NC0024881_Environmental Assessment_19941101

State of North Carolina %j/oNq
Department of Environment,
Health and Natural Resources ��.
Division of Environmental Management N
James B. Hunt, Jr., Governor L
Jonathan B. Howes, Secretary ®E o--i N F1
A. Preston Howard, Jr., P.E., Director
L
4, fi�e5.
November 1, 1994
1,L)4
Mr. D. Kelly Almond, City Manager
City of Reidsville
230 West Morehead Street
Reidsville, North Carolina 27320-3855
SUBJECT: City of Reidsville
Haw River Outfall
In -Progress Plan Review
Conference
Project No. CS370204-04
Dear Mr. Almond:
This is to advise of the State requirement that final plans, specifications and
supporting design data must be submitted for State review and approval, before State loan
funding can be approved for the subject project. In accordance with the established
schedules, the complete/final plans and specifications should be submitted by May 1. 1995
in order to be reviewed and approved in time to meet the Binding Commitment Date
of June 30, 1995. If the Binding Commitment Date is not met, the anticipated Loan
funding will be withheld.
A review of the plans, specifications, supporting documents and checklist (see below)
in conference with the City s authorized representative and the Consultant Engineer at the
10% and 50% level of completion is required. The 10% In -Progress Plan review conference
should be held in January 1995. Therefore, when the detailed project design with
preliminary plans and specifications is initiated, you or your engineer must advise us of the
time and date chosen in Januaty for the 10% "In -Progress" plan review conference as soon
as possible. The attendance of the City's authorized representative at the 10% In -Progress
conference is required; and the conference is not to be scheduled until this person can be
present.
Attached is the "In -Progress Review Checklist" which includes review items to be
discussed in our 10% and 50% conferences with you and the consulting engineer. You and
your consultant engineer should review this prior to our conference, so that any questions
can be resolved; or any needed clarification/information can be provided during this
conference.
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50%recycled/ 10% post -consumer paper

Three (3) sets of the initial plan details and complete design basis are to be submitted
at the 10% review conference; and for the 50% review conference, three (3) sets of the
plans/specifications, final design basis and an up -dated cost estimate are to be presented.
The 10% and 50% In -Progress Reviews of the plan documents are required in order to
obtain the following:
1. Every effort must be taken to prevent bid overruns, since a project is not to
receive loan funding in excess of that established on the priority list for the
project. It is the Recipient's sole responsibility to see that the project is
designed in such a manner as to stay within the established funding limit. If
bids exceed the loan amount, the Recipient must pay the additional amount; or
redesign and rebid the project to get within the funded amount. If a JOC/SOC
schedule is involved and is not extendable, then Recipient must proceed with
award of bid(s) or be subject to the fine amount stipulated in order; and possible
loss of loanfunds.
2. A timely submittal of final plans, specifications and
supporting documents which are final and complete in all respects, including:
a. In complete compliance with Loan conditions, the 201
Facilities Plan, and any contingencies imposed on the design by the
environmental review.
b. Compliance with EPA and State regulatory requirements.
3. Clear, precise and complete plan documents for the Biddability/Constructibility
review, for which a review period or thirty (30) days is required
4. Prompt resolution of other Agency review comments which could
result in lengthy delays in plan processing and approval.
5. Mutual understanding and effort by all parties to coordinate and maintain
processing of project plan documents to meet target dates designated for the
anticipated State funding.
If a new or revised NPDES Permit is required for the subject facilities, it is imperative
that you take this action immediately by making application to Mr. Larry Coble, Regional
Supervisor, Division of Environmental Management, Winston-Salem Regional Office. Your
Droiect plans cannot be appr ved until a Permit has been issued. Please note that the
processing and issuance of a Permit will normally take six (b) months, but can take as much
as nine (9) months.

The Recipient and consultant engineer must adhere to the schedules for obtaining the
NPDES Permit, complying with JOGSOC and submission of final plans and specifications
in order that all other established schedules can be met. If the Binding Commitment date is
not met, the anticipated Loan funding will be withheld.
If there are any questions concerning this matter, please do not hesitate to contact
Mr. Robert Teulings, the State Project Review Engineer, at [phone], extension 610.
Sincerely,
-C W. S. Hoffman, Supervisor
Construction Grants & Loans Section
Design Management Unit
Attachment
cc: Finkbeiner, Pettis & Strout
Winston-Salem Regional Office
Mr. John R. Blowe
Mr. Allen Wahab
Mr. Joe Martin
Mr. Tom Fahnestock
Ms. Colleen Sullins
Mr. Donald Safrit
Ms. Ruth Swanek
Mr. Robert Teulings
DMU
SRF

• NC DEM WO ENVSCI Fax:[phone] Mar 6 '96 14:10 P.02/10
• • (mental Managemeat
Nbith Carolina Div• ision Of Enviro�
Water Quality SOiott
Environmental Sciences Branch
Qctober 6,1994
To; Ruth Swan* i I
E
r
Through: Jay.Saicber:
From: Haralcl..Quidl�y ;::
Subject: SOD .Studios
-1994 Haw River (4 stations)
Ste;tion l) Haw River at 129 upstream from Troublesome.Creek
(S,ib=BaSiri QQ=-01) Rockingh County 94/05/
25
rate-1.1918 gr/..1 Y at 20°C
A S' 2 20 °C (ambient temperature)
,SOD �-1�2145 gr/rn day at •3
ate
Avg*,. ; 2/d ' tD -1.4517 gr/n%2/day at ambient temperature
:0054 /
SOD range 1 $rm : �
tsMlion �) Haw River at.Hwy 150 downstream from Troublesome Creek
�,am county 94/osI1S
(sub-Bas�n.oa-Qb-01) R° , I
Av • 50D rate-1.8305 sr/ma/day at 20°C
riL2r at 16.6°C (ambient temperature)
Avg. so rite �1.4777 grl /day
f to-2.1452 "P
/m2/day at ambient terature
SOD rangy �1:0112 gx/m2/d'
ESi adon 3) Maw River at SR 1530
Sub -Basin 03-06-01) Alam I e County 94/1Q/Q5•
Avg. gpD rate .1.0052 gr/" /day at 200C
AA g
• '� 2 da at 15.7°C (acr►bient temperature).
Sop rate - 0.7716 gY/ / Y
Ayg ; 2 a _ 0.$1?.5 gr/rn2/day at ambient temperature
SOP range - 0.7044 gr/m Y
River abo �.e dam at Saxapahaw
R'
• (Station 4) Haw .:
(Sub -Basin �) �tian�ce County 94/05/ X7
D rate 1.2292 s'r%�2/d
Avg. SCE ay at 20°C
Avg..SOX? rate _1.2846 gr/�2/day at 20.7°C� (ambientUmPexature)
- 2 at ambient temperature
5017 range - 0.99p3 gr/m2/.Clay to 1.6789 gr/m2/day

NC DEM WQ ENVSCI
Fax:[phone]
Mar 6 ' 96 14 :11 P. 03f 10
a
Station 1 is located on the Haw River at U
site is 0.5 miles upstream f &n the mouth of I
approximately 30 feet wide kid bottom $ubst
was 5 feet and charnbers•were set at depths ra
height, are typical for." reach of the river.
an ambient water temperature of 20.3°C and -
positive rate (+0.0001 gdVO/daY) from the
have been occurring in the creek during the
blanks and 5 replicate chambers.
Station 2 is located on tlie'Haw.Rtver at UM
downstream from the Troublesome Creek con
feet wide and bottom substrate consists of cou
chambers were set at -depti s ranging from 3 t
Steep banks, 3 to 6 feet in height. Average SC
ambient water temperature of 160C and -14
rate indicated that no photosynthesis was oa
data from 2 blanks and 5 replicate chambers.
Station 3 is located'-ovi the Haw River at Sl
feet wide at the site and bottom substrate COI
i
feet and cbambera were set at depths rail
typical for this reach of ;he river. Average
ambient water temperature of 15.60C and -1.(
positive rate (+0.0001 gf/m2/day) from the
have been occurring in the creek dung the 1
end 3 replicate chambers.: Data from replia
chamber had been inadvertently placed ort
d a to a robe malfuV
twy. 29 near Reids,dlle. in Rockingham County. The
blesome Creek. At this location, the river is
consists of course sand. Maximum depth at the site
►g from 2 to 5 feet. Steep sandy banks, l to 3 feet in:;
►era ,e SOD at the station was-1.2145 gr/m2/day at
►18 gr/m2-/daywhen corrected to 20°C• A very low
chamber indicated that some photosynthesis may
SOD rate calculations -were made using data from 2
iwy,150 in Rockingham County. The site is 2.5 nines
ence. At this location, the river is approximately ` 0
silty sand.. Maximum depth at the site was 6 feet and
feet. This reach of -the Haw River is characterized by
at the station was-1.4777 gr/rn2/day at an average
gr/m2/day when corrected to 20°C. The clear chamber
g dm1 file test. SOD calculations were made using1.
530 in Alamance County The river is approximately 80
its of fine silty sand. Maximum depth at the site was 4
om 3 to 4 feet. Steep banks, 8 to 1,5 feet in height, are
a at the Station was - 0.7716 gr/mzlday at average
t gr/m2jday when corrected to 20°C. A very low
ar chamber ;
indicated thamade
some photosynthesis xttay
. SOD calculations were using data from 2 blanks
�axnber 1 was deleted from the test because the
pical substrate. Data from replicate chamber 4 was
deleted from the test u p
Haw River, 200 ';feet upstream from the Sapw darn► A,lemance
Station 4 i3 located:orti the ( depth at the ste•was
Cocm . The SOD test wi d conducted mid-s�, am in the unpoun�ent• Maximum
.tS'

HAW RIVER SOD'DATA - MAY 25, 1994 STAFF ON SITE: WLLLkM%OU DLEV. C HOBS TEST CONDWYED FAM ripM ba�c
STATtQN I.lOGAitO Harrc� FiYiy 29 DEFTFiAT SRE: 3 to 51est JIVE11A6EJllI�B1FJ+tTWATER t+E1llP2tl�3`C '
eC+TiOM SEDIMENT: alKy sandSW
TEST 9TES7 FOA 9W CALIBRATION t,
SI 34MSIN 03 96 01 t
COUNTY - Ra hats
BLANK CHAMBERS REPLICATE CHAMBERS
« T-1
REP 1 REP 2 IREP a REP REP 5-TIME• rain B B4WK 0 BiAtlZCOO C20.320.2 .2fi.3 ZG•3 20.2 20.3
AVEFIAG TEMP 20.4 20.3 20.3 20.3 6.63 = 7.09 m6.55 = .A2 6.55 - 7:03 Q.�1 - 8:86 e•60 - 833Qb AANSE 7.25-734 7.20-7.22 1.09
7.s 6 7.17 _...7.02 6s57.22 e.eT 7.42
8 T•3�7..7.10 7�17 8.88 .• _ e_B7 ,-•_ .........6.05
7.17 6.9fl _.«:....!ap_,_._ 6....:....79 •..72 .i 44 7.18 6.94 S��-� 4S T.92 • ? « -« .»..•,*•-. .».«ti.B2 ..•.... 8.83 _«.0.87.31-+•rar_. ...«•«.w•..-...:.»«• • «.«• «-:, �«_...___..w.»•_.. ..«.• +«.«...... rw«..:..-_-•t•►.w•_«. 6.54 «...- _,rg.75 8.74
«75 ?.2ti .:._ .«.« - 8.66 5.88 ,«»..6Q 4y?667 8.87_Z.21 • 7.14.« .i7. 8.........»..... +••r-- •fTP•.._.«....« _ mnM•- V•.W: �:3�1« � 7 tie .«....««. _. .« T.25 7.21• -7.13 _-.Y__...�._�_
RATE OF WATER COL 0) mgftA tin-0.0001 O.Oa01 O.d00a :
hots nlhssis e c
X
RATE OF REPLICATE (8) rtrgfLttnl •0.,0030-0.0040-O.DOS3 •O.D.ObB-0.0047 Lp
r, LO
AVEAAG,E RATE OF WATER COL (0) myUm-0.0001-O.OoOi •
in -0.0001G-00.
01 •00001 1
1 r- 1 �
AEPj.MTE FATE [) AVG WATER COL RATE m�Ltali-0.0038 •0.0038-4.00$2 •o_ooss •0.0048 W
I
----- ---- ----- - --- - - - t------._. g LO
.. _-.. - . ....__ .«... 9QD RAZE m?fi�-o.04t9 -0.0 :0575 --=a:Oso6 --0.0501 LO
�
sf�2lldtrT
•1.0064 •k.0346-1.3785-1.a5t7-1.2012 �
RATE CALCULAMN
8 x {X x V) + A = gr 02Jm2ftrr
AVERAGE SEDIMENT OXYGEN DEMAND -
.8 = R:be al *airge In D.O•- •b:05ab rftn7lht "- - - -• - .. --- .
I mg O?1L�antn -1 •,1:14S• ffmRfdn ATANS. TE `C-1.1314 CORREGTED702o.'C EF fA05} 3
. 0
•� c=mbir vokuhm 1n' [bra -0.0047-grrtt2fhtr•
�
1128 rftl2fda � taran9h+r area In tnelers 9gttare - 9 Y -
x � oS onsla
r. +
7.a0
Q 0.40
a
O AO
0
HAW RIVER SOD - 5 REPS, 2 BLANKS, 1 CLEAR
1,5 30 45 60 75 9D 105 120
(Min) 15 1 l". REAaOUIS
�1
ksi
04
Y
r-�
r�
O
r-i
O

