NC0086550_ATC_20000407

State of North Carolina
Department of Environment
and Natural Resources •
Division of Water Quality r
James B. Hunt, Jr., Governor
Bill Holman, Secretary NCDENR
Kerr T. Stevens, Director
April 7, 2000
Mr.Jeffrey Lewis
Town of Fairmont
P.O. Box 248
Fairmont, North Carolina 28340
Subject: Authorization to Construct
ATC No. 086550ACA
NPDES Permit No. NC0086550
Fairmont Regional WWTP
Robeson County
Dear Mr. Lewis:
The Division of Water Quality's NPDES Unit has reviewed the Town of Fairmont's request for an
Authorization to Construct a new regional wastewater treatment facility near Boardman. the new
Fairmont Regional WWTP. The Division finds the proposed design to be satisfactory and hereby grants
authorization for construction of a 1.75 MGD activated sludge treatment facility including the following:
• Headworks:
• Two 1.0 MGD bar screens,one manually cleaned, one mechanically cleaned
• Aerated grit chamber
• Activated sludge system:
• Two 724,000 gallon rectangular aeration basins,
• Two 75 ft. diameter clarifiers (octagonal),
• Coarse-bubble diffused aeration system with three 3200 scfm centrifugal blowers,
• Blower building,
• Disinfection system:
• Gaseous chlorination and two 170,600 gallon chlorine contact chambers
• Gaseous sulfur dioxide dechlorination and 35,900 gallon contact chamber
• Chlorine and sulfur dioxide feed building,
• One cascade aerator,
• Solids handling facilities:
• One 30 ft. diameter gravity thickener
• Two aerated digesters, 376,000 gallons total volume
• One 444,400 gallon sludge holding tank
• One sludge loading station
• Laboratory and control building, and
• All associated structures, pumps, motors, valves, piping, wiring, controls, and other
appurtenances as described in the subject plans and specifications.
1617 Mail Service Center, Raleigh, North Carolina 27699-1617 Telephone[phone] FAX[phone]
An Equal Opportunity Affirmative Action Employer Internet: http://h2o.enr.state.nc.us/

401100it IMIII
II
Fairmont Regional WWTP
ATC No. 086550ACA
464 Page 2
,I r
This Authorization to Construc I e with NPDES Permit No. NC0086550, issued
June 9, 1999. The Division is, � r tion Permit No. WQ0015382 in January 1999,
authorizing construction of rela
• Pump Station No. 1 11 t the Town's wastewaters from the current
treatment plant site ti 1 ties and
• Pump Station No. 2; ge treated wastewater to the Lumber River.
Upon submittal of Engineer's t !tion for the entire project (see below), the Town
shall be authorized to disch; of treated wastewater to the Lumber River in
accordance with the condition s ' .;d in its NPDES permit. The Division understands
that, upon start-up of the regi s NPDES permit for the existing Fairmont WWTP
(NC0021059) will no longer 'scinded.
I
The key issue with the propos '5 MGD average design flow is considerably higher
than the sum of current flows will be pumped to the new plant. Because the plant
is designed with only two tres could face a significant challenge in meeting permit
limits across the full range o .resses this issue to a certain degree: it provides for
operating just one of the tv .. the lower flows and using an operating mode better
suited to those conditions. 1 ° j1 pects for connecting other wastewater sources to the plant
seem to be improving, and , dons could shorten the time that the plant has to operate
under low flow conditions. , is less than optimal. The Town should consider whether a
design change, such as cc , i 1 ,e- or four-train configuration, is appropriate at this time in
order to enhance the plant ` s ly meet permit limits over the wide range of expected flows.
Il 4
Fairmont is understandal attracting industry in order to boost the area's economy, and the
regional plant design in' t .city for industrial wastewater flows. The Town should be aware,
however, that the net .�' ,fically designed to treat domestic wastewater. Many industrial
wastewaters are not ' {.3s' .vent in this type of facility. Without special pretreatment, they can
exert toxic effects it ' 1',t ting the biological treatment processes and causing violations of the
NPDES permit lim y 1 ;fore committing to accept any significant industrial flows, the Town
must be convince de to the Division that the new wastewater is compatible with its
treatment plant. T- 1 so develop and implement a local pretreatment program, approved by
the Division, to cc al source(s)discharging to its treatment plant.
LI
Engineer's Certifi ''
Upon completin• I'll ill components of the regional project approved under this ATC and the
Wastewater Co �` ..). WQ0015382 and prior to operation of the new facilities, the Permittee
shall provide ' i. a certification from a professional engineer certifying that the permitted
facilities ha '' 1'1 .n accordance with the NPDES Permit, the Authorizations to Construct, and
the appro. ifications.
1
The Cer :mailed to:
:DENR/DWQ/NPDES Unit
17 Mail Service Center
sleigh, North Carolina 27699-1617
Additio II
In the e . ies fail to perform satisfactorily, including the creation of nuisance conditions,
the Pert j mediate corrective action, including those as may be required by this Division,
such as 'additional or replacement wastewater treatment or disposal facilities.

■ ■ ■ ■ I
Fairmont Regional WWTP
ATC No. 086550ACA
tit Page 3
The Permittee shall notify the Fayetteville Regional Office, telephone number [phone], at least
forty-eight (48) hours in advance of operation of the installed facilities, so that an in-place inspection can
be made. Such notification to the regional supervisor shall be made during the normal office hours of
8:00 a.m. until 5:00 p.m. on Monday through Friday,excluding State Holidays.
The Permittee shall employ a certified wastewater treatment plant operator to be in responsible charge
(ORC)of the wastewater treatment facilities.The operator must hold a certificate of the type and grade at
least equivalent to or greater than the classification assigned to the wastewater treatment facilities by the
Certification Commission. The Permittee must also employ a certified back-up operator of the
appropriate type and grade to comply with the conditions of Title 15A, Chapter 8G, .0200. The ORC of
the facility must visit each Class I facility at least weekly and each Class II, III, and IV facility at least
daily, excluding weekends and holidays; and must properly manage and document daily operation and
maintenance of the facility and comply with all other conditions of Title 15A, Chapter 8G, .0200.
The Operational Agreement between the Permittee and the Environmental Management Commission is
incorporated herein by reference and is a condition of this Permit. Noncompliance with the terms of the
Operational Agreement shall subject the Permittee to all sanctions provided by G. S. 143-215.6 for
violation of or failure to act in accordance with the terms and conditions of this Permit.
Failure to abide by the requirements contained in this Authorization to Construct may subject the
Permittee to an enforcement action by the Division of Water Quality in accordance with North Carolina
General Statute 143-215.6A to 143-215.6C.
The issuance of this Authorization to Construct does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances which may be imposed by other government agencies
(local, state, and federal) which have jurisdiction.
The Permittee shall maintain a copy of the approved plans and specifications on file for the life of the
facility. One(1)copy of the approved plans and specifications is enclosed for your records.
If you have any questions about this Authorization to Construct,please contact Mike Templeton, at (919)
733-5083, extension 541.
Sincerely,
izzirxm,,dt_„
err T. Stevens
Director
Enclosures: Project Plans and Specifications
Engineer's Certification Form
cc: Mr. William R. Lester,Hobbs, Upchurch&Associates(w/certification form)
Fayetteville Regional Office,Water Quality
Technical Assistance and Certification Unit
Central Files
NPDES Unit Files

ATC SUMMARY
Town of Fairmont - Regional WWTP
ATC No. 086550ACA
Lumber River, Class C-Sw
Lumber River Basin, 030751
Robeson County
SCOPE
The Town of Fairmont proposes to construct a 1.75 MGD regional wastewater treatment facility near
Boardman. The Town will abandon its existing treatment plant (NC0021059), convert it to a central lift
station, and pump its wastewater to the new plant. Treated effluent from the new plant will be pumped to
the Lumber River.The project involves approximately 11 miles of force main in all.
The influent and effluent pump stations and the influent and effluent force mains were permitted under
permit number WQ0015832, issued January 11, 1999. The scope of the current review is limited to the
new treatment facilities.
The ATC was originally received July 27, 1998, and returned until the NPDES permit for the facility was
issued on June 9, 1999.
RECOMMENDATIONS
1. Approve the revised ATC request as submitted, in consideration of
additional information provided by the design engineer.
2. Add comments to the approval letter linking it with the pump
station/ force main project and addressing design capacity and
industrial connection issues.
REVIEW SUMMARY
General
The key issue in the design review is that the 1.75 MGD average design flow is considerably higher than
current flows, which are around 0.5 MGD on a monthly average. Because the plant is designed with only
two treatment trains, operators could face a significant challenge to meet permit limits across the full
range of expected flows.
The flow projection for Fairmont was over-estimated in past planning efforts; DWQ issued speculative
limits for 2.0 MGD in 1995. The flow was reduced to 1.75 MGD, and the Town received a FONS1 for
the new plant at that flow. Later reviews revealed that even the reduced flow was more than needed for
the Town. Fairmont's plant is now being promoted as a regional treatment facility, with our support
and consistent with more recent wastewater planning efforts in Robeson County and surrounding
areas.
The Town is having some success recruiting other communities to connect to the regional plant, and it
now appears more likely that committed flows will approach a more comfortable 0.7-0.8 MGD by start-
up.
- 1 -

Design Issues
The main issues with the plant design are:
1. The facility design appears reasonable for a plant treating 1.75 MGD of domestic wastewater.
Current flows from committed contributors are approximately 0.5 MGD, and the design calculations
look at both Year 1 and Average Design Flow conditions.
2. Having only two treatment trains limits the operators' options for running the plant at low initial
flows. Even with only one train in operation and in extended aeration mode, the plant will be lightly
loaded. The main challenge in the new plant may be in managing the biological solids: maintaining a
healthy sludge in the system and keeping enough solids in the aeration basin to achieve adequate
treatment.
UNRESOLVED ISSUES
It remains to be seen whether the Town can collect enough treatable wastewater to feed the plant at a
reasonable level. As domestic-type flows approach and exceed 0.7 -0.8 MGD, the operation of the plant
should become relatively routine.
The Town is recruiting industries, marketing the available capacity of the new plant. The initial design
assumes that all of the wastewater to the plant is domestic in nature. DWQ should allow an industry to
connect to the Town only after the industry has demonstrated that its wastewater is compatible with the
treatment system. If the industry is a Significant Industrial User, the Town must develop and implement a
local pretreatment program.
-end-
-2-

