:
20'L x 10'W x 81D (see attached detail as example)
Determine Dose Time and Actual Pumping Rate
Set dose time @ 10 minutes (range is 5 to 10 minutes, with 15 as maximum per Reg.)
Therefore,
861.3 gallons per dose, each field / 10 minutes = 86 gpm
System Parameters
(ft.)
LWL in pump tank (pump off elevation) = 198.88
Highest elevation in line = 206.80
Static Head = 206.80—198.88 = 8.0
Allowance for Pressure Head at Manifold = 4.0
Adjusted Static Head = 12.0
Force Main Length (line #2) = 767.2
Force Main Size = 4 inch
Equivalent Length of Fittings (Threaded)
Item
Size in.
45 deg. ell.
4
90 deg. ell.
3
gate valve
3
gate valve
4
check valve
3
tee -line flow 3
3" x 4" increaser
4" x 6" increaser
pipe �
3
Quantity E_
quiv. Length (ft.)
per Item Equiv. Length (ft.)
4
5.0
20.0
3
10.0
30.0
2
2.0
4.0
1
2.5
2.5
1
22.5
22.5
1
10.0
10.0
1
0.5
0.5
1
0.5
0.5
1
10.0
10.0
Equiv. Length of Fittings = 100 ft
13

2"
Knockout 246 Cast Iron Ring and
e �Cobrought to Grade by
Contractor
F a.
imprint on i anK:
SRTC
PT-166
12,000 Gal
36"Square Minimum Opening
(Sized per Job Requirements)
10,-0"
.. . '
B17.
B 6 2�1 "
Wr = 36,350 lbs.
1.5" Diameter Butyl Rubber
•'
Sealant in Joints with
54"
"
6" Band of Nonshrink Grout
Wr = 31,000 lbs.
8 —�
Wr = 36,350 lbs.
21"
12,000 Gallon Pump Tank
Traffic Rated
T
S

Total Equivalent length = 767 ft. (line #2 with longest length) + 100 ft. = 867 ft.
Develop the System Curve
The Hazen -Williams friction loss calculation was employed in calculating the system
demand curve. This was created using XL spreadsheet (see attached information).
The theoretical design point was calculated as: 86 gpm @ 18 ft. TDH
Pump Station
Based on the manufactures' pump curve, the following pump(s) are selected (see attached
pump curve):
Non -clog wastewater pump
Manufacture: Myers (or approved equal)
Discharge dia: 3 inch
Speed: 1750 RPM
Max. Solids: 3 inch
Impeller Dia: trimmed to 5 3/8 inch
Set Float Switch Levels Between Pump "on and Pump "off'
Note: Use 2 alternating pumps (10 States Standards)
Variables: P = pump capacity (cfs)
I = Inflow (ADF in cfs)
T = run time (sec.)
Y = vertical distance between on and off levels (ft.)
A = cross sectional area of pump tank (s.f inside dimensions)
= 20' x 10' = 200 s.f.
Unit conversions:
7.48 gal/c.f.
P=86gpm=0.192cfs
I = 7,200 gpd = 0.011 cfs
Case 1— Pump on during inflow (worst case)
Pump time on T = AY / P-I
Solve for Y
600 = (200 x Y) / (0.192 — 0.011)
Y = 0.54 ft. or approx. 6.5 inches
H

HAZEN-WILLIAMS FRICTION LOSS CALCULATION
C FACTOR
120
FM DIAMETER (IN.)
4
0.333333
0.087222
STATIC HEAD (FT.)
12
PIPE EQV.LENGTH (FT.)
867
RANGE FOR Q (GPM) - 8 No.'s
50
60
70
80
Q (GPM)
Q (CFS)
Hf
V (FPS)
V212G
50
0.111
2.117644
1.277291
0.025333
60
0.134
2.967142
1.53275
0.03648
70
0.156
3.946298
1.788208
0.049654
80
0.178
5.052136
2.043666
0.064864
90
0.201
6.282134
2.299125
0.08208
100
0.223
7.634112
2.554583
0.101334
110
0.245
9.106154
2.810041
0.122614
19n
n 9R7
1n RORRR
z nRRR
n 1aFQ71
T-
Hs
90 100
TDH
12 14.1
12 15.0
12 16.0
12 17.1
12 18.4
12 19.7
12 21.2
17 77 R
7,