RATE OF WATER COL 93) mglLhM .
RATE OF REPLICATE (0) cOOU0
--4o. AVERAGE MATE OF WATER COL (8) MWVMln
T
AVERAGE SEDIMENT OXYGEN DEMANO
-0.061 B (IM2lhc
-1.477T SFfm21d4 ATMA&TEMP 16.91C-1.8305 CORRECTE7JTQ20'C{CO>=Fl
7.70
t�J
O
6.20
0
HAW RIVER SOD - 5 REPS. 2 BLANKS, I MEAR
15 30 46 60 76 90 105 120
{MM.} 15 MIN. READINGS
d
m
.:K
0
m
c
cn

STAFF ON SITE WILL"% CPJMLEY. CROSS. TYlnALL TEqT 00p4 J6TED FROM LEFt BANK
HAW RIVER SOD DA-rA-OCTOBER v. IM CWTH AT SRE: 4 teal AVERAGE MBIENT WATER TEMP 15.5 QC
STATION LOCATIOt Havr River 41 SR IS20 BOTTOM SEDIMENT: slEty ON4 SODTESf FOR SM CALBRATi0N
•BASIN 03 06 Oi
GOIiN1 Y - Alsmanoe
• BLANK CHAMBERS FiEPUGATE CHA�dBEAS
i�tE H A1A13 BLANK 0 St AT11CG0 _w CLEAR "^ ..� REP 1 REP 2 REP i REP s .
».,.._w.r•.rr.N_r».Mw
15.7 1S.A data delslod 15.0 15_!: ad rC0
AYF'�tAt3E'1ET,tP 1S_7 1.5:7
e.40. • 0.41 s Icsl1 b-*Von 791 - 6,31 boa - a89 o0t at calbatb
00. RANG 0 20 - 0.82 IL04 - BA8 8.10 - 8_20 ....r;.. - - ---- r .r --
».r..... .._.:.- ...8.oe ............ ».... �8;,2Q '».« 34
8w40 Y ....r.....»._ _.._..._..�.... Yr-M.. ...._ __ ...w .» r..........».....
.»._.w..l 6 .. d'26-»- -• ....�.S ...»...._ » .^ 9.d0»w-..».._........ : _ 021 ;. 8•,-:-_.mow r.......-..rw......
34
0� 8.37 6.0T •,•-» 8.20 M .» _.........»........... 6.15 _ r a'�
+t 6 5.42 . --- 9'87 � S.2a 4.41 "»' _'.""'-.-•"'w M M B.2t ,Y
r...r. 9.10
-._r._ ..r. .. 0.1
'40*�,e,a" _•_---w8-�-�..-...w.» $] _ wr __ e.41 ... �._._..._. _.»_.Y..r.».....«.� «.._»..y... s._..• r._.� .r..-------- .__. w
Lt7 •-8. I r ___.. ...r.rr «.M _.w.»_ w M.MM-»- wMY«_...r.»rw.«....
fig: ._ ...... _._ Y.r••• «.».»... 8_12 _....w. -
r �1r..w MQ a_.r.M »"819 84t _ a.:a�r....rw .........»�....Y..._..
.105MB.:.05» ��� •r...r...�.,.. _ ....r_�1 •.r..._..»........r.r........M........._«....... .r._» es�..,_•» _-••r-w.•^-'--..'
_ w
5-- � -
- 1 i
RATE OF WATER COL (fi) rnpUntn • .' .0.0000:00013.-0.0002 3 :
, betas heals • � L ?
RATE OF REPL CATE (8) ai"+-0.0634-0.0030
AVERAGE RITE OF WATER COL (% snpUmin-0.0003-0.0003
REPLICATE RATE () AVG WAM COL RATE m�Llrnin
y o_e�2s •0.T044
ro.
CALCULAUM
KxV)+A-gr071r&kfIMAVERAGE SEDENT OXYGEN DEMAND.ate at thmP In D.O.-0.0321 grfm2lbr
as mg 02&Arin _0.7716 a1ra21 7TAMB. TEMP 1"-C1 -1.0052 ODPJIECrEDT02M 1A65�
Y = Chembet "urae h Utets •0.0po 0il1121hr
a Chamber aroa In tnslere square •D.0717 0cllt2ldai/
K =.06 (Conctard
o&cL LA't10NS PERFORMM W.
"fta�N R •�_I_ J i a� J
HAW RIVER SOD - 3-REPS, 2 BLANKS. t CLEAR
6.30
.�
t�J
0
Q
7.80
0
15
30
45
Go
75
80
106
120
(MIN-) 15 NITi_ READINGS
IS
.7
n
IL42
&2
m
32
L7M,_,,..r.«.
M.i
17.r._..
C
D7Y..r.....
'. . H
Q2 .
• ;
0033
X
..
l4
•0003
L00
I
0030
.0'332
lid
.7079
Lo
Ln

STAFF ON SITE: WILLIAMS. QUIDLEY. CROSS TEST CONOUCTIED FROLt VOW W cm �, • ,
HAW WER SOD DATA • MAY 17{ 19" DEPTH AT SITE 6 %Vt AYEWIGEANOIENT WATERTEMP 20.700
STATION LOCATIG?k i-Iaw Fiver at Smpshsw BOTTOM SEDIMENT: sWzaW S00TM FORSMc;,kLIBRX7ION
StlB-SA$W 03 OB 02 s •
COUNTY Namance - - • � .
BLANK CHAMBERS . REPLICA-M CHAMBERS •
BLAltKO 11LA Od' I R ' REP1 •REP.2 REPS REP.4 Rr0. S
rA
in Ax8 . ......,.._...._....__ 20.8 n
TF.1lIP Q0:7 20.7. 20.7 20.7 .....»..r.». 20.$ ?0 8 20.7' 20,6
e.25 - 0 �8 s.31 - 8.3a
8.44 - 8.40 T.75 - 0.22 7.74 - •8.28 7.60 • 8.2S 7.41 _ 0.22 7.23 - lS.t3
D.O.tiE 7.93 8.28 8.22 8.� ti.25 8-22 a.s3 m
4.26 8.34
,--'a.ze esaiia:.��_ _.._.., a.b3w,.- T.9z
e.s7 s.aa39,
.�2a IL
4.k-ss7 S-45 7.�e ? 7. w. 77eh._.._..T • z.:0-0
...88
._ 8.46 w -8-32 _ _ _.__ ..»�:{6 »._.._ ..._...�_..». 7.84 ,� 7 99..»..._ �:SE�__..... 4-..........» ..8.32 86
8.44 .7T79 �� ,�, ......».: »».?•37 ......7.52•-_H.....9..�3.26� • 8,81 .. WB:$7' ._.._...»....-T 88. 7•r74 74ti 7.2
8.04
RATE OF WAT1:it COL (fl) mpillrt n=0.oco3-4.0002 _ 0.0002
0 llot aft-eE
RATE OF REPLICATE (0) fassUag-0.0043 •0_40411 -0.0040 -0.0060-0.0067 l0
LO
AVERAGE RATE OF WATER 001-M mgiLlmin-0.0003 '-0.0403 --0.0003-a.80o9-0.0009
(!d
G WATER COL RATE m 0.0040-0.0038
_{y W
.0446
.REP.IlC1!tiTE_F!A'[E�-)�`L -- ---.• - ._ ..._ _- -
_.-..__. _.._.._..._ _ 1O
-D.00ST
SOD RATE g m2fir-0.0434 •0:0413 •O:OB -0- - .O.D83o-8.0700 �
ghn?lday-1:0423-a.9443-1.200T -1.51 SO-1.8789
F(K
ULATION t A z W O.Urn2na
AVERAGE SEDUENT OXYGEN DEMAND
ct1�e In 0 4_ d.053b r1m21tst
sz mg OWL1v n r •1,2840 gdmVdpy AT AMB. TEMP 20.70C-1.2292 C.ORRECTEDT020°CPGEF 1 {185) �
Ch3mhsr votU In Ibis=0.0050•90021hr
A c Ct*Albar arcs# kL molars square -0,t tD4 gr+112fday
K M08 Conslard)
0 7.70
7.20
O t5 30 45 60 75 90 106 120 185
(MIN.) 15 MIN. READINGS

NC DEM` WQ ENUSCI Fax :[phone] Mar 6 '96 14 :14 P.108/10
29
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qpr 620.
�rroN Rai'rOr 30 Mr•
! ROAD CLASSIFICATION s
i MILE 1 Primary highway, Light -duty road, hard or .
goo '7� FEET hard surface.• ••�--• improved surface_
Secondary. highway',
I1 KILOMETER hard surface....w,•—•.-•.-•�—�--► Unimproved road.....nmon"astv••
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NC DEM WQ ENVSCI Fax:[phone]
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State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr„ Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
June 2, 1994
Mr. Harold Jensen, P.E.
Finkbeiner, Pettis & Strout, Limited
One Centerview Drive
Greensboro, NC 27407
Dear Mr. Jensen:
R
The Division's Water Quality Section has reviewed the draft
Environmental Assessment submitted by your office regarding the
City of Reidsville Haw River Outfall. I am attaching the comments
received during this review for your consideration.
As indicated in the attached comments, the EA should include
more justification regarding the need for the proposed relocation,
a more thorough discussion of the existing conditions and
alternatives to outfall relocation, and a more accurate evaluation
of the potential environmental impacts of the proposed project.
Although the Section recognizes that much toxicity reduction
evaluation work has been done, we believe that further evaluation
is needed prior to proceeding with the EA review. We recommend
incorporating the THE Phase II recommendations, due on June 30,
1994, into a revised EA for the benefit of the reviewing agencies.
Please feel free to contact me at [phone], extension
567, if you have any questions regarding this letter or would like
me to arrange a meeting to discuss the attached comments.
Sincerely, `�A�
� k`� 4
Monica Swihart
Water Quality Planning
cc: Steve W. Tedder
Steve Mauney
Larry Ausley
Coleen Sullins
Ruth Swanek
P.O. Box 29535, Raleigh, North Carolina 27626-0536 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50%recycled/ 10% post -consumer paper