ATC Review Notes
Town of Fairmont - Regional WWTP
ATC No. 086550ACA
NPDES No. NC0086550
Lumber River, Class C-Sw
Lumber River Basin, 030751
Robeson County
A. PROJECT OVERVIEW
The Town of Fairmont proposes to build a 1.75 MGD activated sludge wastewater treatment plant to
treat wastewaters from Fairmont, Orrum, Proctorville, Boardman, and future municipal and/or
industrial connections to be defined. The regional plant will be built to the south and west of the US
Highway 74 crossing of the Lumber River near Boardman. The project is being funded by a $6-7M
Farmer's Home Rural Development grant.
Fairmont's existing treatment plant will be abandoned and converted to a central lift station.
Wastewaters will be pumped to the new plant through approx. 11 miles of 12"0 force main. Other
pump stations will be added as needed for other planned and future connections. Treated effluent
from the new plant will be pumped to the Lumber River through approx. mile of 12"0 force main.
The influent pump station and the influent and effluent force mains were already permitted under
permit number WO0015832, issued January 11, 1999. The scope of the current project includes the
treatment facilities and the effluent pump station.
A key issue in the design review is that the design flows are considerably higher than initial flows (1.75
vs. 0.5 MGD, monthly average values). The plant is designed with only two treatment trains, and the
operators will face a significant challenge to meet permit limits through the full range of expected
flows.
The following is a compilation of design information for the new plant.
B. PROCESS DESCRIPTION
The proposed process consists of an activated sludge system (w/o primary clarification), chlorine
disinfection w/SO2 dechlorination, and cascade re-aeration. Waste sludge is thickened and
aerobically digested,then held in a storage basin until trucked to a disposal site.
During the first years of the plant's operation, when wastewater flows will be low, only one train of the
activated sludge process will be operated, in extended aeration mode. As flows increase, operations
will evolve to conventional mode using both treatment trains.The exact progression will be up to the
judgment of the operators.
The hydraulic capacity of the plant is adequate to allow nitrification, and this is included in the design.
With addition of mixers at the influent end of the aeration basin(s), the plant could also provide
denitrification, but the design does not address this possibility.
- 1 -

C. DESIGN ASSUMPTIONS
Year 1 Design Year NPDES Permit
Monthly Hourly Monthly Hourly Effluent
Average Maximum Average Maximum Limitations*
WASTEWATER&EFFLUENT CHARACTERISTICS
Flow(MGD) 0.5 1.25 1.75 4.375 1.75
BOD(mg/L) 200 200 200 200 15
TSS(mg/L) 200 200 200 200 30
TKN(mg/L) 50 50 50 50 —
NH3-N(mg/L as N) — — — — 4
Fecal Coliform(#/100mL) — — — — 200
Residual Chlorine(ug/L) — — — — 28
Dissolved Oxygen(mg/L) — — — — 5
PROCESS ASSUMPTIONS
MCRT(d) 20 -- 10 -- --
lb BOD/1,000 ft3 15 -- 15 -- —
RAS,WAS TSS(mg/L) 8,000 -- 8,000 -- --
Qr/Q ratio — up to 200%** -- up to 57%** --
MLVSS:MLSS ratio 0.65 -- .65 -- --
PLANT SITE
Temp(degC) 27 27 27 27 --
Site elevation(ft) 100 100 100 100 --
* Monthly average values,except residual chlorine(daily maximum)
** 1.0 MGD pumping capacity
D. HEADWORKS
Bar Screen = one manually cleaned unit, one mechanically cleaned, both rated at 1.0 MGD
(2.5 MGD peak), w/SS grates and 1/2"openings
Grit Chamber aerated grit chamber w/rolling aeration action
-2-

E. ACTIVATED SLUDGE
Aeration Basins 2 rectangular basins @ 362,000 gal each=724,000 gal total
Coarse air diffusers w/dome deflectors
3 -3,200 scfm blowers for entire plant;wide use of airlift pumps;6,400 scfm
reserved for aeration
Given Calculated Typical Values
Year 1 Design Year 1 Design (M&E,3rd)* Results
MLSS,mg/L 2,300 4,020 2,800 2,800 1,500-5,000/ See comment
1200-3,000 below
Hydraulic Retention Time(hrs) 21** 12* 17 9 4-8/18-36
Organic Loading
F/M(IbBOD/lb MLVSS-d) 0.08 0.08 0.15*** 0.27*** 0.05-0.15/0.2-0.4
lb BOD/1,000 ft3 15 15 17.2 30.2 10-25/20-40
Sludge Wastage(gpd @ 4,620**** 8,140**** 9,380 32,800
8,000 mg/L TSS)
MCRT(days) 20 10 11.3 6.4 20-30/5-15
AOTR 1,100 7,740
SOTR 1,690 11,840
Aeration HP req'd 21 145
Aeration Rate(scfm/1,000 ft3) -- — — 29.4 OK
• Given as extended air/conventional values;Table 10-5.
** Basin volume includes rapid mix and influent channel volumes
*** Assuming 2,800 mg/L MLSS,1,820 mg/L MLVSS
**** Calculation error as submitted
The aeration basins were originally sized (8/18/97 calcs in EAA) based on a 10-day MCRT and an
MLSS of 2,800 mg/L.The current design (7/98 calcs) uses that same volume,assumes MCRTs of 20
and 10 days(initial and design flows), and back-calculates the MLSS.
The plant is described as starting in extended air mode, due to low organic loading rates, and
converting to conventional activated sludge process as loadings increase. Most design values for the
design year still fall into the range that is considered the extended air mode.
Clarifiers 2 center-feed, peripheral-draw octagonal clarifiers,vacuum withdrawal of
sludge thru rake arms.
Dimensions:
Diameter: 75 ft (approx.)
Area: 4,880 ft2
Side-Water Depth: 15.25 ft
Volume: 557,000 gal each
-3-

.4
Given Calculated Typical Values
Year 1 Design Year 1 Design Results
Surface Loading(gpd/ft2) 113 <350 102 179 200-400/400-800 Low
990 @ peak 600-800/ OK
1,000-1200
Solids Loading(Ib/d/ft2)
(0.35&1 MGD recycle 3.7 26 3.7 6.1 4.8-24 Low end
Recycle Rate(MGD) 0.35 1.0 0.27 0.78
(%) 70 200 53 45 50-150/25-100 OK*
Additional capacity to recycle mixed liquor would enhance denitrification capability.
F. DISINFECTION
Chlorine gas in 1-ton cylinders. Sulfur dioxide in_lb cylinders. Both are dual-tank systems w/
automatic switch-over and alarms.
Chlorine Contact Chamber = Dimensions: two chambers, each approx.
20.6 x 42.6 x 13 avg. depth
Volume: approx. 85,300 gal each, 170,600 total
Given Calculated
Year 1 Design Year 1 Design Typical Values Results
Detention Time,avg.(min) 110 64 245 140 30 std. OK
Dechlorination Chamber = Dimensions: one chamber, approx.
20.6 x 19.4 x 12 avg. depth
Volume: approx. 35,870 gal
Given Calculated Typical Values
Year 1 Design Year 1 Design &Source Results
Detention Time(min) -- -- 103 30 30-60 OK
-4-

G. SOLIDS HANDLING
Waste activated sludge is pumped continuously to a 30'0 gravity thickener. Design calls for 8,000
mg/L TSS in, 2.5%solids out to digesters.The two square digesters operate in series. Sludge will
periodically be decanted in the second digester cell and drained by gravity to the adjoining sludge
storage basin.
Given Calculated Typical Values
Year 1 Design Year 1 Design &Source Results
Gravity Thickener
Solids Loading(Ib/d/ft2) 2.9 3.1 OK
Digesters Nos.1&2
Volume(gal) — 376,000 -- — —
HRT(days) -- 41 -- 36 OK
Solids Loading -- 26 8.1 33
(lb VSS/1,000 ft3)
Aeration -- -- -- 29.4 OK
(scfm/1,000 ft3)
Sludge Storage
Volume(gal) — 444,400 -- 454,400 OK
Detention — 73* -- 69* OK
At 4%solids
H. OTHER
Design includes back-up power source: 500 KW (670 HP) unit.Total load for all three blowers plus all
three effluent pumps is 435 HP.
Plans, specs, and initial design calculations are stamped by Will Buie, no longer with Hobbs
Upchurch. No revisions were made to the plans and specs,so new P.E. stamp is not required.
Did not look at D.O. levels predicted at the outfall
I. COMMENTS
Main issue with the design is the under-loading in first years of operation, until flows reach 0.7-0.8
MGD. Controlling the sludge age(MCRT)and managing the solids inventory in the activated sludge
system will probably be especially challenging during this time.
DESIGN REFERENCES
1) Metcalf and Eddy,Inc.Wastewater Engineering.Treatment,Disposal.Reuse(3rd Ed.).McGraw-Hill,Inc.,New York,N.Y.,
1991
2) Great Lakes-Upper Mississippi Rive Board of State Public Health and Environmenal Managers,Recommended Standards
for Wastewater Facilities(Ten States Standards,Health Education Services,Albany,N.Y., 1990 Edition.
-5-

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AC CALCULATION SHEET SHEET 5 OF
PROJECT
NCDENR SUBJECT 08655o /kc_k
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES BY Wilc DATE CHKD BY DATE
13G aab •_ 0, I5�
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SF -Se
r x��, — G'(Sr-S) + b - xV)F CX�,� -XVa.
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CALCULATION SHEET
• 461177A,� SHEET `F' OF
+� PROJECT A
NCDENR SUBJECT 086STOI' CA
NORTH GROUNA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES BY
DATE CHKD BY DATE
,.kaSo = SF t r Se (ech.. s .96
7-00 fi 43,510 (IS) _
13.15 lit.
H- 0.510
t = So - S! 5,100
lotv,a' (St-Sp.)
131-.5 -15
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.oz.S (1,11tz)(13)
Zoo 13+,00,5110(1c)
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�- -- W4-Z,000 r 01(

•, •
CALCULATION SHEET
•
AIM
SHEET OF
"1.1"1.1"1111PROJECT
NCDENR SUBJECT 08650 frk-Cik
NGRTN CAROUNA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES BY MCD DATE CHKD BY DATE
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PtPT( ' ") 109dels 3ctoys OIL
si,ka e ZO(o dais 118 days (4,Aos ,) OIL
siterel e,
* V d: = 31-‘,004101 1 \ ,k., = 444,40)