Case 2 — Pump on with no inflow
Pump time on T = AY / P
Solve for Y
600 = (200 x Y) / (0.192)
Y = 0.58 ft. or approx. 7 inches
In both cases, the Y values are close, since the inflow amount is small compared to the
pump flow. Therefore, set pump "on" elevation 0.54 ft. above pump "off' elevation.
Calculation of Dose Time Periods
86 gpm x 10 minute dose intervals = 860 gallons per dose
6,000 gpd / 860 gal. per dose = approx. 7 doses per day
Calculation of Pressure Head for Adjustment of Timed Dose System
Each pressure manifold to have 10 taps
Flow per tap (Q) = 86 gpm / 10 taps = 8.6 gpm
Using %: " taps, actual inside dia. = 0.608 in.; calculate pressure head (h):
Q =13 d^2 x h^0.5
8.6 = 13 x 0.608^2 x h^0.5
h = 3.20 ft.
Q

Pump Specifications

MRE.24.1999 8:23RM FE 11YERS EMVIROMEIYIR irU.baa r1.1
3MW SERIES
THE HEAVY-DUTY MYERS 3MW SERIES SEWAGE
PUMPS ARE' DESIGNED FOR USE IN RESIDENTIAL
RAW SEWAGE AND LIGHT COMMERCIAL APPLICA-
TIONS. 3MW pumps are availdble In single and
double seal configuration. The enclosed two vane
Impeller provides high efficiency pumping and
easily handles trashy solids normally found In
sewage applications. This -series is offered with
vertical discharge and easily adapts to a quick -
disconnect slide rail system. For more information,
call your Myers distributor or the Myers Ohio sales
office at 419-289.1144.
ADVANTAGES BY DESIGN '
■ High efficiency hydraulic design cuts pumping
costs and extends life of fluid end components,
■ Two -vaned rounded port impellers easily handle
solids at high operating efficiencies,
■ Offered 1n two speeds to cover larger operating
range,
■ Hydraulic end virtually maintenance free,_ No
close running tolerances have to be maintained
or adjusted,
■ Volute seal ring replaces in minutes If wear
should occur with no adjustments needed.
3" Non -Clog Wastewater. Pumps
Vertical Discharge
2" Solids Handling - 3450 RPM
21/21' Solids Handling - 1750 RPM
DURABLE MOTOR WILL DELIVER NP-N I IL"D
OF RELIABLE SERVICE
■ 011-filled motor for maximum heat dissipa-
tion and constant bearing lubrication.
■ High torque; permanent split capacitor
(PSG, single phase motors. No starting
switches or relays to wear out.
Is. Optional seal leak probe warns of seal
leak condition, (Dual seal motors only.)
Helps prevent costly motor damage,
■ Motors have on winding current and
temperature sensitive overload. (Single
phase only,)
■ Motor is held in place by 4 screws, Easily
removed if service is ever needed.
PRODUCT CAPABILITIES
Capacities To
330 gpm
20.82 Ips
Heads 7b
921L
26.0 m
SolidsHandling '
1750 rpm
3450 rpm
2'h In.
2 In.
63.5 mm
50.6 mm
Liquids Handling
raw sewge, rain water,
effluent
Intermittent Liquid Temp..
140°F
60'C
Winding Insulation Temp.
(Class B)
266°F
130'C
Available Motors
(single phase are psc type;
three phase need Myers
control panel.)
1750 rpm 3450 rpm
11/2-3 HP 1.3 HP
208/230 volt 10, 60 Hz
208/23014601675 Voll,
30, 60 Hz
Third Party Approval
CSA, UL Pending
AceeptabiepHRange -
•6.9
Specific Gravily
9-1.1
Viscosity
28-35 SSU
Discharge, Vertical
3' NPT
Minimum Sump Dla. (Duplex)
48 in.
1.2 rn
ion Materials
using, Seal
Case
cast Iron, class 30Volute
ASTM A48
2•Vane Impeller
ductile Iron, class 65ASTM A536ntrol
Cords
A
SJOW/SJOWA SOW/SOWA, 20 ft.cal
Seal
single, type 21standard-carbon/ceraMICoptional.tungsten carbideotor
Shall
416 SSTs
300seriesSSt
HERE INNOVATION MEET
A ftws
ISO 9001 Certified Company