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT
HEALTH AND NATURAL RESOURCES
DIVISION OF ENVIRONMENTAL MANAGEMENT
May 24, 1994
M E M O R A N D U M
TO: Monica Swihart
THROUGH: Steve Mauney
FROM: Ron LinvilleO'
SUBJECT: Draft Reidsville Environmental Assessment
The folowing comments may be relative as this document is
reviewed:
II. Existing Conditions The relocation was not included
in the SOC although it is known that the City wishes to move in
that direction. The last sentence has "is can be " which should
be "bottom of effluent pipe is above the mean water level and is
visible and can be monitored" if possible to change.
III. Alternatives Last sentence should again indicate
discharge above mean water level for ease of monitoring purposes.
IV. Environmental Impacts Item L should address concerns
about resolving history of Toxicity problems prior to any
movement of the pipe. Reference Larry Ausley's memo of May 4,
1994. To do less may simply allow the Haw to suffer similar
degradation that has existed in Little Troublesome Creek. The
consultaant indicates that the COE stated that no wetlands would
be impacted. This is not the case according to Wayne Wright's
letter which is included in the draft EA.
V. Proposed Mitigating Actions If possible, consideration
should be given to the benefits of doing sewer construction work
near the stream and in associated wetlands during the dry season
(ie. May -October} to avoid potential negative impacts. Other,
sewerline sections could be scheduled during the wetter months
without severe disruptions to the environment. It appears that
404 and 401 Permits or Certifications will be required for this
work especially where the sewer will transect with creeks or
wetlands (or parallel these areas). Construction will very
likely require anti -seep collars in some areas. Wetlands or
waters likely to be impacted should be delineated prior to
404/401 review.
Due to complaints/comments about the existing discharge and
anticipated public interests in this potential relocation, it is
very important that the EA be very specific and conclusive prior
to issuing an NPDES Permit Modification and A2C. It,is also
recommended that the EA include a brief (but complete) history
of the JOC and SOC, including amendments and other activities
undertaken by DEM and the City.

DIVISION OF ENVIRONMENTAL MANAGEMENT
May 16, 1994
MEMORANDUM
TO: Monica Swihart
FROM: Jason Doll ✓*
THROUGH: Carla Sanderson`k
Ruth Swanek'2C.'>
SUBJECT: Environmental Assessment
Proposed Discharge Relocation
City of Reidsville WWTP
Rockingham County
The Technical Support Branch has reviewed the Environmental Assessment, from
Finkbeiner, Pettis, & Strout, Ltd., for the proposed relocation of the Reidsville WWTP
discharge to the Haw River The document does not adequately address the full scope of
issues involved in the potential relocation. The EA only addresses issues relating to three
potential routes for outfall lines and their immediate impacts. The Reidsville WWTP has
had an extensive history of compliance problems with regard to effluent toxicity, and is
currently under a Special Order by Consent (SOC) with the Division to address the
problem The EA states clearly that the sole purpose of relocating the discharge is to
increase effluent dilution and obtain the resultant less stringent toxicity test limit However,
the EA fails to mention any efforts to alleviate the toxicity problem, nor does it contain any
discussion of possible alternate resolutions other than outfall relocation. A discussion of
the particular concerns follows.
1. History of Effluent Toxicity Problems
From March 1990 to April 1992 the Reidsville WWTP was assigned a chronic toxicity
test (Ceriodanhnial with a Pass/Fail limit at 90% effluent concentration and reported a result
of "fail" for every monthly test in the two year period. In April 1992 the facility began
conducting full range chronic toxicity tests and reporting test results in terms of chronic
value. The chronic value is the lowest effluent test concentration at which toxic effects are
observed ( i.e., higher effluent concentrations would exhibit more pronounced toxicity).
Until March 1994, all but three monthly tests reported chronic values of 35% or less,
indicating that any instream effluent concentration of 35% or more would be likely to have
toxic effects on aquatic organisms. The instream waste concentration at the current
discharge site in Little Troublesome Creek is 98.7% at 7Q10 flow. The instream waste
concentration (and chronic toxicity test limit) at the potential Haw River outfall location
would be 51% at the current wasteflow of 5.0 MGD and 61% upon expansion to 7.5
MGD.
In June and July of 1992 and in July 1993 chronic values of 60-67% were reported.
At the times of those three tests one or more of the major significant industrial users
(SIU's) had temporarily ceased discharging to the plant due to summer shutdowns for
maintenance and/or refitting. Most recently, in March 1994, the facility reported one
chronic value test result of 74%, the highest achieved in the past four years.

2. Evaluation of Alternatives
The Environmental Assessment only addresses three potential routes for outfall lines,
which will involve the installation of a 33,000 ft. (over 6 mi.) force main, and the
immediate impacts associated. The document contains no consideration of alternatives
other than relocating the outfall. The EA states clearly and unequivocally that the sole
purpose of relocation is to achieve greater dilution and subsequently, a less stringent
toxicity test limit. The document should contain a discussion of other alternatives which
could be implemented in order to achieve compliance with toxicity test limits, and the
discussion should cover an assessment and comparison of the costs of each alternative
given. The EA also must contain a clear justification of why discharge relocation was
selected over other possible alternatives.
3. Implementation of Toxicity Reduction
The Reidsville WWTP is currently under an SOC with the Division and as a provision
must achieve compliance with current NPDES permit toxicity test limits (Chronic, P/F @a
90%) by December 31,1995. As per the SOC, the facility submitted a Toxicity Reduction
Evaluation (TRE) Phase VH report in December 1993. The report contains conclusions as
to the particular industrial users and influent constituents suspected of causing effluent
toxicity. The report also contains specific recommendations intended to achieve
compliance, including, efforts at waste ' ' 'on (involving a Pollution Prevention
Audit by the North Carolina Office of Waste Reduction for each SIU), establishment of a
Chemical Inventory Program, and a domestic waste stream Toxicity Identification
Evaluation. The SOC requires that detailed (industrial site specific) pretreatment plans and
progress reports on implementation of the Phase H recommendations be submitted to the
Division by June 30, 1994. It stipulates that such reports include plans to reopen Industrial
User Permits to set any permit limits or requirements necessary to implement Phase H.
4. Recommendations
Investigations of toxicity sources done by or for the City have indicated that various
constituents of the industrial discharges to the facility are the primary causes of toxicity.
Efforts to reduce or eliminate the sources of effluent toxicity from the WWTP discharge
have not consistently achieved compliance at the current location and effluent concentration.
In addition, chronic value test results have not yet shown that the facility could pass
consistently at the proposed point of discharge with the increased dilution.
The facility's NPDES permit stipulates that no flow increase above 5.0 MGD may take
place until the facility demonstrates that it can consistently meet chronic toxicity limits.
Furthermore, in a letter from DEM to Brad Deaton of Finkbeiner, Pettis & Strout, dated
March 16, 19931, M. Steven Mauney of the Winston-Salem Regional Office states, "it is
necessary that toxicity issues be unquestionably and consistently resolved so that the City is
cgmWiant with the NPDES permit prior to the relocation of the outfall." The facility has
begun to show progress with toxicity reduction efforts, reporting a chronic value of 74%
for the most recent test result, but after four years of documented acute toxicity from this
discharge, one test does not constitute unquestionable and consistent resolution of
Reidsville's toxicity problems. Given that the plans for implementation of the THE Phase
H recommendations are not due until the end of June, it may be too early to effectively
evaluate outfall relocation in comparison to other alternatives.

The Technical Support Branch recommends that toxicity reduction efforts be given
more thorough evaluation before the relatively expensive outfall relocation is pursued.
When resubmitted, the Environmental Assessment should also outline the implementation
plans to be submitted June 30,1994, developed as a result of the THE Phase H
recommendations, for the benefit of reviewing agencies as well as review by the general
public. The Branch also recommends that the City of Reidsville develop and exhibit plans
to meet the pretreatment needs of future industrial growth without jeopardizing chronic
effluent toxicity compliance.
Thank you for the opportunity to comment on this Environmental Assessment. Please
let me know if you need further information or if you have any questions or comments
pertaining to this matter.
cc: Coleen Sullins
Lary Ausley
Winston-Salem Regional Office
Central Files

Division of Environmental Management
May 4, 1994
MEMORANDUM
To:
Monica Swihart
From:
Larry Ausley uk__�
Subject: Reidsville Environmental Assessment
NCO024881 Rockingham County
The Aquatic Toxicology Unit has reviewed the April 1994 Draft EA for the town of Reidsville's
proposed relocation of the discharge of the referenced facility. In Section I, the "project is proposed to
assist the City in complying with its wastewater treatment plant NPDES requirements." by "...relocating
the discharge to a stream with a greater assimilative capacity...". The EA does not provide
documentation or evidence that the proposed change will:
1) provide better "assimilative capacity" since causative toxicants are as yet unknown and therefore
assimilative ability of the stream is unknown. Ameliorative effects of the change in discharge location
can only be calculated as simple dilution of toxic effects.
2) provide a situation where the existing or historic wastewater quality will meet toxicity limits. While a
great. deal of toxicity reduction work has been undertaken lately, observed toxicity of the effluent for
the past 3 years would indicate that the effluent would be non -compliant with effluent limitations at the
proposed location for all but a few monitoring periods. While the dilution achieved at the new location
is likely to lessen existing impact, the current data in hand do not indicate that relocation will solve the
toxicity problem.
Section I of the EA also states that "major studies performed by the city has (?) indicated that the
discharge can be relocated to the Haw River without exceeding the instream waste concentration". We
do not understand the meaning of this sentence.
In Section III, the authors of the EA state that "This relocation will also improve the benthic and aquatic
environment of Little Troublesome Creek". They provide no basis nor documentation for this
conclusion. Under the assumption that any existing impacts to aquatic communities downstream of the
discharge are caused by the toxicity of the discharge, the authors conlusion may have weight. However,
without any further documentation of exisiting populations or potential perterbations, we do not
currently have information to say that any exisiting impacts are not caused by upstream influences,
habitat disruptions, and/or non -toxic characteristics of the Reidsville discharge, and again have no basis
on which to accept their conclusion.
In Section IV.L, the authors cite toxicity reduction evaluation work conducted for the City by
Burlington Research, Inc.(BRI) as stating that "toxicity compliance at concentrations of 51% or 61%,
the instream waste concentrations at the proposed discharge site, can realistically be expected."
Though the EA does not state or reference exactly what the IWC at the proposed site will be, the
conclusion reached by BRI indicates that they feel a limit of 51-61 % would be feasibly achievable, not
concentrations that would indicate currently expected compliance. The values referenced by BRI
Environmental Sciences Branch Water Quality Section

occurred during shutdown periods of one or more significant industrial users of the facility. Though the
March 1994 toxicity test result would indicate potential compliance, there are only two monitoring
months in the last dime years where effluent toxicity would indicate compliance with a 61 % permit
limit. As stated by Steve Mauney's 3/16/93 letter (bound as part of the EA), "it is necessary that
toxicity issues be unquestionably and consistently resolved so that the City is compliant with the
NPDES Permit prior to relocation of the outfall". The EA does not present evidence that such a
reduction has occurred. When such evidence does exist, it will in fact, make moot the need for the EA.
In Section IV.L the authors cite oxygen levels presented by "testing reports" and go on to say such
levels would be sufficient to cause no impact on the receiving water. The authors do not state which
reports these are but discuss them immediately after toxicity testing analyses. We would point out that:
a) dissolved oxygen analyses taken for toxicity analyses have no connection to discharge dissolved
oxygen.
b) dissolved oxygen measurements of the discharge have little relevance of eventual oxygen budget of
the receiving stream and therefore could not be used solely for making such a conclusion. Such a
conclusion would have to be made using far more extensive modeling of BOD, nutrients, etc.
If we can provide you with further information, please advise.
cc:Steve Tedder
Steve Mauney
Dave Goodrich
Central Files
Revised 6/2/94
Environmental Sciences Branch Water Quality Section