, I. ... .
lob Name: Town of Fairmont WWTP
IHUA No. FR9605
Date: I 8-Aug-97
tDescription: Aeration Basin Sizing and Parameter Calculation Worksheet
' Formulas:
I Sludge Age(days)= Suspended Solids In Aeration
Suspended Solids To Aeration
I MLSS(mg/I)= Desired Suspended Solids In Aeration
Weight Of Water In Aeration
MCRT(days)_ Suspended Solids In Aeration
SS In WAS+SS In Effluent
Food To Microorganism Ratio= DOD To Aeration
IMLVSS in Aeration
(CA-44.144-&v---t 10:-.‘—,4 to-v.4--
1
/1...krxad w- 1 f 9e) CA.-1.4Auld.)
InpParameters:
* Wastewater Flow&lathiest Conditionuts: Calculated Paraders: Calculated Parameters:
I
Peak Wet Weather Flow(mgd)- 4.375 ADF BODS Destroyed(lb/day)-> 2,700
I Design Year Flow.ADF(mgd)= 1.750 ADF Ammonia Nitrogen Destroyed(1Wday)=> 671
Start-Up Anticipated Flow(mgd)= 0.500 Yr.I BOD5 Destroyed(lb/day)-> 771
Design Sludge Return Rate(mgd)= 1.000 Yr.l Ammonia-Nitrogen Destroyed(Ib/day) > 192
Influent BODS(mg/I)= 200
I Influent TSS(mg/I)= 200 Oxygen Rates
Influent TKN(mg/I)= 50 ADF Actual Oxygen ransfer Rate,AOTR(lb/day)=> t 7,138
Effluent BOD5 Required(mg/I)= 15 ADF Standard en Transfer Rate,SOTR(lb/day)_> 10,926
Effluent TSS Required(mg/1)= 30 Yr.I Actual Transfer Rate,AOTR(lb/day)_> 2,040
I Effluent NH3-N(mg/1)- 4 Yr.! S gen Transfer Rate,SOTR(lb/day)_> 3,122
Max Temperature(deg C)- 27
Site Elevation- 100 HP Required
Temperature Correction Theta= 1.024 HP At A Daily Flow-> 182
Saturation D.O.at Temp,Elev Cst(mg/I)= 7.99 HP At Y 1 Flow 52
Design Assumptions Reactor Basin Volume(Based on IbBOD/1000 cult)
Design mg/I)= 2.800 Volume Requirod(gals)-> 673,219
Yr.l ML (mg/1)- 2,800 Detention Time(hrs)_> 9.23
RAS WAS Concentration(mg/I)= 8.000
i Transfer Alpha Value= 0.90 System Mass Requirements
Transfer Beta Value- 0.95 System Mass:BOD x MCRT x Yield(Ib)_> 20,251
Mean C/(Residence Time(days)= 10 Volume Required(gal) 867,188
Operatin Dissolved Oxygen,Co(mg/i)- 2.00 Detention Time(hrs)_> 11.89
lb BO9 1000 Cu ft Aeration Vol- 30
Sludge Yield(lb TSS/Ib BOD5 Destroyed)= 0.75 Selected Volume-Input Value(gals) u %.,-.
' �98 '� 87 ,
Volatile SS Fraction(MLVSS/MLSS)-SS)- 0.65 IeB r�1n.._w A-1-4,7"
Selected Basin Evaluation 114-
'w(—�O
Rate Coefficients ADF Detention Ti (hrs)_> 11.93
lb Oxygen/lb BODS Applied= 1.50 Yr.I Detention 7 (hrs)�> 41.76
lb Oxygen/lb NH3-N Applied= 4.60 Mixing HP red-> 174
ADF Process Required-> 52
HP Coefficients ADF Food Mass(lb BOD/Ib MLSS)=> 0.20
lb 02B r= 2.50 Yr.1 F o Mass(lb BOD/lb MLSS)_> •OdAr
BFB/1 Cu Ft= 1.5 ADF SI Wasting Rate(gpd)_> 23,888
Yr.I 5 Wasting Rate(gpd)_> 28,575
I
.y

I Hobbs, Upchurch & Associates, P.A.
Consulting Engineers
290 S.W.Broad Street • Post Office Box 1737 • Southern Pines,NC 28388
March 30, 2000 FAXED
Mr. Mike Templeton FAX: [phone]
N.C. Department of Environment&Natural Resources Total 34 pages including cover
Division of Water Quality
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
Re: Fairmont Wastewater Treatment Plant
ATC No. 086550ACA
HUA No. FR9605.G
Dear Mr. Templeton:
Attached is the design and performance calculations for the diffused air system for the Fairmont
Regional Wastewater Treatment Plant.
Should you have any questions,please do not hesitate to contact our office.
Sincerely,
HOBBS, UPCHURCH &ASSOCIATES, P.A.
Bill Lester, Jr., P.E.
Governmental Division Manager
20 W N 1-
APR 3 - 2000 ..../
DENR - WATER DUALITY
POINT SOURCE BRANCH
Southern Pines,NC • Telephone [phone] • Fax [phone] • e-mail:[e-mail]
Myrtle Beach • Kill Devil Hills • Raleigh

4
WATER POLLUTION CONTROL CORP.
June 25, 1998
Tony Combs
Combs & Associates, Inc.
P.O. BOX 32185
Charlotte, NC 28232-2185
RE: Fairmont, NC
WPCC Project # 9770-97S
Dear Tony,
Attached is a revised design for the above mentioned project. Please note
that the design contains performance calculations for the following
basins. These performance calculations are based on supplying SD 1000
single drop diffusers in quantities equal to the indicated number on the
drawings. The basin and number of diffusers indicated on the drawings
are as follows:
Aeration Basins #18s2 96 Diffusers per Basin, 192 Diffusers Total
Aerobic Digesters #18s2 40 Diffusers per Basin, 80 Diffusers Total
Sludge Holding Basin 104 Diffusers
Thickener Pre-Mix Basin 8 Diffusers
Rapid Mix Basin 10 Diffusers
Aerated Influent Channel 60 Diffusers
There are also five (5) single droplegs with single diffusers. One (1) in
Aerobic Digester #2, one (1) in Clarifier Loading Basin #1, one (1) in the
Grit Chamber and two (2) in Clarifier Loading Basin #2. WPCC intends
to supply these diffuser assemblies as shown on the drawings.
There are also several airlift pumps shown on the drawings. These are
located in the following basins and are sized as shown on the drawings.
Basin Number of Airlift Pumps Diameter of Airlift Pump
Rapid Mix Basin 4 10
Aerobic Digester #1 2 6
Aerobic Digester #2 6 4
Clarifier Loading Basin #2 3 16
9333 N. 49th Street Brown Deer, WI 53223 phone: [phone] fax: [phone] Ag
Web Sites: http://www.sanitaire.com http://www.abjwastewater.com
SANITAIRE

' • SANITAIRE A13.1
• All dimensions for the basins are consistent with the dimensions on the
drawings and the previous design that I sent you. The loadings for the
aeration basins and the air rates for the other basins are the same as the
previous design.
The only parameters that have changed for the aeration basins is Alpha
(a) and Beta (f3). Since we are providing a coarse bubble system, these
values need to be adjusted to reflect the change in diffuser selection.
Also, only the AVE and PEAK conditions are included for the aeration
basins. The AVE2 condition no longer applies to a coarse bubble
application.
There are detail drawings included of the single drop diffuser that WPCC
proposed to supply for this project. The dropleg material is stainless
steel and the deflector plate is PVC.
If you have any questions, please give Jon Butt or me a call.
Sincerely,
WATER POLLUTION CONTROL CORP.
edcli,u144.(4-14,SULLa
Christopher J. Tippery
Sales Technician
C: Hobbs, Upchurch & Associates, Inc.
290 SW Broad Street
Southern Pines, NC 28388
ATTN: Will Buie

. • WATER POLLUTION CONTROL CORP.
C) SANITAIRE®
SINGLE DROP DIFFUSER AERATION EQUIPMENT
for
Fairmont, NC
Aeration Basins #1&2
CONSULTING ENGINEER:
Hobbs, Upchurch & Associates
SANITAIRE #9770-97S
June 25, 1998
• cjt c:.setups fair3
9333 N. 49th Street Brown Deer, WI 53223 phone:[phone] fax:[phone] Ac
Web Sites: http://www.sanitaire.com http://www.abjwastewater.com
BANITAIR B�

. 'TANKAGE 2 TRAINS EACH CONSISTING OF:
. • :PASS PARALLEL ZONE SUBMERGENCE REACTOR VOLUME .
:NO. REACTORS PROCESS (FEET) DIMENSIONS (FEET) (KCF/PASS) :
: 1 1 AEROBIC 15 . 50 80 . 00 L X 36 . 67 W X 16 .50 D 48 .40 :
TOTAL VOLUME PER TRAIN 48.4004
AERATED VOLUME PER TRAIN 48 .4004
DESIGN DATA
:COND. NO. BOD NH3-N OXYGEN AIR WATER TEMP. :
TRAINS (#/DAY) (#/DAY) (#/DAY) (SCFM) (DEG. C. ) :
•
:AVE 2 2921 511 . 087 6732 . 5 A @20 •
:PEAK 2 5842 1022 . 17 13464 A @20 •
DESIGN PARAMETERS
! COND. AOR/SOR ALPHA BETA THETA D.O. AMB. 02/ 02/ SRT
(ppm) (PSIA) BOD5 NH3 (DAYS)
!AVE @.90 @.95 @1.024 @2.0 14 . 6 1.5 4 .6
!PEAK @.95 @1_024 @2 .0 14 . 6 1 . 5 4 .6
NOTES: @-PRECEDING A VALUE INDICATES AN ASSUMPTION BY SANITAIRE
A-INDICATES ACTUAL (AOR) OXYGEN REQUIREMENT
S-INDICATES STANDARD CONDITION (SOR) OXYGEN REQUIREMENT
ROUND TANKS ARE EVALUATED AS SQUARE TANKS OF EQUAL SURFACE AREA
IF THE AOR/SOR PARAMETER IS NOT GIVEN, THEN ITS VALUE WILL BE
CALCULATED LATER IF SUITABLE ALPHA, BETA, D.O. , THETA, PRESSURE
AND TEMPERATURE DATA IS SUPPLIED.
INDICATED PRESSURE IS EQUIVALENT TO SITE ELEVATION OF 60 FEET
Page 2 of 5

• PERFORMANCE SUMMARY
EQUIPMENT:
TYPE: SINGLE DROP DIFFUSER
NUMBER OF ASSEMBLIES: 6
NUMBER DIFFUSERS/ASSEMBLY: 32
OXYGEN TRANSFER PERFORMANCE BASED ON:
EACH HEADER AT CENTER OF 26 . 67 FEET WIDE AERATION BAND AND 15 .50 FEET
OF SUBMERGENCE. OXYGEN PERFORMANCE IS CORRELATED TO PLACEMENT GEOMETRY,
DIFFUSER SUBMERGENCE, AND AIR RATE PER UNIT TANK VOLUME.
(NOTE: SCFM/DIFFUSER DOES NOT DISPLAY SIGNIFICANT CORRELATION TO
COARSE BUBBLE DEVICE PERFORMANCE USING THESE PARAMETERS)
CONDITION: AVE PEAK
TANKAGE:
NO. TANKS • 2 2
VOLUME/TANK (KCF) 48 .4 48 .4
TOTAL VOLUME (KCF) 96 .8 96 . 8
OXYGEN TRANSFER:
02 (#/DAY) AOR : 6732 .5 13464
AOR/SOR : . 67764 .67764
02 (#/DAY) STD. COND. : 9935. 1 19870
02 (#/DAY/KCF) STD.CND. : 102 . 6 205 .2
STD. COND. EFF. (%) 10 . 3 11 .6
SAFETY FACTOR (%) 10 10
AIR RATES:
TOTAL SCFM : 3839 . 6 6780 . 1
SCFM/ASSEMBLY 639 . 9 1130 . 0
SCFM/KCF 39 .6 70 . 0
SCFM/DIFFUSER 19. 9 35 .3
PSIG REQUIRED AT 6 . 9 7.2
TOP OF DROPLEG
POWER ESTIMATES:
*TOTAL BHP REQUIRED 148 .2 271 .3
STD. COND. (##O2/BHP/HR) 2 .79 3 .05
SITE (#02/BHP/HR) 1.89 2 . 06
* NOTE: BHP QUOTED ASSUMES ADIABATIC COMPRESSION, 70% MECHANICAL
EFFICIENCY AND 0.3 PSI AIR MAIN HEADLOSS. MORE ACCURATE
VALUES FOR POWER WILL DEPEND ON ACTUAL BLOWER, MOTOR, AND
PLANT PIPING DESIGN.
Page 3 of 5