MAR.24.1999 8:24AN FE MYERS EMVIROMEMTA 110.638 P.2
3MW SERIES
POWER CORD
Jacket sealed with com-
ol
lpolled wllh
Vresepoxy tos.
In case of
MOTOR HOUSING
cprevent ord
damage.
\
Cast Iron for eUlClenl
transfer and
/
rrasioslon resistance.
corrosion
BEARDiGS
Upper and lower
ball sup
Take radlappodlarotornd.
thrust loads.
MOTOR
1. Ph. 2 and 3 HP single
or three phase, 60 Hz,
3450 RPM. I'A. 2 and 3
HP single or three
phase, 60 Hz,1750 RPM.
Single phase PSC motors
have built -In on
winding overload
and lubricated oll-cvoted
HIGH EPPICIENCT
CAST IRON VOLUTE
Corrosion resistant.
3' NPT vertical
discharge vrllh legs.
17SO RPM SHOWN
Handles 2rR
spherical solids
PUMP OUT VANES
ENCLOSED TWO
VOLUTENMPELLER
Neap keep trash from
seal, reduces
VANE IMPELLER
SEALRDIG
pressure at seal
}Ugh elRclency.
Maintains high
laces,
Standard cast Iron
elllclency and
construction,
reduces reclrcula-
Ran. Replaceable.
SHAFT SEAL(S)
Carbon and ceramic
laces. Dual landem
seals extends molar life.
Opllonal tungsten
carbide.
SEALLEAEP➢OBE
Optional probes (dual
seal only detect water
leakage n seal housing.
Activates warning light.
34011 xrm ARV rin
Handles 2° spherical
solids
311 Non -Clog Wastewater Pumps
Vertical Discharge
21r Solids Handling - 3450 RPM
21/2" Solids Handling - 1750 RPM
DIMENSIONS
1750 RPM
Double seal overall height
[ ] Dimensions in mm
PERFORMANCE CURVE
Capacity In Liters
Capacity In Gallons
3450 RPM
a
G
s
s
3
R
C
F.'E. Myers, 1101 Myers Parkway, Ashland, Ohio 44e05-1969
K3918 4n r r ���m 4191289-1144, FAX: 4 try.ne •e658, rs 98-7443
Printed In U.S.A. www.Induslry.neUfe.myers
Myers (Canada), 269 TaIllum Drive, Kitchener, Ontario N2G 4W5
c4n17.1G.4A7n FAY, MW7AR.9559

MRN. eel. iy&3 8: E5RM FE MYEP.S ENVIP.OMENTA NO.638 P.3
Pump Performance
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SUBMERSIBLE SEWAGE PUMP
Discharge, 3' NPT
MOMENMEMEME MOONS Max, Solid's: 2V2*
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Pump performance I5 based on clear waler (l.0 sped ric gra%rily 4d 68•F) and pump fluid end (hydraulic) efficiency. Motor data based on 4u-c amblont lemperalure.
Motor Electrical Data
Service
Service
NEC
Start
Run
Factor
Run
Factor
Start
Run
Code
Service
Model
P
Voila
Phase
Amps
Am s
m s
K
KW
KVA
KVA
Letter
Facto
3MW15M4-01
1.5
200
1
25,2
13.8
13.8
3.1
3.1
5.0
2.8
A
1.0
3MW15M4.21
1.5
230
1
24.0
1'{.o
12.0
2.7
2.7
5.5
2.8
A
1.0
3MW15M4.03
1.5
200
3
36:8
9.0
9.8
1.7
1.7
12.7
3.4
G
1.0
3MW15M4.23
1.5
230
3
32.0
6.6
8.6
1.7
1.7
12.7
3.4
G
1.0
3MW75M4.43
1.5
460
3
16.0
4.3
4.3
1.7
1.7
12.7
3.4
G
1.0
3MW15 4.53
1.5
575
3
12a
3.
3.4
1.7
17
12.7
3.4
G
1.0
3MW20M4.01
2
200
1
25.2
16.5
15.5
3.5
3.5
5.0
3.1
A
1.0
3MW20M4.21
2
230
1
24.0
13.5
13.5
3.1
3.1
5.5
3.1
A
1.0
3MW20M4.03
2
200
3
36.8
10.4
10.4
2.2
2.2
12.7
3.6
G
1.0
3MW20M4.23
2
230
3
32.0
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52
® F. E. Myers, 1101 Myers Parkway, Ashland, Ohio 44605-1969
K3635 4/97 419/269.1144 •FAX: 419/289•6658 1vww.industry.neUle.myars Printed in U.S.A.