DIVISION OF ENVIRONMENTAL MANAGEMENT �G hl(e,
February 7, 1994
MEMORANDUM
To: Steve Mauney
Through: Lary Ausley ,/
Matt Matthews ,tr /'^*-
From: Kevin Bowden14p/
Subject: Toxicity Reduction Evaluation Report
City of Reidsville
NPDES No. NCO024881
Rockingham County
This office has completed a review of the Toxicity Reduction Evaluation Report for the subject
facility prepared by the City's contractor, BRI, Inc. dated December 1993. This submittal presents data
obtained during Phase I and II of the City's continuing THE and documents characterization and
identification studies initiated to identify causative agents. The Division recently executed a Special Order
by Consent which will allow the City additional time to implement Phase II and commence Phase III THE
findings.
The following summary should help to provide information relative to the City's recent progress to
achieve compliance with all final permit limitations by December 31, 1995. Phase I of the TRE, conducted
'from May 1992 through June 1993 concluded: chronic toxicity is persistent at concentrations greater than
35% with toxicity reduction occurring during SIU closings, cationic polymers can be used to treat final
effluent, and surfactants are suspected as a primary agent of toxicity. Phase II of the THE emphasized
source reduction and consisted of refractory toxicity assessments (RTA) conducted from July through
October 1993. Results of the RTAs performed on five of the City's SIUs including American Tobacco,
Unifi, Beta Systems, Miller Brewing, and Chase Precision Metals showed Unifi to be a major contributor of
refractory toxicity in the City's final effluent.
The conclusions on page 28 and 29 of this report appear to be supported by the available data.
Specifically, the POTW final effluent is chronically toxic at concentrations greater than 35%, persistent
toxicants are removable via treatment with cationic polymers, toxicity identification procedures suggest that
intact or partially degraded surfactants are a major source of effluent toxicity, and results of RTAs identify
Unifi as a major contributor to effluent toxicity.
The contractors recommendations offered on page 30 and 31 all appear reasonable. The Chemical
Optimization/Waste Minimization approach recommended by BRI represents a logical step for the City to
address and solve its whole effluent toxicity problem. Source reduction is perhaps the most efficient element
in toxicity reduction efforts. The recommendation for the City to participate in an audit with representatives
from the Department's Pollution Prevention Program is commendable The establishment and
implementation of a household hazardous waste program is yet another positive approach to assist in
reducing effluent toxicity. The final recommendation to continue wastestream monitoring and development
of an industrial monitoring program to include chemical monitoring and toxicity testing of untreated
discharges is appropriate though consideration and quantification of toxicity pass through of SIU
contributions should be incorporated into this process.
This office is encouraged by the December 1993 Phase I/II Report as it represents the most
comprehensive and focused attempt by the City to address noncompliance with final toxicity permit
limitations. Additionally, this office would recommend that toxicity issues at the current discharge location
be completely resolved prior to any possible future outfall relocation.
cc: Steve Tedder
Ken Eagleson
Phil Bethea
Dennis Ramsey
Central Files

WHOLE EFFLUENT TOXICITY TESTING O[SELF-MONITORING SUMMARY) Mon,Apr1B,1994
.If.YRIRim
RAMSEUR WWIP PERM tr,77Z 6.0%
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-
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-
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FAIL
ph
Conoty:RANDOLPH Region: WSRO Subb.in: CPF09
92 -
-
PASS
-
-
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-
-
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PASS
PAS,
PF: 0.49 SPerl.l
W -
-
PASS
-
-
PASS
-
-
PASS
-
7Q10:11.00 PWC(%):6.34 Oldm
04 -
---
PASS
-
RANDLEMAN W WTP PERM CIIR L1M:35%
V W FAIL
--
-
PASS
-
-
FAIL
m
m
N('(10254451MI Regin:IN193 I.,mprlry: Q P/F A JAN APR 1111.017f
N..ComP:SINGIR
91 PASS
-
-
PASS
-
-
PASS
-
-
PASS
-
onunly:RANIX11.111 Rrman. WSRO Subl .in: ('I'ITX
92 PASS
-
-
PASS
--
.-.
PASS
._
.�
PASS
PF- 1.745 Speei.l
93 PASS
-
-
PASS
--
-
PASS
-
-
PASS
7QI0: 5.0 DVC(%):35.0 Order:
94 81
PASS
RANID WW71' PERM CIIR LIM:9.0%
N FAIL
FAIL
bt
FAIL
FAIL
PASS
FAIL
PASS
FAIL
PASS
FAIL
LATE
N(WIDIXAXII nrgim97193 Foo,uvwy: Q PRr A MAR JIIN SIT D1iC
Nun(7omp:SIN(il17
91 FAIL
PASS
PASS
PASS
FAIL
PASS
PASS
-
PASS
Counly:GASTON Region: MRO Sublentm CM36
92 -
-
PASS
-
-
PASS
-
-
PASS
-
-
PASS
PF:0.20 S,o,ml
93 -
-
PASS
-
-_
PASS
--
-
PASS
-
-
-
-
PASS
PASS
7QI0:3.W PV('(%):9 Order.
94 -
_
RDUAIRPORTAUIIIORnT IJST:4811RI.C50ACDA1'I(ORCERIO
W
NC'00839761003 Ngin:A2194 Fr ency: M MOM711.Y
NonComP:
91
Cnumy: WAKE Rion: RRO Subbmin:
92
PI:: 14.4 .1"i.1
m
7Q10:0 MCI%): IN 1X 1.
N
RDII AIRPOMI'-REMbIIi LOADING PERM:46 Ilk AC MONIT PPIS(CRRIO OR DAPIQ GRAD
W -
NC007MSBARII Degin:N15/89 Feenenry: 5OWD
NonComP:
91 -
-
-
-
_
-
_
-
County:WARE Region: RRO Subb.sin:NEU02
92 3.2-
-
-
-
_
_
_
4.04•-
PF:NA Sped.]
W 53.0-
26.17-
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_
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7QI0:0.0 IWC(%): Im.O Order.
IN 13.87•
-
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RIUAITIA053AiA5'11(RNFUM-S PERM CUR I.IM:W%
W -
_
NCW754186)01 @gin:.W=9 Fru u . Q P/F A MAR JIIN SIP DEC
NonComP:
91 -
-
-
-
-
-
PASS
-
PASS
County: DARE Region: WARD Subbasin: CHO.%
92 -
-
PASS
-
-
PASS
--
-
PASS
-
-
PASS
PF: 0.N3 SMeinl
63 PASS
-
PASS
-
-
FAIL
PASS
-
PASS
-
--
-
FAIL
m
7010:0.0 IWC(%):I00.0 Order.
N _
-
RFD SPRINGS W WTP PERM CIIR LIM: 90%
W
NC0025577ASI1 Degin:9/I91 FnvOoey:Q NF A JAN APR JULOCT
NonComp:SNGIT-
91 -
-
_
__
-
-
-
-
-
PASS
-
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Cmm�v:RORNSON Nr.inna9FRO Snbbn.in:1.11M52
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LATE.FAIL
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7010:1.7W IWC(%08 (brier.
94 PASS
-
RIADSVILIAVmI'1' PERM CIIR LIM: W%
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FAIL
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NCW24g81/001 Ocgin%VIA)3 InxPeocy: Q P/F A )AN APR JUL OCT
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91 FAIL
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C...ty:ROCIUNGIIAM Regim:WSRO Subbaln:CPFOI
92 FAIL
FAIL
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35AFAIL
35.0
585.0
60.0
36.0
35.0
PF: 7.5 SPecl41 SOC: In"4.IM 195-P-2 CUR Q MONIT 90.60.45,30,15
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REII%VII.I.1; WW'III WOIJ' ISLE -PROP PERM CIIR IJM:83%
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-
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91 -
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92 -
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RIRINIONLANDC)MPANY PERM CIIR IJM:9D%
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NCOM655911)01 Degin:10/192 Fmryenry: Q PlIz 6 HIB MAY AUG NOV
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_
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42

Page 1
Note for Jason Doll
From: Monica Swihart
Date: Wed, May 4,1994 8:55 AM
Subject: Reidsville
To: Carla Sanderson; Coleen Sullins; Dave Goodrich; Jason Doll; Ruth Swanek
Cc: Jeff Poupart; Larry Ausley
Steve Mauney called about Reidsville's EA. He seemed very positive about the Town's
success in correcting their toxicity problems and thought the EA was ready to go forward to
the Department. I told him about our meeting and our opinion that the EA needed to give
more background and justification for the proposed relocation. He agreed it was an oversight
on their part not to cover toxicity and the plans for future industrial growth. He asked if
anyone from the aquatic tox unit was at the meeting and suggested I send a copy of the EA to
Larry Ausley. (Larry, I'm sending one over) I told him you were preparing a draft letter and
that we would discuss it with him/Larry Ausley and, if need be, set up a meeting to discuss.

SUMMER
` y DEFAULT OPTIONS
• ALL VALUES AND EQUATIONS
w---------- MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
----------------------------------------------------------------------
The End D.O. is 5.54 mg/l.
The End C60D is 12.99 mg/1.
The End N60D is 2.06 mg/l.
-----------------------------------------------------------------------
WLA
WLA
WLA
DO Min CSOD
N60D
DO
Waste Flow
(mg/1 ) Mi l epoi nt Reach # (mg/l )
______ --------- ------- ____
(mg/1 )
____
(mg/l )
__
(mgd )
--______--
Segment
1
3.89 4.80 3
Reach
1
40.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

IxINIK MODEL SUMMARY DATA ***
Discharger -
Receiving Stream
Summer• 7Q 10
Design Temper*atur•e:
REIDSVILLE WWTP Subbasin : 030601
HAW RIVER Stream Class: Cw-NSW
7.4 Winter% 7Q 10 15.0
26.0
ILENGTHI SLOPEI VELOCITY I DEPTHI Kd I Kd I Ka I Ka I KN I KN I KNR I KNR I SOD I SOD I
I mile I ft/mi l fps I ft Idesignl @201 Idesignl @201 Idesignl @201 Idesignl @201 Idesignl @201 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.301 3.801 0.292 1 2.09 1 0.29 1 0.22 1 1,64 1 1.441 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 1 I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3,801 0.293 1 2.10 1 0.29 1 0.22 1 1.65 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 3.801 0.294 1 2.11 1 0.29 1 0.22 1 1.66 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0.295 1 2.13 1 0.29 1 0.22 1 1.66 1 1.461 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment i 1 1.101 4.201 0.305 1 2.11 1 0.29 1 0.22 1 1.90 1 1.661 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 I 0.901 4.201 0.306 1 2.12 1 0.29 1 0.22 1 1.90 1 1.671 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.901 5,301 0.327 1 2.05 1 0.30 1 0.22 1 2.57 1 2.251 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 7 1 1 1 1 1 1 1 1 1 1 1 1 1
-----------------------------------------------------------------------------------------------------
I R1ow
1 CBOD I
NBOD 1
D.O.
i cfs
I mg/7 I
mg/l I
mg/l
Segment 1
Reach 1
Waste
1 11.625
1 40.500 1
9.000 (
6.000
Headwater,,sl 7.400
1 2.000 1
1.000 1
7.300
Tr• i butar*y
( 0.000
I 2.000 I
1.000 I
7.300
* Runoff
1 0.020
( 2.000 1
1.000 I
7.300
Segment 1
Reach 2
Waste
1 0.000
1 0.000 I
0.000 I
0.000
Tr* i butar•y
( 0.300
( 2.000 i
1.000 (
7.300
* Runoff
I 0.020
( 2.000 i
1.000 1
7.300
Segment 1
Reach 3
Waste
I 0.000
1 0.000 I
0.000 I
0.000
Tr• i butar,y
( 0.200
I 2.000 1
1.000 1
7.300
* Runoff
( 0.020
I 2.000 I
1.000 I
7.300