•
. • OXYGEN TRANSFER CORRECTION FACTOR: AOR/SOR
THE RATIO OF ACTUAL SITE OXYGEN TRANSFER TO STANDARD CONDITION
OXYGEN TRANSFER, (AOR/SOR) , IS DEPENDENT ON A NUMBER OF FACTORS:
20 : STANDARD CONDITION BETA : FIELD/STD.COND. 02 SATURATION RATIO
TEMPERATURE (DEG.C)
THETA : OPERATING WATER TEMPERATURE FACTOR
T : OPERATING WATER
TEMPERATURE (DEG. C) D.O. : OPERATING OXYGEN CONCENTRATION (MG/L)
P : STD. COND. AMBIENT C SURF : CLEARWATER SURFACE 02 SATURATION
SC PRESSURE (1 ATMOSPHERE) T AT OPERATING TEMPERATURE (MG/L)
P : OPERATING AMBIENT 9 . 07 : CLEARWATER SURFACE 02 SATURATION
SITE PRESSURE (PSIA) AT 20 DEG. C. (MG/L)
*
ALPHA : FIELD/STD.COND. C SAT : STD. COND. AERATED 02 SATURATION
KLA RATIO 20 IN THE TANK (MG/L)
T-20 * .
(THETA) (ALPHA) ( (BETA) (C SAT ) (CSURF /9.07) (P /P ) - (D.0. ) ] :
20 T SITE SC
:AOR/SOR=
(C SAT ) •
20 •
WATER *
:COND. ALPHA BETA THETA DO P TEMP. C SAT C SURF AOR/SOR:
ppm site deg.0 20 T
:AVE @.90 410.95@1.024 @2.0 14 . 6 @20 10.245 9 .070 0. 6776 :
:PEAK @.90 @.95 ® @2.0 14 . 6 4020 10.245 9 .070 0.6776 :
•
NOTE: @-PRECEEDING A VALUE INDICATES AN ASSUMPTION
STANDARD CONDITIONS FOR OXYGEN TRANSFER IMPLIES: CLEARWATER AT
20 DEG. C. ,• ZERO DISSOLVED OXYGEN AND 1 ATMOSPHERE AMBIENT PRESSURE.
(Parte 4 of Si

ONE AERATION ASSEMBLY HEADLOSS
CALCULATED FOR THE AVE CONDITION
AIR RATE PER ASSEMBLY= 639 . 93 SCFM
ASSUMED OPERATING TEMPERATURE= 100 DEG F.
ASSUMED TOTAL PRESSURE AT TOP OF DROPLEG= 6 . 911 PSIG
DIFFUSER CONNECTORS SPACED AT 1 .125 FT CENTERS
HEADER 1 IS APPROX. 34 .9 FT LONG WITH 32 DIFFUSER CONNECTORS
NODE APP. EQU. DIA. SCFM CFM VEL. VEL. HEADLOSS TOTAL STATIC
* LENGTH PRESS. PRESS. PRESS. PRESS.
(FT) (IN) (FPS) (PSI) (PSI) (PSIG) (PSIG)
_
1 E 6 .3 10 639 . 9 462 .3 14 . 8 2 .44E-03 3 .14E-04 6 . 911 6 . 909
2 17 .5 10 639 . 9 462 .3 14 . 8 2 .44E-03 8 .72E-04 6 . 910 6.908
3 T 25 . 8 10 639 . 9 462 .4 14 . 8 2 .44E-03 1.29E-03 6 . 909 6 . 907
***** HEADER 1 *****
4 36 . 8 10 0 . 0 0.0 0 . 0 0 . 00E+00 4 . 58E-04 6 . 909 6.909
(STATIC HEADER PRESSURE DIFFERENTIAL IN ASSEMBLY= 1. 98E-03 PSI)
(AVERAGE HEADER PRESSURE IN ASSEMBLY = 6 . 9076 PSIG)
A: NET AVERAGE HEADLOSS FROM TOP OF DROPLEG TO HEADER= 3 . 922E-03 PSI
B: DIFFUSER HEADLOSS= 1.412E-01 PSI
AT 19. 998 SCFM/DIFF, ONE SD1000 DIFFUSER PER DROP
C: 15.500 FEET OF SUBMERGENCE= 6 .7115 PSIG
TOTAL PRESSURE REQ'D AT TOP OF DROP, (A+B+C) = 6.8566 PSIG
(FRICTION HEADLOSS (A+B) = 1.451E-01 PSI)
NOTE: * -LABELS FOR APPURTENANCES-
R-REDUCER, T-BRANCH FLOW TEE, RT-LINE FLOW TEE, E-90 DEG. ELBOW
B-WIDE OPEN BUTTERFLY VALVE, S-SWING PEDESTAL & KNEE JOINTS.
(Page 5 of 51

. • WATER POLLUTION CONTROL CORP.
C) SANITAIRE®
SINGLE DROP DIFFUSER AERATION EQUIPMENT
for
Fairmont, NC
Aerobic Digester#1
CONSULTING ENGINEER:
Hobbs, Upchurch & Associates
SANITAIRE #9770-975
June 25, 1998
• cit c:\setupslfairl
0 9333 N. 49th Street Brown Deer,WI 53223 phone:[phone] fax:[phone]
Web Sites: http://www.sanitaire.com http://www.abjwastewater.com ArT
SANrrA,RE•

: •TANKAGE 1 TRAINS EACH CONSISTING OF:
. • :PASS PARALLEL ZONE SUBMERGENCE REACTOR VOLUME .
:NO. REACTORS PROCESS (FEET) DIMENSIONS (FEET) (KCF/PASS) :
•
: 1 1 AEROBIC 15 . 50 42 .25 L X 36 .75 W X 16 .50 D 25.62 :
•
TOTAL VOLUME PER TRAIN 25.6193
AERATED VOLUME PER TRAIN 25. 6193
DESIGN DATA
:COND. NO. BOD NH3-N OXYGEN AIR WATER TEMP. :
TRAINS (#/DAY) (#/DAY) (#/DAY) (SCFM) (DEG. C. ) :
: .2S/FT 1 310 .538 @20 •
:20 S/K 1 512 .3 @20
DESIGN PARAMETERS
! COND. AOR/SOR ALPHA BETA THETA D.O. AMB. 02/ 02/ SRT
(ppm) (PSIA) BOD5 NH3 (DAYS)
! .2S/FT 14 . 6
!20 S/K 14 .6
NOTES: @-PRECEDING A VALUE INDICATES AN ASSUMPTION BY SANITAIRE
A-INDICATES ACTUAL (AOR) OXYGEN REQUIREMENT
S-INDICATES STANDARD CONDITION (SOR) OXYGEN REQUIREMENT
ROUND TANKS ARE EVALUATED AS SQUARE TANKS OF EQUAL SURFACE AREA
IF THE AOR/SOR PARAMETER IS NOT GIVEN, THEN ITS VALUE WILL BE
CALCULATED LATER IF SUITABLE ALPHA, BETA, D.O. , THETA, PRESSURE
AND TEMPERATURE DATA IS SUPPLIED.
INDICATED PRESSURE IS EQUIVALENT TO SITE ELEVATION OF 60 FEET
Page 2 of 41

• • PERFORMANCE SUMMARY
EQUIPMENT:
TYPE: SINGLE DROP DIFFUSER
NUMBER OF ASSEMBLIES: 2
NUMBER DIFFUSERS/ASSEMBLY: 20
OXYGEN TRANSFER PERFORMANCE BASED ON:
EACH HEADER AT CENTER OF 21. 13 FEET WIDE AERATION BAND AND 15 .50 FEET
OF SUBMERGENCE. OXYGEN PERFORMANCE IS CORRELATED TO PLACEMENT GEOMETRY,
DIFFUSER SUBMERGENCE, AND AIR RATE PER UNIT TANK VOLUME.
(NOTE: SCFM/DIFFUSER DOES NOT DISPLAY SIGNIFICANT CORRELATION TO
COARSE BUBBLE DEVICE PERFORMANCE USING THESE PARAMETERS)
CONDITION: : .2S/FT 20 S/K
TANKAGE:
NO. TANKS 1 1
VOLUME/TANK (KCF) 25 . 6 25 . 6
TOTAL VOLUME (KCF) 25 . 6 25 .6
OXYGEN TRANSFER:
02 (#/DAY) AOR
AOR/SOR
02 (#/DAY) STD. COND. 603 .0 1056 .6
02 (#/DAY/KCF) STD.CND. : 23 .5 41 .2
STD. COND. EFF. (%) 7. 75 8 .23
SAFETY FACTOR (%) 10 10
AIR RATES:
TOTAL SCFM 310.5 512 .3
SCFM/ASSEMBLY 155.2 256 . 1
SCFM/KCF 12 . 1 20
SCFM/DIFFUSER 7. 76 12 . 8
PSIG REQUIRED AT 6 . 9 7.1
TOP OF DROPLEG
POWER ESTIMATES:
*TOTAL BHP REQUIRED 11. 9 20 .2
STD. GOND. (#02/BHP/HR) 2 . 09 2 . 17
SITE (#02/BHP/HR)
* NOTE: BHP QUOTED ASSUMES ADIABATIC COMPRESSION, 705k MECHANICAL
EFFICIENCY AND 0 .3 PSI AIR MAIN HEADLOSS. MORE ACCURATE
VALUES FOR POWER WILL DEPEND ON ACTUAL BLOWER, MOTOR, AND
PLANT PIPING DESIGN.
Paste 3 of 4