MRP,.24.1999 8:26RM FE MYERS ENVIROMENTR
i
NV. bib r. q
3MW SERIES
SINGLE SEAL SEWAGE PUMPS
SPECIFICATIONS
SEWAGE PUMAS - Pump(s) shall be F. E. Myers 3MW series sewage pumps selected In accordance
with the following design criteria:
Number of Pumps: Z
Primary Design Flow: 8C 6710m
Primary Design Head;
Minimum Shut-off Head:
Motor Horsepower:
Motor Speed: RPM
Electrical: 290V
S3/8 PUMP - The pump shall be designed to handle raw sewage and be capable of passing Z !z Inch
spherical solids (2". for 3450 RPM, 2'/2" for 1750 RPM). The pump shall be capable of handling liquids
with temperatures to 140OF intermittent and shall be capable of running dry without damage to the
seals or bearings.
MOTOR - The pump motor shall be of the submersible type rated 1, 1-1/2. 2 or 3 HP quired.
Motor shall operate at /7S0 RPM and shall be for 208 or 230 volts single phase, D 2�08 230, 460, or
575 volts, 3 phase, 60 cycles. Single phase motors shall be of the permanent split capacitor type with
no relays or starting switches. Three phase motors shall be squirrel cage induction type. Stator wind-
ing shall be of the open type with Class B Insulation rated for 1300C maximum operating temperature.
The winding housing will be filled with clean dielectric oil to lubricate bearings, seals, and transfer heat
from the windings to the outer shell. The motor assembly shall be of the standard frame design and
shall be secured in place by four threaded fasteners allowing for easy field servicabllity.
The motor shall be capable of operating over the full range of the performance curve without overheat-
Ing the motor and causing any objectionable noise or vibration. The common motor pump shaft shall
be of 416 stainless steel and shall be heat shrunk into the die cast motor rotor. The motor shall have
two bearings to support the rotor; an upper ball bearing to accommodate radial loads and a lower ball
bearing to take thrust and radial loads. Ball bearings shall be designed for a B-10 life of 50,000 hours.
A heat sensor thermostat and overload shell be attached to the top end of the motor windings and shall
be wired in series with the windings to stop the motor if the motor winding temperature reaches 130°C
(2660F). The overload thermostat shall reset automatically when the motor cools to a safe operating
temperature. Three phase motors shall be protected by 3 leg overioad relay In control box. Overload
shall be of the quick trip ambient compensated type and shall have manual reset button.
POWER CORD - The motor power cord shall be SOW/SOWA. The cable jacket shall be sealed at the
motor entrance by means of a rubber compression washer and compression nut. A heat shrink tube
filled with epoxy shall seal the outer cable jacket and the individual leads to prevent water from entering
the motor housing.
SHAFT SEAL - The motor shall be protected by a rotating mechanical shaft seal. The seal shall have
carbon and ceramic seal faces lapped to a tolerance of one light band. Metal parts and springs for
seals shall be 300 series stainless steel. Seal faces of tungsten carbide are optional.
/Z,

MAR.24.1999 8:27AM FE MYERS ENVIP.OMEMTR NO.638 P.5
PUMP IMPELLER - The pump impeller shall be of the two vane enclosed type. The. impeller. shall be t
constructed of A48 Class 30 cast Iron. A replaceable Buna-N sealing cup shall effect a seal between
the volute and impeller in order to maintain high efficiency and prevent recirculation. The Impeller shall
be threaded onto the 416 stainless steel pump/motor shaft. • .
PUMP CASE - The volute case shall be cast Iron and have a vertical 3" NPT threaded discharge. It
shall have three cast feet that provide stable support and allow proper operation when standing on
floor.
PUMP AND MOTOR CASTINGS - All castings shall be of high tensile strength Class 30 gray cast iron.
Castings shall be treated with phosphate rinse and painted with a high quality air dry alkyd. enamel.
FASTENERS - All exposed fasteners shall be of 300 series stainless steel
I(3830 4197
43 .