Segment 1
Reach 4-
Waste
0.000
0.000
0.000
0.000
'. Tr•ibutar'•y
0.400
2.000
1.000 (
7.300
• * Runoff
0.020
2.000
1.000
7.300
Segment 1
Reach 5
Waste
0.000
0.000
0.000
0.000
Tributary
( 0.200
2.000
1.000
7.300
* Runoff
0.020
2.000
1.000
7.300
Segment I
Reach G
Waste
0.000 I
0.000 I
0.000
0.000
Tributary
( 0.300 )
2.000
'1.000 (
7.300
* Runoff
0.020
2.000
1.000
7.300
Segment 1
Reach 7
Taste
0.000
0.000
0.000
0.000
Tributary
0.000
2.000
1.000
7.300
* Runoff
0.020
2.000
1.000
7.300
* Runoff flow is in cfs/mile

SUMMER
DEFAULT
OPTIONS
'
ALL VALUES AND EQUATIONS
•Seg #
( Ruch #
Seg M7
D.O.
OBOD
NBOD
Flow
1
1
0.00
6.51
25.52
5.89
19.02
1
1
0.10
6.35
25.37
5.83
19.03
1
1
0.20
6.21
25.22
5.77
19.03
1
1
0.30
6.07
25.06
5.71
19.03
1
1
0.40
5.93
24.91
5.66
19.03
1
1
0.50
5.80
24.76
5.60
19.03
1
1
0.60
5.68
24.61
5.54
19.04
1
1
0.70
5.56
24.46
5.49
19.04
1
1
0.80
5.45
24.31
5.43
19.04
1
1
0.90
5.35
24.16
5.38
19.04
1
1
1.00
5.25
24.01
5.33
19.04
1
1
1.10
5.15
23.87
5.27
19.05
1
1
1.20
5.06
23.72
5.22
19.05
1
1
1.30
4.97
23.58
5.17
19.05
1
1
1.40
4.89
23.43
5.12
19.05
1
1
1.50
4.81
23.29
5.06
19.05
1
1
1.60
4.74
23.15
5.01
19.06
1
1
1.70
4.66
23.01
4.96
19.06
1
1
1.80
4.60
22.87
4.91
19.06
1
1
1.90
4.53
22.73
4.86
19.06
1
1
2.00
4.47
22.59
4.82
19.06
1
1
2.10
4.42
22.45
4.77
19.07
1
1
2.20
4.36
22.32
4.72
19.07
1
1
2.30
4.31
22.18
4.67
19.07
1
2
2.30
4.36
21.87
4.62
19.37
1
2
2.40
4.31
21.74
4.57
19.37
1
2
2.50
4.27
21.60
4.53
19.37
1
2
2.60
4.23
21.47
4.48
19.38
1
2
2.70
4.19
21.34
4.44
19.38
1
2
2.80
4.16
21.21
4.39
19.38
1
2
2.90
4.12
21.09
4.35
19.38
1
2
3.00
4.09
20.96
4.30
19.38
1
2
3.10
4.07
20.83
4.26
19.39
1
2
3.20
4.04
20.71
4.22
19.39
1
2
3.30
4.01
20.58
4.18
19.39
1
2
3.40
3.99
20.46
4.14
19.39
1
2
3.50
3.97
20.33
4.09
19.39
1
2
3.60
3.95
20.21
4.05
19.40
1
2
3.70
3.94
20.09
4.01
19.40
1
3
3.70
3.97
19.90
3.98
19.60
1
3
3.80
3.96
19.78
3.94
19.60
1
3
3.90
3.94
19.66
3.90
19.60
1
3
4.00
3.93
19.54
3.87
19.60
1
3
4.10
3.92
19.43
3.83
19.61
1
3
4.20
3.91
19.31
3.79
19.61
1
3
4.30
3.91
19.19
3.75
19.61
1
3
4.40
3.90
19.08
3.71
19.61
1
3
4.50
3.90
18.96
3.68
19.61
1
3
4.60
3.89
18.85
3.64
19.62
1
3
4.70
3.89
18.73
3.61
19.62
1
3
4.80
3.89
18.62
3.57
19.62
1
4
4.80
3.96
18.29
3.52
20.02
1
4
4.90
3.96
18.18
3.48
20.02
1
4
5.00
3.96
18.07
3.45
20.02
1
4
5.10
3.96
17.96
3.41
20.03
1
4
5.20
3.96
17.85
3.38
20.03
1
4
5.30
3.97
17.74
3.35
20.03
1
4
5.40
3.97
17.64
3.31
20.03
1
4
5.50
3.98
17.53
3.28
20.03
1
4
5.60
3.99
17.43
3.25
20.04
1
4
5.70
3.99
17.32
3.22
20.04
1
4
5.80
4.00
17.22
3.19
20.04

1
4
5.90
4.01
17.11
3.15
20.04
.1
4
6.00
4.02
17.01
3.12
20.04
1 '.
4
6.10
4.03
16.91
3.09
20.05
1
4
6.20
4.04
16.81
3.06
20.05
1
4
6.30
4.05
16.71
3.03
20.05
1
4
6.40
4.06
16.61
3.00
20.05
1
5
6.40
4.09
16.46
2.98
20.25
1
5
6.50
4.12
16.37
2.95
20.25
1
5
6.60
4.15
16.27
2.93
20.26
1
5
6.70
4.18
16.17
2.90
20.26
1
5
6.80
4.21
16.08
2.87
20.26
1
5
6.90
4.23
15.98
2.84
20.26
1
5
7.00
4.26
15.89
2.81
20.26
1
5
7.10
4.29
15.80
2.79
20.27
1
5
7.20
4.32
15.70
2.76
20.27
1
5
7.30
4.34
15.61
2.73
20.27
1
5
7.40
4.37
15.52
2.71
20.27
1
5
7.50
4.40
15.43
2.68
20.27
1
6
7.50
4.44
15.23
2.66
20.57
1
6
7.60
4.46
15.14
2.63
20.58
1
6
7.70
4.49
15.06
2.61
20.58
1
6
7.80
4.52
14.97
2.58
20.58
1
6
7.90
4.54
14.88
2.56
20.58
1
6
8.00
4.57
14.79
2.53
20.58
1
6
8.10
4.59
14.71
2.51
20.59
1
6
8.20
4.62
14.62
2.49
20.59
1
6
8.30
4.64
14.53
2.46
20.59
1
6
8.40
4.67
14.45
2.44
20.59
1
7
8.40
4.67
14.45
2.44
20.59
1
7
8.50
4.73
14.37
2.42
20.59
1
7
8.60
4.79
14.29
2.40
20.60
1
7
8.70
4.85
14.21
2.37
20.60
1
7
8.80
4.90
14.13
2.35
20.60
1
7
8.90
4.96
14.05
2.33
20.60
1
7
9.00
5.01
13.97
2.31
20.60
1
7
9.10
5.06
13.89
2.29
20.61
1
7
9.20
5.11
13.81
2.27
20.61
1
7
9.30
5.15
13.74
2.25
20.61
1
7
9.40
5.20
13.66
2.23
20.61
1
7
9.50
5.24
13.58
2.21
20.61
1
7
9.60
5.29
13.51
2.19
20.62
1
7
9.70
5.33
13.43
2.17
20.62
1
7
9.80
5.37
13.36
2.15
20.62
1
7
9.90
5.40
13.28
2.13
20.62
1
7
10.00
5.44
13.21
2.11
20.62
1
7
10.10
5.48
13.13
2.09
20.63
1
7
10.20
5.51
13.06
2.08
20.63
1
7
10.30
5.54
12.99
2.06
20.63
Seg
Reach
( Seq Mi
D.O. (
C50D (
NBOD
Flow

7
5
E
4
O
C
a
W
3
ca
z
2
1
REIDSVILLE DISCHARGE
Level-B Model
Stream DO Profile
O � 00 N cC N d' 00 N co � �t o0 N co �p � ao N c0 Gp �t ao N cG O
O O T T N N cM cM d' lQ co co t� I� Oa 06 Ci rn T
STREAM MILE

���
.\
V
v `/� !!1
t' �j►/]
iI
� � 1 ��
�� �
�� ��
,, ___� . �
�3
.5
�.,rb �'"�' c7
��
G6o Qs

.v
0,3
ti��o10%DEG �{:
/plpea OAJI S+tf-
1JA 1G0
,m, = /
W7nld- i5
cfs'
NO .6 erlk$u�
()APO-. Isi
W.F `f •Y j m'
7Qioko: 7.0-0..�-0.3-�.0 o.l
------------
_ ig�•r;
\14 y g m:
HAO
71 613506 9il
OH = lGY m;
aA = rsl cf5
7010 = TO =fs
V'
(0�(65At M0,19So+ 172r)
Flo,)
Cal i%3 as
JOJD
�,,^qtD=;O.9Lts
f�
��bt g d Dob93S�3 /S8)
Tr,b Flew'
C F CT= QA = 3-t a
7�10 0, cis 7ctto: p 3 cis
cJ7�iD, 0.5 cs d?RI
N p zts
(� •l7 � -•� �` Cow.-' .. , t �
V 5 `, 3 it

MODEL INPUTS FOR LEVEL B ANALYSIS
GENERAL INFORMATION
Facility Name:
i e
I uP ,•
NPDES No.:
C00 a
Type of Waste:
Q Vp 8 M g-{'
Facility Status:
k2
a ca
Receiving Stream:
J -t
Stream Classification:
^-
Subbasin:
County:
Regional Office:
) R
Topo Quad:
a o 5
FLOW INFORMATION
USGS#
/'cam-,
Date of Flow Estimates
Drainage Area (mi2).
Summer 7Q10 (cfs):
7,
Winter7QIO(cfs):
t maf�A
Average Flow (cfs):
s
30Q2 (cfs):
IWC at Point of Discharge M:
�o
Cummulative IWC (%):
MODEL INPUT INFORMATION ah I c
LENGTH OF REACH (miles)
1.
INCREMENTALLENGTH (miles)
b, 1
WASTE CHARACTERISTICS
FLOW (MGD)
-7, T
CBOD (mg/1)
p
NBOD (mg/1)
, b
D.O. (mg/1)
RUNOFF CHARACTERISTICS
7Q10(cfs/mi2)
b,o
d,od
QA (cfs/mil)
6
0
CBOD (mg/1)
p
2. o
�) . o
NBOD (mg/1)
J. o
, p
D.O. (mg/1)
op Au 1�
e{a , IL
11
e av
TRIBUTARY CHARACTERISTICS
7Q10 (cfs)
3
n �1
0
QA (cfs)
a .5
a
/,
CBOD (mg/1)
b
o
6
NBOD (mg/1)
o
o
1.0
D.O.(mg/1)
dc 4a
SLOPE (fpm)
?
Name of facility

y : MODEL INPUTS FOR LEVEL B ANALYSIS
GENERAL INFORMATION G ace sZ
Facility Name:
NPDES No.:
Type of Waste:
Facility Status:
Receiving Stream:
Stream Classification:
Subbasin:
County:
Regional Office:
Topo Quad:
FLOW INFORMATION
USGS #
Date of Flow Estimates:
Drainage Area (n-dZ:
Summer 7Q10 (cfs):
Winter 7Q10 (cfs):
Average Flow (cfs):
30Q2 (cfs):
IWC at Point of Discharge
Cummulative IWC (%):
Elm,.
MODEL INPUT INFORMATION G G G /'
LENGTH OF REACH (miles)
�,
0,9
INCREMENTAL LENGTH (miles)
WASTE CHARACTERISTICS
FLOW (MGD)
CBOD (mg/1)
NBOD (mg/1)
D.O. (mg/1)
RUNOFF CHARACTERISTICS
7Q10 (cfs/mi2)
p 1
0. o d
QA (cfs/mil)
p,
b.
CBOD (mg/1)
a , o
.
NBOD (mg/1)
, o
o
, o
D.O. (mg/1)
e as I
TRIBUTARY CHARACTERISTICS
7Q10 (cfs)
3
QA (cfs)
�. r
CBOD (mg/1)
o
b
NBOD (mg/1)
D.O. (mg/1)
ai e-)=
o u 1
SLOPE (fpm)
q. ;�- ,
1,3
Name of facility _