ONE AERATION ASSEMBLY HEADLOSS
CALCULATED FOR THE .2S/FT CONDITION
AIR RATE PER ASSEMBLY= 155 .27 SCFM
ASSUMED OPERATING TEMPERATURE= 100 DEG F.
ASSUMED TOTAL PRESSURE AT TOP OF DROPLEG= 6 . 911 PSIG
DIFFUSER CONNECTORS SPACED AT 1.750 FT CENTERS
HEADER 1 IS APPROX. 33 .3 FT LONG WITH 20 DIFFUSER CONNECTORS
NODE APP. EQU. DIA. SCFM CFM VEL. VEL. HEADLOSS TOTAL STATIC
* LENGTH PRESS. PRESS. PRESS. PRESS.
(FT) (IN) (FPS) (PSI) (PSI) (PSIG) (PSIG)
1 E 4 . 6 4 155 .3 112 . 2 24 . 0 6 .43E-03 1 .33E-03 6 . 910 6 . 904
2 17.5 4 155.3 112 . 2 24 . 0 6 .43E-03 5.04E-03 6 . 905 6 .899
3 T 15 .5 4 155.3 112 .2 24 . 0 6.43E-03 4 .46E-03 6 . 901 6 .894
***** HEADER 1 *****
4 34 . 0 4 0 . 0 0 . 0 0 . 0 0 . 00E+00 2 .45E-03 6 .898 6 . 898
(STATIC HEADER PRESSURE DIFFERENTIAL IN ASSEMBLY= 3 .98E-03 PSI)
(AVERAGE HEADER PRESSURE IN ASSEMBLY = 6 .8962 PSIG)
A: NET AVERAGE HEADLOSS FROM TOP OF DROPLEG TO HEADER= 1.527E-02 PSI
B: DIFFUSER HEADLOSS= 9. 094E-02 PSI
AT 7.763 SCFM/DIFF, ONE SD1000 DIFFUSER PER DROP
C: 15 .500 FEET OF SUBMERGENCE= 6 .7115 PSIG
TOTAL PRESSURE REQ'D AT TOP OF DROP, (A+B+C) = 6 .8177 PSIG
(FRICTION HEADLOSS (A+B) = 1. 062E-01 PSI)
NOTE: * -LABELS FOR APPURTENANCES-
R-REDUCER, T-BRANCH FLOW TEE, RT-LINE FLOW TEE, E-90 DEG. ELBOW
B-WIDE OPEN BUTTERFLY VALVE, S-SWING PEDESTAL & KNEE JOINTS.
•
JPage 4 of 41

. • WATER POLLUTION CONTROL CORP.
() SANITAIRE®
SINGLE DROP DIFFUSER AERATION EQUIPMENT
for
Fairmont, NC
Aerobic Digester#2
CONSULTING ENGINEER:
Hobbs, Upchurch & Associates
SANITAIRE #9770-97S
June 25, 1998
cjt c:\setups'fair2
0 9333 N. 49th Street Brown Deer,WI 53223 phone:[phone] fax:[phone] AE
Web Sites: http://www.sanitaire.com http://www.abjwastewater.com JT,A
BANITAIRE°

TANKAGE 1 TRAINS EACH CONSISTING OF:
:PASS PARALLEL ZONE SUBMERGENCE REACTOR VOLUME .
:NO. REACTORS PROCESS (FEET) DIMENSIONS (FEET) (KCF/PASS) :
: 1 1 AEROBIC 15 . 50 40 . 66 L X 36. 75 W X 16 . 50 D 24 . 65:
TOTAL VOLUME PER TRAIN 24 .654
AERATED VOLUME PER TRAIN 24 .654
DESIGN DATA
:COND. NO. BOD NH3-N OXYGEN AIR WATER TEMP. :
TRAINS (#/DAY) (#/DAY) (#/DAY) (SCFM) (DEG. C. ) :
: .2S/FT 1 298 .838 @20 •
:20 S/K 1 493 .0 @20
DESIGN PARAMETERS
COND. AOR/SOR ALPHA BETA THETA D.O. AMB. 02/ 02/ SRT
(ppm) (PSIA) BOD5 NH3 (DAYS)
! !
! .2S/FT 14 .6
!20 S/K 14 . 6
!
NOTES: @-PRECEDING A VALUE INDICATES AN ASSUMPTION BY SANITAIRE
A-INDICATES ACTUAL (AOR) OXYGEN REQUIREMENT
S-INDICATES STANDARD CONDITION (SOR) OXYGEN REQUIREMENT
ROUND TANKS ARE EVALUATED AS SQUARE TANKS OF EQUAL SURFACE AREA
IF THE AOR/SOR PARAMETER IS NOT GIVEN, THEN ITS VALUE WILL BE
CALCULATED LATER IF SUITABLE ALPHA, BETA, D.O. , THETA, PRESSURE
AND TEMPERATURE DATA IS SUPPLIED.
INDICATED PRESSURE IS EQUIVALENT TO SITE ELEVATION OF 60 FEET
•
Page 2 of 4

. ' PERFORMANCE SUMMARY
EQUIPMENT:
TYPE: SINGLE DROP DIFFUSER
NUMBER OF ASSEMBLIES: 2
NUMBER DIFFUSERS/ASSEMBLY: 20
OXYGEN TRANSFER PERFORMANCE BASED ON:
EACH HEADER AT CENTER OF 20 .33 FEET WIDE AERATION BAND AND 15.50 FEET
OF SUBMERGENCE. OXYGEN PERFORMANCE IS CORRELATED TO PLACEMENT GEOMETRY,
DIFFUSER SUBMERGENCE, AND AIR RATE PER UNIT TANK VOLUME.
(NOTE: SCFM/DIFFUSER DOES NOT DISPLAY SIGNIFICANT CORRELATION TO
COARSE BUBBLE DEVICE PERFORMANCE USING THESE PARAMETERS)
CONDITION: : .2S/FT 20 S/K
TANKAGE:
NO. TANKS 1 1
VOLUME/TANK (KCF) 24 . 6 24 . 6
TOTAL VOLUME (KCF) 24 .6 24 . 6
OXYGEN TRANSFER:
02 (#/DAY) AOR •
AOR/SOR
02 (#/DAY) STD. COND. 580.2 1029. 5
02 (#/DAY/KCF) STD.CND. : 23 . 5 41 .7
STD. COND. EFF. (%) 7.75 8 .33
SAFETY FACTOR (%) 10 10
AIR RATES:
TOTAL SCFM 298 .8 493 .0
SCFM/ASSEMBLY 149 .4 246 .5
SCFM/KCF 12 .1 20
SCFM/DIFFUSER 7.47 12 .3
PSIG REQUIRED AT 6 . 9 7
TOP OF DROPLEG
POWER ESTIMATES:
*TOTAL BHP REQUIRED 11.5 19 .2
STD. COND. (#O2/BHP/HR) 2 . 09 2 .22
SITE (#02/BHP/HR)
* NOTE: BHP QUOTED ASSUMES ADIABATIC COMPRESSION, 70% MECHANICAL
EFFICIENCY AND 0 .3 PSI AIR MAIN HEADLOSS. MORE ACCURATE
VALUES FOR POWER WILL DEPEND ON ACTUAL BLOWER, MOTOR, AND
PLANT •PIPING DESIGN.
IPacte 3 of 4

ONE AERATION ASSEMBLY HEADLOSS
CALCULATED FOR THE .2S/FT CONDITION
AIR RATE PER ASSEMBLY= 149 .42 SCFM
ASSUMED OPERATING TEMPERATURE= 100 DEG F.
ASSUMED TOTAL PRESSURE AT TOP OF DROPLEG= 6 . 911 PSIG
DIFFUSER CONNECTORS SPACED AT 1 . 750 FT CENTERS
HEADER 1 IS APPROX. 33 .3 FT LONG WITH 20 DIFFUSER CONNECTORS
NODE APP. EQU. DIA. SCFM CFM VEL. VEL. HEADLOSS TOTAL STATIC
* LENGTH PRESS. PRESS. PRESS. PRESS.
(FT) (IN) (FPS) (PSI) (PSI) (PSIG) (PSIG)
1 E 4 . 6 4 149 .4 107.9 23 .1 5 . 95E-03 1.23E-03 6 . 910 6 . 904
2 17.5 4 149 .4 108 . 0 23 .1 5 . 96E-03 4 .67E-03 6 . 906 6 . 900
3 T 15 .5 4 149 .4 108 . 0 23 . 1 5 .96E-03 4 . 13E-03 6 . 901 6 . 896
***** HEADER 1 *****
4 33 .3 4 0. 0 0 . 0 0 . 0 0 . 00E+00 2 .22E-03 6 .899 6 .899
(STATIC HEADER PRESSURE DIFFERENTIAL IN ASSEMBLY= 3 . 74E-03 PSI)
(AVERAGE HEADER PRESSURE IN ASSEMBLY = 6 . 8974 PSIG)
A: NET AVERAGE HEADLOSS FROM TOP OF DROPLEG TO HEADER= 1 .412E-02 PSI
B: DIFFUSER HEADLOSS= 8 .629E-02 PSI
AT 7.471 SCFM/DIFF, ONE SD1000 DIFFUSER PER DROP
C: 15.500 FEET OF SUBMERGENCE= 6 . 7115 PSIG
TOTAL PRESSURE REQ'D AT TOP OF DROP, (A+B+C) = 6 . 8119 PSIG
(FRICTION HEADLOSS (A+B) = 1 . 004E-01 PSI)
_
NOTE: * -LABELS FOR APPURTENANCES-
R-REDUCER, T-BRANCH FLOW TEE, RT-LINE FLOW TEE, E-90 DEG. ELBOW
B-WIDE OPEN BUTTERFLY VALVE, S-SWING PEDESTAL & KNEE JOINTS.
•
Page 4 of 4

.
. • WATER POLLUTION CONTROL CORP.
0 SANITAIRE®
SINGLE DROP DIFFUSER AERATION EQUIPMENT
for
Fairmont, NC
Sludge Holding Tank
CONSULTING ENGINEER:
Hobbs, Upchurch & Associates
SANITAIRE #9770-97S
June 25, 1998
• cjt c:\setups\fair4
0
TM
9333 N. 49th Street Brown Deer, WI 53223 phone:[phone] fax:[phone] Aq
Web Sites: http://www.sanitaire.com http://www.abjwastewater.com
SAN RAIA E.