a Ny
Manifold Specifications

0

Fitting to allow for connecting aluminum or steel
clear pressure monitoring tube shoebox-type covers with Dn
(leave tube in bottom of vault) (150 lbs. each, inax
Support straps
or bars
Ball valve Manifold supports
Dead level manifold installation
Gravel pit for internal drain discharge
Profile View of Pressure Manifold for Sloping Site Installation
(not to scale)

tiP
August 5, 1999
MEMORANDUM
Ted Bush
Permits and Compliance Unit
Groundwater Section
Division of Environmental Management
FROM: Ishwar Devkota -b
On -Site Wastewater Section r'
Division of Environmental Health—
SUBJECT: Ground Water Section Review of Plans, Specifications, and Substantiating Data Received
for: Plain view Elementary School Wastewater System, in Sampson County.
Project No. 99-9
Type of Facility: Elementary school
Type of System: Subsurface drip system
Design Flow: 7,200 gpd (6,000 gpd equalized over six days)
Attached you will find copies of plans and supporting information for the on -site wastewater system to serve
the above referenced facility. Please review this project for predicted compliance with state groundwater
regulations, including projected impacts on the relationship of the shallow water table aquifer to the ground
surface in the vicinity of the proposed drainfields, in accordance with our Memorandum of Agreement.
This project has been assigned to Ishwar Devkota, Environmental Engineer for review and to whom all future
project -related correspondence should be addressed, and who may also be reached by phone [phone]), E-
mail([e-mail]), or by fax [phone].
Our Regional Soil Specialist serving this area is Dave McCloy, phone number (910)-692-4118, who has also
been provided a copy of the attached materials and has been asked to the extent practical to coordinate any
field investigations deemed appropriate with the Regional Groundwater Hydrologist
Please conduct your review as soon as practical, and if we can provide any additional information, please
don't hesitate to contact us. Your assistance is greatly appreciated.
cc: File 99-9

Southeastern
Soil & Environmental Associates, Inc.
P.O. Box 9321
Fayetteville, NC 28311-7696
Phone/Fax [phone]
Soil/Site Evaluations, Hydraulic Measurements
and Mounding Analysis
Proposed Plainview School
On -Site Subsurface Wastewater Treatment System
Sampson County, North Carolina
December 1998
SOIL/SITE EVALUATION • SOIL PHYSICAL ANALYSIS • WETLANDS MAPPING • LAND USE/SUBDIVISION PLANNING
GROUNDWATER DRAINAGE/MOUNDING • SURFACE/SUBSURFACE WASTE TREATMENT SYSTEMS, EVALUATION & DESIGN

0
The following is a brief summary of the results obtained during analysis of the soil/site
shallow aquifer information collected from the Plainview Elementary School site. The
purpose of the analysis was to characterize the site's soils and hydrology in order.to assess
its suitability for an on -site treatment system'to serve the project. Data collection and
analysis were performed by Mr. Mike Eaker and Mr. Dwayne Graham of Southeastern
Soil and Environmental Associates, Inc. (SSEA). Mr. Dan Holland (Sampson County
Health Dept.) was consulted at the time concerning the evaluation. The main objective
of the study was to determine the site's hydraulic capacity and the height of the
groundwater mound for a 6,000 gpd system.
Some 26 shallow (typically 4 feet) borings were made on a 100 foot grid. In addition 4
deep borings (typically 16+ feet) were performed at well locations. Profile descriptions
from shallow and deep borings are shown in the accompanying tables. Areas of
suitability, soil boring and well locations are shown on the attached map. Relative water
table elevations observed are also shown in the accompanying tables.
No aquitard was encountered within 16 feet of the soil surface. The thickness of the Cl,
C2, C3 and IIC layers with the slowest conductivity in the Cl layer were used in
determining the "effective" transmissivity.
Methods
Borings
Hand auger borings were made to determine soil layering on -site. Attached tables give
profile descriptions for each boring. In general, there are sandy surfaces .1.0' to 4.0' thick
that overlie a finer textured Bt (light sandy clay loam) which ranges from 0.8' to 3.3' in
thickness. Below the Bt horizons are transitional sandy loam, fine sand and coarse sand
horizons whose combined thickness ranges from 4.5' to 8. Fin thickness. Immediately
below these layers are more permeable sandy (IIC) layers that extend beyond 16 feet
where are borings stopped. These soils (at the proposed drainfreld and repair area site)
are most like the Autryville soil series.
Z