North Carolina Division of Environmental Management
Water Quality Section / Intensive Survey Group
December 3, 1993
MEMORANDUM
To: Ruth Swanek
Through: Jay Sauber
From: Howard Bryant
Subject: Long-term BOD Analysis for Reidsville WWTP, City of
County: Rockingham
NPDES # NC0024881
Receiving Stream: Little Troublesome Creek
Sub -basin: 030601
DAY
BOD
NH3-N
TKN-N
NOX N TN-N
0
0.11
3.9
13.00 17.0
5
4.57
0.37
4.6
9.20 13.8
10
0.45
3.1
13.00 16.0
�'9.72 ,,
15
17.97
0.18
3.1
13.00 16.0
20
22.28
0.08
6.7
13.00 20.0
25
25.49
0.05
3.4
11.00 14.0
30
27.85
0.04
3.3
13.00 16.0
35
30.36
40
32.09
50
35.32
60
38.78 0.01
70
42.17
80
44.92
90
46.68 0.03
100
48.62
110
50.36
120
52.05 0.06
40
\ .54.59
r
Date Collected: June 16, 1993
1030-1030
NBOD: 12.57
cc: Central Files
Regional Water Quality Supervisor
1.9 15.00 17.0
1.5 14.00 16.0
1.4 17.00 18.0
Collected by: Linville Test evaluation: excellent
pH:7.2 Seeded: seeded
CBOD: 42.02 CBOD/BOD-5: 9.19
Kr 0, 0 n.3 �O
A) t
^� r
/3-a605

Chapter 6 - Goals, Concerns and Recommended Management Strategies
domestics < 1 MGD
domestics > 1 MGD
industrial
new
expanding
BOD —12& H-N=2
BOD =12 & NH -N =2
BOD =5NN
BOD =5 & NH -N =2
&NH3-N =
Best Available Technology
or BOD =5 & NH -N =2
Technology based limits will be determined on a case -by -case basis by DEM, following a review
of information submitted by the permittee.
6.3.4. Additional Field Calibrated Models
Field calibrated QUAL2E models have been developed or are under development for the streams
listed below (Table 6.8). The models are summarized in the respective subbasin discussions. The
modeled areas are identified in Figure 6.4.
Table 6.8 Field Calibrated Models
Year
Waterbody
Modeled area
subbasin
1995
Buffalo Creek/
North Buffalo Creek & South Buffalo Creek
03-06-02
Reedy Fork
to Reedy Fork at Ossipee
1995
Haw River
Reedy Fork to Saxapahaw
03-06-02
1991
Rocky River
Loves Creek to Rocky River
03-06-07
1991
Morgan Creek
OWASA to Jordan Reservoir
03-06-06
1989
New Hope Creek
Durham - Farrington Rd WWTP to Jordan
03-06-05
Reservoir
6.3.5 Recommended Control Strategies for Oxygen -Consuming Wastes in the
Haw River/Jordon Lake Watershed (Subbasins 01 through 06)
Subbasin 01 - Haw River Headwaters This subbasin, the headwaters of the Haw River,
generally offers little assimilative capacity for oxygen -consuming wastes due to low stream flows
and high sediment oxygen demand. The Haw River and its tributaries upstream of SR 2711 near
the Rockingham -Guilford County line are typically slow -flowing and swampy. Although there is
only one major discharge to the Haw River in this subbasin, DO values at the State standard of 5
mg/l have been recorded. The desktop model will be applied as applicable. To protect the stream
standard and allow for the allocation of the limited assimilative capacity in the subbasin, limits no
less stringent than 15 mg/1 of BOD5 and 4 mg/l of NH3-N are recommended for new and
expanding discharges to the Haw River and its tributaries upstream of SR 2711.
Currently only one major facility, Glen Raven Mills, discharges directly to the Haw River in this
subbasin. However, Reidsville may relocate its discharge from Little Troublesome Creek to the
Haw River to benefit from increased dilution and better assimilation of the wastewater. At the
existing discharge location, the instream waste concentration downstream of the Reidsville WWTP
is 98%. Reidsville currently discharges 5 MGD at limits of 6 mg/l BOD5 and 2 mg/l NH3-N.
With the relocation of the Reidsville WWTP, improvements to water quality are expected in Little
Troublesome Creek which has been over allocated for oxygen -consuming wastes. Reidsville has
received limits for expansion to 7.5 MGD at the current location of 5 mg/1 BOD5 and 2 mg/1 NH3-
N. If Reidsville pursues relocation to the Haw River, the same limits will apply.
Subbasin 02 (North and South Buffalo Creeks and Haw River in Alamance
County) This subbasin contains a number of major facilities, industrial and municipal, and
several areas where water quality is impaired as a result of over allocation, facility non-compliance,
6 - 27

7
H
Steam :
e�cv
turn
14ist
disc
S�
P.,/
'
�, ;?-
`I
Shope- Cc, IcuIafiion5
015 a6ok/c� CO, �
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a.s FT-T
s �►, ��6� o'c"'4k
d;stan«

/L qr
/�'jIv'�TN � �, rJ my
40
cBcr)la
)o

SUMMER
;. OBOD/BOD5=7.1
SOD=1.83,KD=0.O4,T=24,D0=6.9
----------- MODEL RESULTS ----------
Discharger o REIDSVILLE WWTR
Receiving Stream : MAW RIVER
----------------------------------------------------------------------
The End D.O. is 5.65 mg/l.
The End CBOD is 18.89 mg/l.
The End NBOD is 2.37 mg/l.
----------------------------------------------------------------------
WLA ILA WLA
DO Min CBOD NBOD DO Taste Fl©w
(mg/1) Milepaint Reach # (mg/1) (mg/1) (mg/1) (mgd)
Segment
1 4.73 6.40 4
Reach
1
Reach
2
Reach
3
Reach
4
Reach
5
Reach
6
Reach
7
35.50
9.00
6.00
7.50000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000

*** MODEL SUMMARY DATA ***
Discharger, : REIDSVILLE WWTP Subbasin : 030601
Receiving Stream : HAW RIVER Stream Class: C-NSW
Summer• 7Q 10 : 7.4 Winter• 7Q 10 15.0
Design Temperature: 24.0
ILENGTH1 SLOPEI VELOCITY I DEPTHI Kd I Kd I Ka I Ka I Kit I KN I KNR I KNR I SOD I SOD I
I mile I ft/mil fps I ft (design) @20° Idesignl @20° Idesignl @20° Idesignl @20° (design) @201 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.301 3.801 0.292 1 2.09 1 0.05 1 0.04 1 1.57 1 1.441 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 1 I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.05 1 0.04 1 1.58 1 1.451 0,41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 3.801 0.294 1 2.11 1 0.05 1 0.04 1 1.58 1 1.451 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0,295 1 2.13 1 0.05 1 0.04 1 1.59 1 1.461 0,41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 4.201 0.305 1 2.11 1 0.05 1 0.04 1 1.81 1 1.661 0.41 1 0.30 1 0.41 1 0.00 1 2,35 1 1.83 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 0.901 4.201 0.306 1 2.12 1 0.05 1 0.04 1 1.82 1 1.671 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.901 5.301 0.327 1 2.05 1 0.05 1 0.04 1 2.46 1 2.251 0,41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach t 1 1 1 1 1 1 1 1 1 1 l 1 1
-----------------------------------------------------------------------------------------------------
1 Flow I
CBOD I
NBOD 1
D.O. 1
I cfs
I mgll I
mg/l i
mg/l I
Segment 1
Reach 1
Waste
1 11.625
1 35.500 1
9.000 I
6.000
Headwater•sl 7.400 1
2.000 1
1.000 1
6.900
Tributary
1 0.000
1 2.000 1
1.000 1
7.300
* Runoff
1 0.020 1
2.000 1
1.000 1
7.300
Segment 1
Reach 2
Waste
1 0.000 1
0.000 1
0.000 1
0.000
Trt i butar*y
( 0.300
1 2.000 I
1.000 (
7.300
* Runoff
1 0.020 1
2.000 (
1.000 1
7.300
Segment 1
Reach 3
Waste
I 0.000 1
0.000 1
0.000 1
0.000
Tr%ibutar•y
( 0.200
1 2.000 (
1.000 1
7.300
* Runoff
1 0.020 1
2.000 I
1.000 1
7.300

Segment 1 Reach 4
.j. Waste 0.000 I 0.000 ( 0.000 I 0.000
Tributary I 0.400 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.200 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 6
Waste I 0.000 I 0.000 I 0.000 0.000
Tributary I 0.300 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 7
Taste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.000 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
* Runoff flow is in cfsfmile

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
5eg #
4
5.90
4.73
20.20
3.43
20.04
4
6.00
4.73
20.18
3.40
20.04
4
6.10
4.73
20.16
3.37
20.05
4
6.20
4.73
20.14
3.34
20.05
4
6.30
4.73
20.12
3.31
20.05
4
6.40
4.73
20.10
3.28
20.05
5
6.40
4.75
19.92
3.26
20.25
5
6.50
4.77
19.90
3.23
20.25
5
6.60
4.78
19.87
3.21
20.26
5
6.70
4.79
19.85
3.18
20.26
5
6.80
4.81
19.83
3.16
20.26
5
6.90
4.82
19.81
3.13
20.26
5
7.00
4.83
19.79
3.10
20.26
5
7.10
4.85
19.77
3.08
20.27
5
7.20
4.86
19.75
3.05
20.27
5
7.30
4.87
19.73
3.03
20.27
5
7.40
4.88
19.71
3.00
20.27
5
7.50
4.89
19.69
2.98
20.27
6
7.50
4.93
19.43
2.95
20.57
6
7.60
4.94
19.41
2.93
20.58
6
7.70
4.95
19.39
2.90
20.58
6
7.80
4.96
19.37
2.88
20.58
6
7.90
4.97
19.35
2.85
20.58
6
8.00
4.98
19.33
2.83
20.58
6
8.10
5.00
19.31
2.81
20.59
6
8.20
5.01
19.29
2.78
20.59
6
8.30
5.02
19.27
2.76
20.59
6
8.40
5.03
19.25
2.74
20.59
7
8.40
5.03
19.25
2.74
20.59
7
8.50
5.07
19.23
2.72
20.59
7
8.60
5.12
19.21
2.70
20.60
7
8.70
5.16
19.19
2.68
20.60
7
8.80
5.20
19.17
2.66
20.60
7
8.90
5.24
19.15
2.64
20.60
7
9.00
5.28
19.13
2.62
20.60
7
9.10
5.31
19.11
2.60
20.61
7
9.20
5.35
19.10
2.58
20.61
7
9.30
5.38
19.08
2.56
20.61
7
9.40
5.41
19.06
2.54
20.61
7
9.50
5.45
19.04
2.52
20.61
7
9.60
5.47
19.02
2.50
20.62
7
9.70
5.50
19.00
2.48
20.62
7
9.80
5.53
18.98
2.46
20.62
7
9.90
5.56
18.96
2.44
20.62
7
10.00
5.58
18.95
2.42
20.62
7
10.10
5.61
18.93
2.40
20.63
7
10.20
5.63
18.91
2.39
20.63
7
10.30
5.65
18.89
2.37
20.63
Reach #
5eq Mi
D.O.
CBOD (
NBOD (
Flow