TANKAGE 1 TRAINS EACH CONSISTING OF:
• :PASS PARALLEL ZONE SUBMERGENCE REACTOR VOLUME .
:NO. REACTORS PROCESS (FEET) DIMENSIONS (FEET) (KCF/PASS) :
: 1 1 AEROBIC 15 .50 56 . 79 L X 64 .83 W X 16 .50 D 60 . 75:
TOTAL VOLUME PER TRAIN 60 .7497
AERATED VOLUME PER TRAIN 60.7497
DESIGN DATA
:COND. NO. BOD NH3-N OXYGEN AIR WATER TEMP. :
TRAINS (#/DAY) (#/DAY) (#/DAY) (SCFM) (DEG. C. ) :
: .2S/FT 1 736 .364 @20 •
:20 S/K 1 1214 . 9 @20 •
DESIGN PARAMETERS
! i
! COND. AOR/SOR ALPHA BETA THETA D.O. AMB. 02/ 02/ SRT
(ppm) (PSIA) BODS NH3 (DAYS)
! .2S/FT 14 .6
!20 S/K 14 .6 •
! •
NOTES: @-PRECEDING A VALUE INDICATES AN ASSUMPTION BY SANITAIRE
A-INDICATES ACTUAL (AOR) OXYGEN REQUIREMENT
S-INDICATES STANDARD CONDITION (SOR) OXYGEN REQUIREMENT
ROUND TANKS ARE EVALUATED AS SQUARE TANKS OF EQUAL SURFACE AREA
IF THE AOR/SOR PARAMETER IS NOT GIVEN, THEN ITS VALUE WILL BE
CALCULATED LATER IF SUITABLE ALPHA, BETA, D.O. , THETA, PRESSURE
AND TEMPERATURE DATA IS SUPPLIED.
INDICATED PRESSURE IS EQUIVALENT TO SITE ELEVATION OF 60 FEET
Page 2 of 41

S •
• PERFORMANCE SUMMARY
EQUIPMENT:
TYPE: SINGLE DROP DIFFUSER
NUMBER OF ASSEMBLIES: 3
NUMBER DIFFUSERS/ASSEMBLY: 35
OXYGEN TRANSFER PERFORMANCE BASED ON:
EACH HEADER AT CENTER OF 18 . 93 FEET WIDE AERATION BAND AND 15 .50 FEET
OF SUBMERGENCE. OXYGEN PERFORMANCE IS CORRELATED TO PLACEMENT GEOMETRY,
DIFFUSER SUBMERGENCE, AND AIR RATE PER UNIT TANK VOLUME.
(NOTE: SCFM/DIFFUSER DOES NOT DISPLAY SIGNIFICANT CORRELATION TO
COARSE BUBBLE DEVICE PERFORMANCE USING THESE PARAMETERS)
CONDITION: : .2S/FT 20 S/K
TANKAGE:
NO. TANKS 1 1
VOLUME/TANK (KCF) 60 .7 60 .7
TOTAL VOLUME (KCF) 60 .7 60 .7
OXYGEN TRANSFER:
02 (#/DAY) AOR •
AOR/SOR
02 (#/DAY) STD. COND. : 1429 . 9 2595. 8
02 (#/DAY/KCF) STD.CND. : 23 . 5 42 .7
STD. COND. EFF. (%) 7.75 8 . 52
SAFETY FACTOR (%) 10 10
AIR RATES:
TOTAL SCFM 736 .3 1214 . 9
SCFM/ASSEMBLY 245 .4 404 . 9
SCFM/KCF 12 . 1 20
SCFM/DIFFUSER 7.01 11 .5
PSIG REQUIRED AT 6 . 9 7
TOP OF DROPLEG •
POWER ESTIMATES:
*TOTAL BHP REQUIRED 28.4 47.4
STD. COND. (#02/BHP/HR) 2 .09 2 .27
SITE (#02/BHP/HR)
* NOTE: BHP QUOTED ASSUMES ADIABATIC COMPRESSION, 70% MECHANICAL
EFFICIENCY AND 0.3 PSI AIR MAIN HEADLOSS. MORE ACCURATE
VALUES FOR POWER WILL DEPEND ON ACTUAL BLOWER, MOTOR, AND
PLANT PIPING DESIGN.
Page 3 of 4

.% "
ONE AERATION ASSEMBLY HEADLOSS
CALCULATED FOR THE .2S/FT CONDITION
AIR RATE PER ASSEMBLY= 245 .45 SCFM
ASSUMED OPERATING TEMPERATURE= 100 DEG F.
ASSUMED TOTAL PRESSURE AT TOP OF DROPLEG= 6 . 911 PSIG
DIFFUSER CONNECTORS SPACED AT 1. 900 FT CENTERS
HEADER 1 IS APPROX. 64 . 6 FT LONG WITH 35 DIFFUSER CONNECTORS
NODE APP. EQU. DIA. SCFM CFM VEL. VEL. HEADLOSS TOTAL STATIC
* LENGTH PRESS. PRESS. PRESS. PRESS.
(FT) (IN) (FPS) (PSI) (PSI) (PSIG) (PSIG)
1 E 5 .4 6 245 . 5 177.3 16 .2 2 . 94E-03 4 . 92E-04 6 . 911 6.908
2 17 . 5 6 245. 5 177.3 16 . 2 2 . 94E-03 1.60E-03 6 . 909 6 .906
3 T 19. 7 6 245. 5 177.4 16 .2 2 .94E-03 1. 80E-03 6. 908 6 . 905
***** HEADER 1 *****
4 20 . 0 6 168 .3 121 .6 11 . 1 1.38E-03 1.30E-03 6 . 906 6.905
5 R 5 . 1 4 168 .3 121.6 26 . 0 7.56E-03 1 .73E-03 6 . 905 6.897
6 82 .7 4 0 . 0 0. 0 0 . 0 0 . 00E+00 7 . 00E-03 6 .898 6 . 898
(STATIC HEADER PRESSURE DIFFERENTIAL IN ASSEMBLY= 7. 91E-03 PSI)
(AVERAGE HEADER PRESSURE IN ASSEMBLY = 6 .8996 PSIG)
A: NET AVERAGE HEADLOSS FROM TOP OF DROPLEG TO HEADER= 1. 186E-02 PSI
B: DIFFUSER HEADLOSS= 7. 927E-02 PSI
AT 7.013 SCFM/DIFF, ONE SD1000 DIFFUSER PER DROP
C: 15.500 FEET OF SUBMERGENCE= 6 .7115 PSIG
TOTAL PRESSURE REQ'D AT TOP OF DROP, (A+B+C) = 6 . 8026 PSIG
(FRICTION HEADLOSS (A+B) = 9 . 113E-02 PSI)
NOTE: * -LABELS FOR APPURTENANCES-
R-REDUCER, T-BRANCH FLOW TEE, RT-LINE FLOW TEE, E-90 DEG. ELBOW
B-WIDE OPEN BUTTERFLY VALVE, S-SWING PEDESTAL & KNEE JOINTS.
•
Page 4 of 4

. • WATER POLLUTION CONTROL CORP.
() SAN ITA I R E®
SINGLE DROP DIFFUSER AERATION EQUIPMENT
for
Fairmont, NC
Thickener Pre-Mix Basin
CONSULTING ENGINEER:
Hobbs, Upchurch & Associates
SANITAIRE #9770-97S
June 25, 1998
• cit c:\setupslfair7
71d
9333 N. 49th Street Brown Deer,WI 53223 phone:[phone] fax:[phone]
Web Sites: http://www.sanitaire.com http://www.abjwastewater.com
BAN ITA IRE.

, ' TANKAGE 1 TRAINS EACH CONSISTING OF:
. • :PASS PARALLEL ZONE SUBMERGENCE REACTOR VOLUME .
:NO. REACTORS PROCESS (FEET) DIMENSIONS (FEET) (KCF/PASS) :
: 1 1 AEROBIC 13 . 00 30 . 00 L X 4 .00 W X 14 . 00 D 1.68 :
TOTAL VOLUME PER TRAIN 1. 68
AERATED VOLUME PER TRAIN 1.68
DESIGN DATA
:COND. NO. BOD NH3-N OXYGEN AIR WATER TEMP. :
TRAINS (#/DAY) (#/DAY) (#/DAY) (SCFM) (DEG. C. ) :
: .2S/FT 1 24 @20
:20 S/K 1 33 .6 @20 •
DESIGN PARAMETERS
! !
! COND. AOR/SOR ALPHA BETA THETA D.O. AMB. 02/ 02/ SRT !
(ppm) (PSIA) BODS NH3 (DAYS)
! !
! .2S/FT 14 . 6
!20 S/K 14 .6
! !
NOTES: @-PRECEDING A VALUE INDICATES AN ASSUMPTION BY SANITAIRE
A-INDICATES ACTUAL (AOR) OXYGEN REQUIREMENT
S-INDICATES STANDARD CONDITION (SOR) OXYGEN REQUIREMENT
ROUND TANKS ARE EVALUATED AS SQUARE TANKS OF EQUAL SURFACE AREA
IF THE AOR/SOR PARAMETER IS NOT GIVEN, THEN ITS VALUE WILL BE
CALCULATED LATER IF SUITABLE ALPHA, BETA, D.O. , THETA, PRESSURE
AND TEMPERATURE DATA IS SUPPLIED.
INDICATED PRESSURE IS EQUIVALENT TO SITE ELEVATION OF 60 FEET
'Page 2 of 41

. • PERFORMANCE SUMMARY
EQUIPMENT:
TYPE: SINGLE DROP DIFFUSER
NUMBER OF ASSEMBLIES: 1
NUMBER DIFFUSERS/ASSEMBLY: 8
OXYGEN TRANSFER PERFORMANCE BASED ON:
EACH HEADER AT SIDE OF 4 .00 FEET WIDE AERATION BAND AND 13 .00 FEET
OF SUBMERGENCE. OXYGEN PERFORMANCE IS CORRELATED TO PLACEMENT GEOMETRY,
DIFFUSER SUBMERGENCE, AND AIR RATE PER UNIT TANK VOLUME.
(NOTE: SCFM/DIFFUSER DOES NOT DISPLAY SIGNIFICANT CORRELATION TO
COARSE BUBBLE DEVICE PERFORMANCE USING THESE PARAMETERS)
CONDITION: : .2S/FT 20 S/K
TANKAGE: •
NO. TANKS • 1 1
VOLUME/TANK (KCF) 1 . 68 1 .68
TOTAL VOLUME (KCF) 1 . 68 1 .68
OXYGEN TRANSFER:
02 (#/DAY) AOR •
AOR/SOR
02 (#/DAY) STD. COND. 39 . 0 54 .7
02 (#/DAY/KCF) STD.CND. : 23 .2 32 . 5
STD. COND. EFF. (%) 6 . 5 6 . 5
SAFETY FACTOR (%) 10 10
AIR RATES: •
TOTAL SCFM 23 . 9 33 . 6
SCFM/ASSEMBLY 23 . 9 33 . 6
SCFM/KCF 14 . 2 20
SCFM/DIFFUSER 2 . 99 4 .2
PSIG REQUIRED AT 5. 8 5 . 9
TOP OF DROPLEG
POWER ESTIMATES:
*TOTAL BHP REQUIRED : .80117 1.13
STD. COND. (#02/BHP/HR) 2 . 03 2 .00
SITE (#02/BHP/HR)
* NOTE: BHP QUOTED ASSUMES ADIABATIC COMPRESSION, 70% MECHANICAL
EFFICIENCY AND 0 .3 PSI AIR MAIN HEADLOSS. MORE ACCURATE
VALUES FOR POWER WILL DEPEND ON ACTUAL BLOWER, MOTOR, AND
PLANT PIPING DESIGN.
Oacte 3 of 41