Hydraulic Conductivity
Saturated hydraulic conductivity of the upper unsaturated zone (layers from the Bt to the
C1) were measured using a constant head permeameter as described 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".
Hydraulic Conductivity of the saturated zone (layers from the C2 to HQ was measured
using the "auger hole pump out" method as described in M thQd of Soil Analvsis, Part 1,
Chapter 29, 29-2.1 Augerhole Method, pp. 736 - 743.
Results
The map indicates the locations where detailed hydraulic measurements were made on -
site. The results of the miscellaneous tests are shown in the accompanying tables. As
expected, the saturated hydraulic conductivity of the sandy BC horizon was higher than
Bt horizon above it. The conductivity of the sandy A and E horizons were not measured
since they obviously have higher conductivities. The sandy clay loam Cl layer is the
most hydraulically restrictive of the subsurface layers and will control system
performance on -site.
Conductivities measured in the Bt horizon at depths just below or where trenches would
be placed (typically 24 to 30 inches) ranged from 242 to 300 cm/day. This equates to
59.4 to 73.6 gpd/sq. ft. T propns_ + or_ slsitelis 0 5 gp q. Therefore, the
proposed effluent application rate does not exceed the soil conductivity. In fact, the
lowest Ksat value is less than is°/-0 pL4psf_se M ' OF
• Transmissivity
Transmissivity of the unsaturated zone of the shallow unconfined aquifer at the site was
calculated by utilization of the Ksat data and profile descriptions collected.
Krciinnessiaftthe�-4MI imuitipfiedgb itsrsaturated
ransmissivity }iequa�ghtoytl-
v�c�cca lic'�on`duetivt -gLgl -sat,- "Deep" tests of the saturated zone often include the deep

parts of the aquifer which do not react to injections of wastewater at the surface. &Hk�
During the site evaluation, no aquitard was found within 16 feet of the soil surface.
Therefore the thickness of the aquifer is the difference in the average height of the water
table (4.5' estimated by colors of chroma 2 or less) and the top of an aquitard. Since no
aquitard was found within 16 feet, the transmissive layer is at least 11.5' thick at the
location of the proposed septic drainfield. The thickness of the layer may be somewhat
thicker, however, the conservative approach was used since deeper borings were not
made.
The saturated hydraulic conductivity of the Cl horizon is shown in the accompanying
tables. Using the equation T = Ksat x b, we calculated that the effective transmissivity at
the site is 364 square feet per day. Using these calculated values, approaches were made
to predict the mound that would develop under the system.
Mounding Analysis
-[ie " - i�r"a � ` ' u versrty o ' s'—bows the tn�u�id;iesultii—` eac �eld��c,?
cM' _ Based on the water table average of 4.5' the resulting mound would rise
to approximately 3.5 feet. Under state rules, a 2' separation must be maintained from the
trench bottom to the top of the mound. This leaves 1.5 feet of soil depth for system
required foie. the system tem could be installed from sr �p "" aintaiii_tM
installation
i- r-� otseparation) .
Conclusions
It appears that a 0.5 gpd/sq.ft. LTAR will be adequate for a conventional trench with
pressure manifold distribution. The groundwater mound that would develop underneath
the drainfields would not come closer than 3.5' to the soil surface. B�lt
rZ

Please call if you have questions or require further information. SSEA is pleased to be of
service in this matter. We look forward to assisting you with any additional needs.
Sincerely,
Mike Eaker
President
k
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Depth (cm)
K (cm/hr)
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1.67
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254
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