SUMMER
OBOD/BO05=7.1
SODw1.83,KD=0.04,T=24,D0=6.9
Seg #
Reach
Seg Mi
D.O.
OBOD
NBOD
Flow
1
1
0.00
6.35
22.47
5.89
19.02
1
1
0.10
6.27
22.45
5.84
19.03
1
1
0.20
6.19
22.42
5.79
19.03
1
1
0.30
6.12
22.40
5.74
19.03
1
1
0.40
6.05
22.37
5.69
19.03
1
1
0.50
5.98
22.35
5.64
19.03
1
1
0.60
5.91
22.32
5.59
19.04
1
1
0.70
5.85
22.30
5.54
19.04
1
1
0.80
5.79
22.27
5.50
19.04
1
1
0.90
5.73
22.25
5.45
19.04
1
1
1.00
5.67
22.22
5.40
19.04
1
1
1.10
5.62
22.20
5.36
19.05
1
1
1.20
5.56
22.17
5.31
19.05
1
1
1.30
5.51
22.15
5.26
19.05
1
1
1.40
5.47
22.13
5.22
19.05
1
1
1.50
5.42
22.10
5.17
19.05
1
1
1.60
5.38
22.08
5.13
19.06
1
1
1.70
5.33
22.05
5.09
19.06
1
1
1.80
5.29
22.03
5.04
19.06
1
1
1.90
5.26
22.00
5.00
19.06
1
1
2.00
5.22
21.98
4.96
19.06
1
1
2.10
5.18
21.96
4.91
19.07
1
1
2.20
5.15
21.93
4.87
19.07
1
1
2.30
5.12
21.91
4.83
19.07
1
2
2.30
5.15
21.60
4.77
19.37
1
2
2.40
5.12
21.58
4.73
19.37
1
2
2.50
5.09
21.55
4.69
19.37
1
2
2.60
5.06
21.53
4.65
19.38
1
2
2.70
5.04
21.51
4.61
19.38
1
2
2.80
5.01
21.48
4.57
19.38
1
2
2.90
4.99
21.46
4.53
19.38
1
2
3.00
4.97
21.43
4.49
19.38
1
2
3.10
4.94
21.41
4.45
19.39
1
2
3.20
4.92
21.39
4.41
19.39
1
2
3.30
4.90
21.36
4.38
19.39
1
2
3.40
4.88
21.34
4.34
19.39
1
2
3.50
4.87
21.32
4.30
19.39
1
2
3.60
4.85
21.29
4.27
19.40
1
2
3.70
4.83
21.27
4.23
19.40
1
3
3.70
4.86
21.07
4.20
19.60
1
3
3.80
4.84
21.05
4.16
19.60
1
3
3.90
4.83
21.03
4.13
19.60
1
3
4.00
4.82
21.01
4.09
19.60
1
3
4.10
4.80
20.98
4.06
19.61
1
3
4.20
4.79
20.96
4.02
19.61
1
3
4.30
4.78
20.94
3.99
19.61
1
3
4.40
4.77
20.91
3.95
19.61
1
3
4.50
4.76
20.89
3.92
19.61
1
3
4.60
4.75
20.87
3.89
19.62
1
3
4.70
4.74
20.85
3.85
19.62
1
3
4.80
4.74
20.82
3.82
19.62
1
4
4.80
4.79
20.45
3.76
20.02
1
4
4.90
4.78
20.42
3.73
20.02
1
4
5.00
4.77
20.40
3.70
20.02
1
4
5.10
4.77
20.38
3.67
20.03
1
4
5.20
4.76
20.36
3.64
20.03
1
4
5.30
4.76
20.34
3.61
20.03
1
4
5.40
4.75
20.31
3.58
20.03
1
4
5.50
4.75
20.29
3.55
20.03
1
4
5.60
4.74
20.27
3.52
20.04
1
4
5.70
4.74
20.25
3.49
20.04
1
4
5.80
4.74
20.23
3.46
20.04

7
0
5
co
E
O
4
C
2
a
W
� 3
z
E
1
REIDSVILLE DISCHARGE
Modified Level-B Model
Stream DO Profile
O et O N c0 N V w N w V V O N W w qt O N w O
O O r N N M 6 4 4 6 6 06 00 O 0; —
STREAM MILE

North Carolina Division of Environmental Management
Water Quality Section / Intensive Survey Group
November 8, 1994
MEMORANDUM
To: Ruth Swanek
Through: Jay Sauber
From: Howard Bryant
Subject: Long-term BOD Analysis for Reidsville
DAY
BOD
0
0.03
5
2.94
0.26
10
5.05
0.16
15
7.53
0.10
20
9.15
0.06
25
10.52
30
11.54
0.11
35
12.72
40
13.90
50
16.09
60
18.22
0.17
70
20.12
80
21.74
90
22.95
0.06
100
24.14
110
25.06
120
25.95
0.03
166
28.94
Date Collected:
May 25, 1994
0730-0730
NBOD: 6.81
cc: Central Files
�. &r7
�
Regional Water Quality Supervisor
County: Rockingham
NPDES # NC0024881
Receiving Stream: Little Troublesome Creek
Sub -basin: 030601
TKN--N mod. TN-N
3.4 15.00 18.0
3.2 15.00 18.0
1.7 17.00 19.0
1.5 16.00 18.0
1.5 16.00 18.0
1.4 15.00 16.0
1.8 17.00 19.0
1.0 15.00 16.0
1.9 17.00 19.0
Collected by: Lee Spencer Test evaluation: excellent
pH:7.4 Seeded: seeded
CBOD: 22.13 CBOD/BOD-5: 7.53

STATION: 0209331280
HAW RIVER
@ HWY 29
NEAR BENAJA
DATE
IEW
DO
%SAT
NH3N
TKN
NOX
TOTP
03/03/92
14
9.2
89.3
0.02
0.2
0.14
0.03
04/01 /92
14
9.6
93.2
0.05
0.3
0.05
0.04
05/04/92
19
7.4
79.8
0.05
0.3
0.16
0.08
06/02/92
19
7.4
79.8
0.07
0.3
0.22
0.06
07/06/92
22
6.2
70.9
0.01
0.4
0.22
0.07
08/12/92
24
6.8
80.8
0.05
0.3
0.36
0.04
09/02/92
23
8.2
95.6
0.06
0.2
0.25
0.08
10/05/92
15
8.4
83.3
0.09
0.5
0.18
0.12
11/10/92
7
10.4
85.7
0.06
0.5
0.09
0.06
12/08/92
5
12
94.0
0.05
1.2
0.25
0.04
01 /26/93
75
12.6
342.5
0.02
0.2
0.23
0.08
02/18/93
7
12.2
100.5
0.04
0.5
0.26
0.1
03/25/93
13
8.8
83.5
0.06
0.6
0.2
0.15
04/28/93
18
9.8
103.6
0.07
0.4
0.08
0.06
05/25/93
22
7.6
86.9
0.09
0.3
0.32
0.07
06/28/93
24
7.6
90.3
0.05
0.5
0.26
0.06
07/22/93
25
7
84.7
0.07
0.2
0.23
0.07
08/30/93
25
6.2
75.1
0.05
0.2
0.15
0.05
09/27/93
21
7
78.5
0.08
0.4
0.19
0.01
10/20/93
21
7
78.5
0.04
0.2
0.02
0.01
11 /29/93
9
9.4
81.3
0.07
0.3
0.29
0.14
02/22/94
10
10.6
93.9
0.02
0.3
0.14
0.02
03/24/94
18
9.8
103.6
0.01
0.4
0.11
0.03
04/20/94
21
8.2
92.0
0.03
0.4
0.19
0.03
05/18/94
17
8.8
91.1
0.09
0.4
0.27
0.02
06/14/94
24
7.2
85.6
0.03
0.3
0.28
0.05
07/28/94
25
6.6
79.9
0.04
0.5
0.01
0.03
08/15/94
24
5.8
68.9
0.15
0.5
0.11
0.05
09/14/94
26
7.4
91.2
0.03
0.3
0.03
0.05
10/10/94
19
7.2
77.6
0.11
0.4
0.07
0.02
11 /03/94
18
8.4
88.8
0.25
0.4
0.12
0.02
12/12/94
10
10.8
95.7
0.13
0.5
0.05
0.03

Temperature / D.O. Determination for Model
Enter values for daily monitoring for instream temp. and D.O. Sort on temp. (D10)
and delineate quartiles. Use the 75th percentile In temperature and average DO saturation.
Determine the DO for 75th percentile temp. and average DO saturation.
Input that value into
second screen of model last three years [ July - October ]
Haw River below Jordan Dam
Month
Temperature
Dissolved Oxygen
_
%Saturation
Oct-92
15
8.4
83.3%
Jun-92
19
7.4
79.8%
Oct-94
19
7.2
77.6%
Sep-93
21
7.0
78.5%
Oct-93
21 ..
7.0
78.5%
Jul-92
22
6.2
70.9%
Sep-92
23
8.2
95.6%
Aug-92
24
6.8
80.8%
Jun•93 .
24
7.6
90.3%
Jun-94
24
7.2
85.6%
Aug-94
24
5.8
68.9%
Jul-93
25
7.0
84.7%
Aug-93
25
6.2
75.1
Jul-94
25
6.6
79.9%
Sep-94
26
7.4
91.20/6
24
6.9
81.4°�
9/28/95

V % 5�re�v� ✓e.�ou�f

1� a
uFa,1�L
5

SUMMER
BOD5/NH3N = 16/2 W/ DO = 5
DEE W/ MULT = 7.1 & KD = 0.038
------------ MODEL RESULTS ----------
Discharger : REIDSVILLE WWTR
Receiving Stream : HAW RIVER
The End D.O. is 6.16 mg/1.
The End CBOD is 58.45 mg/l.
The End NBOD is 2.06 mg/l.
____-____-_________-__________w__-____-----______--__----__-__-w__-___
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
(mg/l)
(mg/1)
(mgd)
Segment
1
5.05 3.70 2
Reach
1
113.60
0.00
5.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