ONE AERATION ASSEMBLY HEADLOSS
CALCULATED FOR THE .2S/FT CONDITION
AIR RATE PER ASSEMBLY= 24 . 00 SCFM
ASSUMED OPERATING TEMPERATURE= 100 DEG F.
ASSUMED TOTAL PRESSURE AT TOP OF DROPLEG= 5. 829 PSIG
DIFFUSER CONNECTORS SPACED AT 4 . 000 FT CENTERS
HEADER 1 IS APPROX. 28 . 0 FT LONG WITH 8 DIFFUSER CONNECTORS
NODE APP. EQU. DIA. SCFM CFM VEL. VEL. HEADLOSS TOTAL STATIC
* LENGTH PRESS. PRESS. PRESS. PRESS.
(FT) (IN) (FPS) (PSI) (PSI) (PSIG) (PSIG)
1 E 4 . 6 4 24 . 0 18 .3 3 . 9 1. 62E-04 3 .34E-05 5 .829 5.829
2 15 . 0 4 24 . 0 18 .3 3 . 9 1. 62E-04 1. 09E-04 5 .829 5.829
3 T 15 .5 4 24 . 0 18 .3 3 . 9 1.62E-04 1.12E-04 5.829 5.829
***** HEADER 1 *****
4 28 .0 4 0 .0 0 . 0 0 . 0 0 . 00E+00 5 .07E-05 5 . 829 5. 829
(STATIC HEADER PRESSURE DIFFERENTIAL IN ASSEMBLY= 1. 11E-04 PSI)
(AVERAGE HEADER PRESSURE IN ASSEMBLY = 5 . 8286 PSIG)
A: NET AVERAGE HEADLOSS FROM TOP OF DROPLEG TO HEADER= 3 . 600E-04 PSI
B: DIFFUSER HEADLOSS= 1.273E-01 PSI
AT 3 . 000 SCFM/DIFF, ONE SD1000 DIFFUSER PER DROP
C: 13 . 000 FEET OF SUBMERGENCE= 5. 6290 PSIG
TOTAL PRESSURE REQ'D AT TOP OF DROP, (A+B+C) = 5 .7567 PSIG
(FRICTION HEADLOSS (A+B) = 1 .277E-01 PSI)
====
NOTE: * -LABELS FOR APPURTENANCES-
R-REDUCER, T-BRANCH FLOW TEE, RT-LINE FLOW TEE, E-90 DEG. ELBOW
B-WIDE OPEN BUTTERFLY VALVE, S-SWING PEDESTAL & KNEE JOINTS.
•
Page 4 of 4

. • WATER POLLUTION CONTROL CORP.
() SANITAIRE®
SINGLE DROP DIFFUSER AERATION EQUIPMENT
for
Fairmont, NC
Rapid Mix Basin
CONSULTING ENGINEER:
Hobbs, Upchurch & Associates
SANITAIRE #9770-97S
June 25, 1998
• cjt c:lsetupslfair6
TM
9333 N. 49th Street Brown Deer,WI 53223 phone:[phone] fax: [phone]
Web Sites: http://www.sanitaire.com http://www.abjwastewater.com AEI
SANITAIR E°

., . TANKAGE 1 TRAINS EACH CONSISTING OF:
:PASS PARALLEL ZONE SUBMERGENCE REACTOR VOLUME .
:NO. REACTORS PROCESS (FEET) DIMENSIONS (FEET) (KCF/PASS) :
: 1 1 AEROBIC 16 . 80 25 . 17 L X 10 .00 W X 17.80 D 4 .48 :
TOTAL VOLUME PER TRAIN 4 .47954
AERATED VOLUME PER TRAIN 4 .47954
DESIGN DATA
:COND. NO. BOD NH3-N OXYGEN AIR WATER TEMP. :
TRAINS (#/DAY) (#/DAY) (#/DAY) (SCFM) (DEG. C. ) :
:40 S/K 1 179.1 (20
•
DESIGN PARAMETERS
! COND. AOR/SOR ALPHA BETA THETA D.O. AMB. 02/ 02/ SRT
(ppm) (PSIA) BODS NH3 (DAYS)
!40 S/K 14 .6
NOTES: @-PRECEDING A VALUE INDICATES AN ASSUMPTION BY SANITAIRE
A-INDICATES ACTUAL (AOR) OXYGEN REQUIREMENT
S-INDICATES STANDARD CONDITION (SOR) OXYGEN REQUIREMENT
ROUND TANKS ARE EVALUATED AS SQUARE TANKS OF EQUAL SURFACE AREA
IF THE AOR/SOR PARAMETER IS NOT GIVEN, THEN ITS VALUE WILL BE
CALCULATED LATER IF SUITABLE ALPHA, BETA, D.O. , THETA, PRESSURE
AND TEMPERATURE DATA IS SUPPLIED.
INDICATED PRESSURE IS EQUIVALENT TO SITE ELEVATION OF 60 FEET
(Page 2 of 41

w '
. • PERFORMANCE SUMMARY
EQUIPMENT:
TYPE: SINGLE DROP DIFFUSER
NUMBER OF ASSEMBLIES: 1
NUMBER DIFFUSERS/ASSEMBLY: 10
OXYGEN TRANSFER PERFORMANCE BASED ON:
EACH HEADER AT SIDE OF 10 . 00 FEET WIDE AERATION BAND AND 16. 80 FEET
OF SUBMERGENCE. OXYGEN PERFORMANCE IS CORRELATED TO PLACEMENT GEOMETRY,
DIFFUSER SUBMERGENCE, AND AIR RATE PER UNIT TANK VOLUME.
(NOTE: SCFM/DIFFUSER DOES NOT DISPLAY SIGNIFICANT CORRELATION TO
COARSE BUBBLE DEVICE PERFORMANCE USING THESE PARAMETERS)
CONDITION: : 40 S/K
TANKAGE:
NO. TANKS 1
VOLUME/TANK (KCF) 4 .47
TOTAL VOLUME (KCF) 4 .47
OXYGEN TRANSFER:
02 (#/DAY) AOR
AOR/SOR
02 (#/DAY) STD. COND. 532 .0
02 (#/DAY/KCF) STD.CND. : 118 .7
STD. COND. EFF. (%) 11.8
SAFETY FACTOR (%) 10
AIR RATES:
TOTAL SCFM 179. 1
SCFM/ASSEMBLY 179. 1
SCFM/KCF 40
SCFM/DIFFUSER 17. 9
PSIG REQUIRED AT 7.5
TOP OF DROPLEG
POWER ESTIMATES:
*TOTAL BHP REQUIRED 7 .41
STD. COND. (#02/BHP/HR) 2 . 98
SITE (#02/BHP/HR)
* NOTE: BHP QUOTED ASSUMES ADIABATIC COMPRESSION, 70% MECHANICAL
EFFICIENCY AND 0.3 PSI AIR MAIN HEADLOSS. MORE ACCURATE
VALUES FOR POWER WILL DEPEND ON ACTUAL BLOWER, MOTOR, AND
PLANT .PIPING DESIGN.
(Page 3 of 4

ONE AERATION ASSEMBLY HEADLOSS
CALCULATED FOR THE 40 S/K CONDITION
AIR RATE PER ASSEMBLY= 179 . 18 SCFM
ASSUMED OPERATING TEMPERATURE= 100 DEG F.
ASSUMED TOTAL PRESSURE AT TOP OF DROPLEG= 7.474 PSIG
DIFFUSER CONNECTORS SPACED AT 2 .500 FT CENTERS
HEADER 1 IS APPROX. 22 . 5 FT LONG WITH 10 DIFFUSER CONNECTORS
NODE APP. EQU. DIA. SCFM CFM VEL. VEL. HEADLOSS TOTAL STATIC
* LENGTH PRESS. PRESS. PRESS. PRESS.
(FT) (IN) (FPS) (PSI) (PSI) (PSIG) (PSIG)
1 E 4 .6 4 179 .2 126 .1 26 . 9 8 .34E-03 1.72E-03 7.473 7.464
2 18 . 8 4 179.2 126 .2 27 .0 8 .35E-03 7.03E-03 7.466 7.457
3 T 15 . 5 4 179. 2 126. 2 27 . 0 8 .35E-03 5 .79E-03 7.460 7.452
***** HEADER 1 *****
4 22 . 5 4 0 . 0 0 . 0 0 . 0 0 .00E+00 2 .10E-03 7 .458 7 .458
(STATIC HEADER PRESSURE DIFFERENTIAL IN ASSEMBLY= 6 .25E-03 PSI)
(AVERAGE HEADER PRESSURE IN ASSEMBLY = 7 .4546 PSIG)
A: NET AVERAGE HEADLOSS FROM TOP OF DROPLEG TO HEADER= 1.977E-02 PSI
B: DIFFUSER HEADLOSS= 1.164E-01 PSI
AT 17 . 918 SCFM/DIFF, ONE SD1000 DIFFUSER PER DROP
C: 16.800 FEET OF SUBMERGENCE= 7.2744 PSIG
TOTAL PRESSURE REQ'D AT TOP OF DROP, (A+B+C) = 7.4106 PSIG
(FRICTION HEADLOSS (A+B) = 1 .362E-01 PSI)
NOTE: * -LABELS FOR APPURTENANCES-
R-REDUCER, T-BRANCH FLOW TEE, RT-LINE FLOW TEE, E-90 DEG. ELBOW
B-WIDE OPEN BUTTERFLY VALVE, S-SWING PEDESTAL & KNEE JOINTS.
(Page 4 of 41

WATER POLLUTION CONTROL CORP.
0 SANITAIRE®
SINGLE DROP DIFFUSER AERATION EQUIPMENT
for
Fairmont, NC
Aerated Influent Channel
CONSULTING ENGINEER:
Hobbs, Upchurch & Associates
SANITAIRE #9770-97S
June 25, 1998
•
cjt c:.setupslfair5
TM
9333 N. 49th Street Brown Deer, WI 53223 phone:[phone] fax:[phone]
Web Sites: http://www.sanitaire.com http://www.abjwastewater.com
BAN ITAIRE.

.r • TANKAGE 1 TRAINS EACH CONSISTING OF:
:PASS PARALLEL ZONE SUBMERGENCE REACTOR VOLUME .
:NO. REACTORS PROCESS (FEET) DIMENSIONS (FEET) (KCF/PASS) :
: 1 1 AEROBIC 16 .80 177 . 00 L X 4 . 00 W X 17. 80 D 12. 60 :
TOTAL VOLUME PER TRAIN 12 . 6024
AERATED VOLUME PER TRAIN 12 .6024
DESIGN DATA
:COND. NO. BOD NH3-N OXYGEN AIR WATER TEMP. :
TRAINS (#/DAY) (#/DAY) (#/DAY) (SCFM) (DEG. C. ) :
:3 S/LF 1 531 @20
DESIGN PARAMETERS
! COND. AOR/SOR ALPHA BETA THETA D.O. AMB. 02/ 02/ SRT
(ppm) (PSIA) BOD5 NH3 (DAYS)
!3 S/LF 14 .6
� r
NOTES: @-PRECEDING A VALUE INDICATES AN ASSUMPTION BY SANITAIRE
A-INDICATES ACTUAL (AOR) OXYGEN REQUIREMENT
S-INDICATES STANDARD CONDITION (SOR) OXYGEN REQUIREMENT
ROUND TANKS ARE EVALUATED AS SQUARE TANKS OF EQUAL SURFACE AREA
IF THE AOR/SOR PARAMETER IS NOT GIVEN, THEN ITS VALUE WILL BE
CALCULATED LATER IF SUITABLE ALPHA, BETA, D.O. , THETA, PRESSURE
AND TEMPERATURE DATA IS SUPPLIED.
INDICATED PRESSURE IS EQUIVALENT TO SITE ELEVATION OF 60 FEET
[Paste 2 of 4j

r
i
PERFORMANCE SUMMARY
• EQUIPMENT:
TYPE: SINGLE DROP DIFFUSER
NUMBER OF ASSEMBLIES: 1
NUMBER DIFFUSERS/ASSEMBLY: 60
OXYGEN TRANSFER PERFORMANCE BASED ON:
EACH HEADER AT SIDE OF 4 .00 FEET WIDE AERATION BAND AND 16 .80 FEET
OF SUBMERGENCE. OXYGEN PERFORMANCE IS CORRELATED TO PLACEMENT GEOMETRY,
DIFFUSER SUBMERGENCE, AND AIR RATE PER UNIT TANK VOLUME.
(NOTE: SCFM/DIFFUSER DOES NOT DISPLAY SIGNIFICANT CORRELATION TO
COARSE BUBBLE DEVICE PERFORMANCE USING THESE PARAMETERS)
CONDITION: :3 S/LFT
TANKAGE:
NO. TANKS 1
VOLUME/TANK (KCF) 12 . 6
TOTAL VOLUME (KCF) 12 . 6
OXYGEN TRANSFER: ••
02 (#/DAY) AOR
AOR/SOR
02 (#/DAY) STD. COND. : 1616 . 9
02 (#/DAY/KCF) STD.CND. : 128 .3
STD. COND. EFF. (%) 12 .1
SAFETY FACTOR (%) 10
AIR RATES:
TOTAL SCFM 530 . 9
SCFM/ASSEMBLY 530 . 9
SCFM/KCF 42 . 1
SCFM/DIFFUSER 8 . 84
PSIG REQUIRED AT 7 .4
TOP OF DROPLEG
POWER ESTIMATES:
*TOTAL BHP REQUIRED 21 .7
STD. COND. (#O2/BHP/HR) 3 .09
SITE (#02/BHP/HR)
* NOTE: BHP QUOTED ASSUMES ADIABATIC COMPRESSION, 70% MECHANICAL
EFFICIENCY AND 0 .3 PSI AIR MAIN HEADLOSS. MORE ACCURATE
VALUES FOR POWER WILL DEPEND ON ACTUAL BLOWER, MOTOR, AND
PLANT PIPING DESIGN.
Page 3 of 4

r
•
ONE AERATION ASSEMBLY HEADLOSS
CALCULATED FOR THE 3 S/LFT CONDITION
AIR RATE PER ASSEMBLY= 531 . 00 SCFM
ASSUMED OPERATING TEMPERATURE= 100 DEG F.
ASSUMED TOTAL PRESSURE AT TOP OF DROPLEG= 7.474 PSIG
DIFFUSER CONNECTORS SPACED AT 2 . 900 FT CENTERS
HEADER 1 IS APPROX. 171. 1 FT LONG WITH 60 DIFFUSER CONNECTORS
NODE APP. EQU. DIA. SCFM CFM VEL. VEL. HEADLOSS TOTAL STATIC
* LENGTH PRESS. PRESS. PRESS. PRESS.
(FT) (IN) (FPS) (PSI) (PSI) (PSIG) (PSIG)
1 E 5. 9 8 531 . 0 373 . 8 18 . 9 4 . 09E-03 5 . 90E-04 7 .474 7.470
2 18 . 8 8 531 . 0 373 . 9 18 . 9 4 .09E-03 1 .88E-03 7 .472 7 .468
3 T 23 . 0 8 531 . 0 373 . 9 18 . 9 4 .09E-03 2 .30E-03 7.470 7.466
***** HEADER 1 *****
4 80 .0 8 283 . 2 199.4 10 . 1 1.16E-03 4 .70E-03 7 .465 7.464
5 R 4 .5 6 283 .2 199 .5 18 . 2 3 .82E-03 5 .37E-04 7 .464 7.461
6 254 .0 6 0 . 0 0 .0 0 . 0 0 . 00E+00 7. 56E-03 7 .457 7.457
(STATIC HEADER PRESSURE DIFFERENTIAL IN ASSEMBLY= 8 .71E-03 PSI)
(AVERAGE HEADER PRESSURE IN ASSEMBLY = 7.4615 PSIG)
A: NET AVERAGE HEADLOSS FROM TOP OF DROPLEG TO HEADER= 1.292E-02 PSI
B: DIFFUSER HEADLOSS= 1 . 066E-01 PSI
AT 8.850 SCFM/DIFF, ONE SD1000 DIFFUSER PER DROP
C: 16 .800 FEET OF SUBMERGENCE= 7.2744 PSIG
TOTAL PRESSURE REQ'D AT TOP OF DROP, (A+B+C) = 7 .3940 PSIG
(FRICTION HEADLOSS (A+B) = 1.196E-01 PSI)
NOTE: * -LABELS FOR APPURTENANCES-
R-REDUCER, T-BRANCH FLOW TEE, RT-LINE FLOW TEE, E-90 DEG. ELBOW
B-WIDE OPEN BUTTERFLY VALVE, S-SWING PEDESTAL & KNEE JOINTS.
Page 4 of 4

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CITY OF
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NORTH CAROLINA
T.Z. OSBORNE
WASTEWATER TREATMENT PLANT
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SINGLE DROP DIFFUSER DETAIL
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. .
. .
1 Hobbs, Upchurch g& Associates, P.A.
ConsultinEngineers
290 S.W.Broad Street • Post Office Box 1737 • Southern Pines,NC 28388
March 19, 2000
Mr. Michael E. Templeton Fax: [phone]
NCDENR Division of Water Quality
NPDES Unit
1617 Mail Service Center
Raleigh,North Carolina 27699-1617
Re: Town of Fairmont
Wastewater Treatment Plant I I)) t 0 6 Li 1'l 1 I p 1
ATC No. 021059ACA ' n 1
HUA No. FR9605.p J LJWe 2 t n.
Dear Mike:
Per our telephone conversation Thursday, I have summarized a list of equipment with
specification reference. I will gladly add detail to this if that is what you need. I also
discovered the same discrepancy in aeration volume as you mentioned. The specifications
appear to be more accurate with a volume of 47,147 cf each. This does not appear to
change the outcome of the design calculation results with respect to concept and
feasibility.
As you know, I am faced with a serious funding issue with Rural Development and I
appreciate your assistance and cooperation in the approval of this project. If you should
have any additional questions regarding this project, please do not hesitate to contact this
office.
Sincerely,
HOBBS, UPCHU
4L # 4 .' AND ASSOCIATES, P.A.
Bill Lester, Jr., P.E.
Governmental Division Manager
Cc: Ben Hill, Town Manager,Fairmont
Southern Pines,NC • Telephone [phone] • Fax [phone] • e-mail:[e-mail]
Myrtle Beach • Kill Devil Hills • Raleigh

.
4
•
Town of Fairmont, Robeson County, NC
Wastewater Treatment Plant
Summary of Design Elements
Description Dimensions/Capacity Reference
Mechanical Cleaned Bar Screen 1.0 mgd/2.5 mgd max. Section 19 Page 1
Manual Bar Screen 1.0 mgd/2.5 mgd max. Section 19 Page 1
Grit Removal&Dewatering Equipment Rolling grit aeration Section 20 Page 1
Aeration System Diffused Air System Section 21 Page 1
6388 scfm total airflow
SOTR=215.8 lb/hr
Circular Clarifier Equipment 75'0"dia.(octagonal basin) Section 22 Page 1
Centrifugal Air Blower 3 ea @ 3200 scfin/ 150 hp Section 23 Page 1
Sludge Thickener 30'0"dia., 15'6"s.w.depth Section 24 Page 1
Pumps—Sludge Loading Centrifugal Solids Handling Section 25 Page 4
1 ea—225 gpm @ 13.1'TDH
Pumps—Existing WWTP Submersible Centrifugal Section 25 Page 6
2ea-720gpm @ 153'TDH,75 hp
1 ea—1020 gpm @ 218'TDH, 125 hp
Pumps—Effluent Pump Station Submersible Centrifugal Section 25 Page 7
2 ea—750 gpm @ 62'TDH,25 hp
1 ea—2000 gpm @ 108'TDH, 100 hp
Pumps—Treatment Plant Submersible Centrifugal Section 25 Page 7
2 ea—250 gpm @ 35'TDH,5 hp
Instrumentation As Noted Section 26 Page 1
Refrigerated Sampler As Noted Section 27 Page 1
Airlift Pumps RAS—4 ea @ 900 gpm(10") Section 28 Page 1
WAS/Scum—4ea @ 140 gpm(4")
Thick.Scum—2 ea @ 250 gpm(6")
Thick.Sludge—2 ea @ 250 gpm(6")
Relift—3 ea @ 1200 gpm(12")
Flow Control Equipment Pivot Gates,Weir Gates,Inlet Stacks Section 29 Page 1
Clorination/Dechlorination Equipment Chlorine/Sulfur Dioxide Section 30 Page 1

4
)17 TOWN OF FAIRMONT
P.O. Box 248, FAIRMonrr, N.C. 28340. PHONE [phone]
FAX [phone]
March 9, 1999
Mr. Dave Goodrich, P.E.
North Carolina Department of Environment and Natural Resources
Division of Water Quality
P.O. Box 29535
Raleigh,North Carolina 27626-0535
Re: Town of Fairmont Wastewater Treatment Plant,Robeson County
Request for Authorization to Construct Facilities .
NPDES Permit No.NC0021059
Dear Mr. Goodrich,
Please find the attached materials for your use in review of the referenced project:
1. Three(3) sets of plan drawings
2. Three(3) sets of project specifications
3. Three(3) sets of project design calculations
4. Check in the amount of$200.00 for the permit application fee
When completed,this new regional wastewater treatment facility will serve the Town of
Fairmont,and the Orrum Middle School, eliminating both of their current discharges as a
result. This plant also has the potential to serve several towns and communities in
Robeson County and Columbus County. By action of this submittal, we are requesting
that the Division of Water Quality grant formal Authorization to Construct this new
Wastewater Treatment Plant.
Please contact Mr. Bill Lester, P.E. at Hobbs, Upchurch& Associates, P.A. (910-692-
5616) should there be questions comments, or if additional information is needed for
project review. We appreciate your cooperation in this matter.
Sincerely
TOWN OF FAIRMONT
•4411/
Ben Hill
Town Manager
cc: Bill Lester, Hobbs, Upchurch& Associates, P.A.