SUMMER
B005/NH3N w 16/2
DER W/
MULT = 7.
Seq # (
Reach
Seq Mi (
D.O. (
C80D (
N80D (
Floe
1
1
0.00
5.89
70.19
5.89
19.02
1
1
0.10
5.84
70.11
5.83
19.03
1
1
0.20
5.79
70.03
5.77
19.03
1
1
0.30
5.74
69.95
5.71
19.03
1
1
0.40
5.69
69.87
5.66
19.03
1
1
0.50
5.65
69.79
5.60
19.03
1
1
0.60
5.60
69.71
5.54
19.04
1
1
0.70
5.56
69.63
5.49
19.04
1
1
0.80
5.52
69.55
5.43
19.04
1
1
0.90
5.49
69.47
5.38
19.04
1
1
1.00
5.45
69.39
5.33
19.04
1
1
1.10
5.42
69.31
5.27
19.05
1
1
1.20
5.39
69.23
5.22
19.05
1
1
1.30
5.36
69.15
5.17
19.05
1
1
1.40
5.33
69.07
5.12
19.05
1
1
1.50
5.30
68.99
5.06
19.05
1
1
1.60
5.28
68.91
5.01
19.06
1
1
1.70
5.25
68.83
4.96
19.06
1
1
1.80
5.23
68.75
4.91
19.06
1
1
1.90
5.21
68.68
4.86
19.06
1
1
2.00
5.19
68.60
4.82
19.06
1
1
2.10
5.17
68.52
4.77
19.07
1
1
2.20
5.15
68.44
4.72
19.07
1
1
2.30
5.14
68.36
4.67
19.07
1
2
2.30
5.17
67.33
4.62
19.37
1
2
2.40
5.16
67.26
4.57
19.37
1
2
2.50
5.14
67.18
4.53
19.37
1
2
2.60
5.13
67.10
4.48
19.38
1
2
2.70
5.12
67.03
4.44
19.38
1
2
2.80
5.11
66.95
4.39
19.38
1
2
2.90
5.10
66.87
4.35
19.38
1
2
3.00
5.09
66.80
4.30
19.38
1
2
3.10
5.08
66.72
4.26
19.39
1
2
3.20
5.08
66.64
4.22
19.39
1
2
3.30
5.07
66.57
4.18
19.39
1
2
3.40
5.07
66.49
4.14
19.39
1
2
3.50
5.06
66.42
4.09
19.39
1
2
3.60
5.06
66.34
4.05
19.40
1
2
3.70
5.05
66.26
4.01
19.40
1
3
3.70
5.07
65.61
3.98
19.60
1
3
3.80
5.07
65.53
3.94
19.60
1
3
3.90
5.07
65.46
3.90
19.60
1
3
4.00
5.07
65.38
3.87
19.60
1
3
4.10
5.07
65.31
3.83
19.61
1
3
4.20
5.07
65.24
3.79
19.61
1
3
4.30
5.07
65.16
3.75
19.61
1
3
4.40
5.07
65.09
3.71
19.61
1
3
4.50
5.07
65.01
3.68
19.61
1
3
4.60
5.07
64.94
3.64
19.62
1
3
4.70
5.07
64.87
3.61
19.62
1
3
4.80
5.07
64.79
3.57
19.62
1
4
4.80
5.12
63.54
3.52
20.02
1
4
4.90
5.12
63.47
3.48
20.02
1
4
5.00
5.12
63.39
3.45
20.02
1
4
5.10
5.13
63.32
3.41
20.03
1
4
5.20
5.13
63.25
3.38
20.03
1
4
5.30
5.13
63.18
3.35
20.03
1
4
5.40
5.14
63.11
3.31
20.03
1
4
5.50
5.14
63.04
3.28
20.03
1
4
5.60
5.15
62.96
3.25
20.04
.1
4
5.70
5.15
62.89
3.22
20.04
1
4
5.80
5.16
62.82
3.19
20.04
W/ DO = 5
& KD = 0.038

'1
4
5.90
5.16
62.75
3.15
20.04
'1
4
6.00
5.17
62.68
3.12
20.04
1
4
6.10
5.17
62.61
3.09
20.05
1
4
6.20
5.18
62.54
3.06
20.05
1
4
6.30
5.19
62.47
3.03
20.05
1
4
6.40
5.19
62.40
3.00
20.05
1
5
6.40
5.21
61.80
2.98
20.25
1
5
6.50
5.23
61.73
2.95
20.25
1
5
6.60
5.25
61.66
2.93
20.26
1
5
6.70
5.27
61.60
2.90
20.26
1
5
6.80
5.29
61.53
2.87
20.26
1
5
6.90
5.31
61.46
2.84
20.26
1
5
7.00
5.33
61.39
2.81
20.26
1
5
7.10
5.34
61.33
2.79
20.27
1
5
7.20
5.36
61.26
2.76
20.27
1
5
7.30
5.38
61.19
2.73
20.27
1
5
7.40
5.39
61.12
2.71
20.27
1
5
7.50
5.41
61.06
2.68
20.27
1
6
7.50
5.44
60.20
2.66
20.57
1
6
7.60
5.45
60.13
2.63
20.58
1
6
7.70
5.47
60.06
2.61
20.58
1
6
7.80
5.48
60.00
2.58
20.58
1
6
7.90
5.50
59.93
2.56
20.58
1
6
8.00
5.51
59.87
2.53
20.58
1
6
8.10
5.53
59.80
2.51
20.59
1
6
8.20
5.54
59.74
2.49
20.59
1
6
8.30
5.56
59.67
2.46
20.59
1
6
8.40
5.57
59.61
2.44
20.59
1
7
8.40
5.57
59.61
2.44
20.59
1
7
8.50
5.62
59.54
2.42
20.59
1
7
8.60
5.66
59.48
2.40
20.60
1
7
8.70
5.70
59.42
2.37
20.60
1
7
8.80
5.74
59.36
2.35
20.60
1
7
8.90
5.77
59.30
2.33
20.60
1
7
9.00
5.81
59.24
2.31
20.60
1
7
9.10
5.84
59.18
2.29
20.61
1
7
9.20
5.87
59.12
2.27
20.61
1
7
9.30
5.91
59.06
2.25
20.61
1
7
9.40
5.94
59.00
2.23
20.61
1
7
9.50
5.96
58.94
2.21
20.61
1
7
9.60
5.99
58.87
2.19
20.62
1
7
9.70
6.02
58.81
2.17
20.62
1
7
9.80
6.04
58.75
2.15
20.62
1
7
9.90
6.07
58.69
2.13
20.62
1
7
10.00
6.09
58.63
2.11
20.62
1
7
10.10
6.12
58.57
2.09
20.63
1
7
10.20
6.14
58.51
2.08
20.63
1
7
10.30
6.16
58.45
2.06
20.63
Seg #
Reach #
Seg Mi
D.O. (
CBOD
NBOD
Flow

*** MUUtL wUMMAKY UAIA ***
Discharger
Receiving Stream
Summer• 7Q 10
Design Temper•atur•e :
REIDSVILLE WWTP
HAW RIVER
7.4 W i nter% 7 Q 10
26.0
Subbasin : 030601
Stream Class: C-NSW
15.0
ILENGTHI SLOPE) VELOCITY I DEPTH) Kd I Kd I Ka I Ka I KN I KH I KNR I KNR I SOD I SOD I
I mile I ft/mil fps I ft Idesignl @20° Idesignl @20° Idesignl @20' Idesignl @20' Idesignl @20° 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.301 3.801 0.292 1 2.09 1 0.05 1 0.04 1 1.64 1 1.441 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 1 I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.05 1 0.04 1 1.65 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
'I I I I I I I I I I I I I I I
Segment 1 1 1.101 3.801 0.294 1 2.11 1 0.05 1 0.04 1 1.66 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0.295 1 2.13 1 0.05 1 0.04 1 1.66 1 1.461 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 4.201 0.305 1 2.11 1 0.05 1 0.04 1 1.90 1 1.661 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 0.901 4.201 0.306 1 2.12 1 0.05 1 0.04 1 1.90 1 1.671 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.901 5.301 0.327 1 2.05 1 0.05 1 0.04 1 2.57 1 2.251 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 1 I I I I I I I I I I I I I
-----------------------------------------------------------------------------------------------------
1 Flow
I CBOD 1
N80D i
D.O.
I cfs
I mg/l I
mg/7 I
mg/7
Segment 1
Reach 1
Waste
1 11.625
1113.600 1
0.000 1
5.000
Headwater•sl 7.400
1 2.000 1
1.000 1
7.300
Tr•ibutar,y
1 0.000
1 2.000 1
1.000 1
7.300
* Runoff
1 0.020
1 2.000 1
1.000 1
7.300
Segment 1
Reach 2
Waste
1 0.000
1 0.000 (
0.000 I
0.000
Tributary
1 0.300
1 2.000 (
1.000 1
7.300
* Runoff
1 0.020
1 2.000 1
1.000 1
7.300
Segment 1
Reach 3
Waste
I 0.000
1 0.000 1
0.000 1
0.000
Tr• i butar•y
I 0.200
1 2.000 (
1.000 1
7.300
* Runoff
( 0.020
1 2.000 1
1.000 1
7.300

Segment 1 Reach 4
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.400 I 2.000 I 1.000 I 7.300
* Runo'ff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary { 0.200 I 2.000 { 1.000 I 7.300
* Runoff I 0.020 I 2.000 { 1.000 ( 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.300 i 2.000 { 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 7
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.000 I 2.000 ( 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
* Runoff flow is in cfs/mi 1 e

SUMMER
BIOD5 /NH3N = 1 1 /3 W / DO = 5
DEF W/ MULT = 7.1 & KD = 0.-038
- ---------- MODEL RESULTS -----------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
----------------------------------------------------------------------
The End D.O. is 6.31 mg/l.
The End CBOD is 40.43 mg/l.
The End NBOD is 3.00 mg/l.
----------------------------------------------------------------------
Segment 1
Reach 1
Reach 2
Reach 3
Reach A
Reach 5
Reach 6
Reach 7
DO Min
(mg/1) Milepoint Reach #
5.05 3.70 2
WLA
WLA
WLA
CBOD
NBOD
DO
Waste Flow
Cmg/1)
Cmg/1 ?
(mg/1)
(mgd)
78.10
13.50
5.00
7.50000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000
0.00
0.00
0.00
0.00000
ti 1 ,

Reidsville Model Runs
INPUTS
DEFAULT
NH3N
Temp/DO
SOD
SOD
Kd 1
AMB+Kd 1
AMB+Kd2
AMB+Kd3
Kd3+NH3N
Kd2+SOD2
BODS m /I
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
6.0
6.0
NH3N (mall)
2.0
-T.0-
2.0
2.0
2.0
2.0
2.0
2.0
2.0
1.0
2.0
Multiplier
8.1
8.1
8.1
8.1
8.1
8.1
8.1
8.1
8.1
8.1
8.1
CBOD m A
40.5
40.5
40.5
40.5
40.5
40.5
40.5
40.5
40.5
48.6
48.6
Desi n Temp. (deg. C
26'
26'
24
26'
26'
26'
24
24
24
24
24
Headwater DO A
7.3'
7.3'
6.9
7.3'
7.3'
7.3'
6.9
6.9
6.9
6.9
6.9
SOD (or/m/day 0 20 C
no Input
no Input
no Input 1
1.83
1.19 1
no in ut
1.83
1 1.83
1.83 1
1.83
1.19
Kd 20 C
0.22'
0.22'
0.22'
0.22'
0.22'
0.02
0.02
0.05
0.04 _
0.04
0.05
RESULTS
DO Sag
3.89
4.35
4.3
1.87
2.58
6.34
4.95
4.51
4.65
4.95
5.03
Sag Point mi.
4.8
4.8
4.8
4.8
4.8
2.2
4.8
6.4
6.4
6.4
4.8
INPUTS
DEFAIAT
NH3N
Temp/DO
SOD
SOD
Kd 1
AMB+Kd1
AMB+Kd2
AMB+Kd3
Kd3+NH3N
Kd2+SOD2
BOD5 m
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
7.0
1 7.0
NH3N (mail)
2.0
1.0
2.0
2.0
2.0
2.0
2.0
2.0
1 2.0
1.0
2.0
Multi liar
7.1
7.1
7.1
7.1
7.1
1 7.1
7.1
7.1
7.1
7.1
7.1
CBOD m /I
35.5
35.5
35.5
35.5
35.5
35.5
35.5
35.5
35.5
49.7
49.7
Desi nTem . (deg. C
26'
26'
24
26'
26'
26'
24
24
24
24
24
Headwater DO m /I
7.3'
7.3'
6.9
7.3'
7.3'
7.3'
6.9
6.9
6.9
6.9
6.9
SOD Wr/m1day CM 20 C
no Input
no Input
no input
1.83
1.19
no in ut
1.83
1.83
1.83
1.83
1.19
Kd 20 C
0.22'
0.22'
0.22'
0.22'
0.22'
0.02
0.02
0.05
0.04
0.04
0.05
RESULTS
DO Sag m
4.24
4.7
4.63
2.22
2.92
6.37
4.99
4.6
4.73
4.93
5.01
Sao Point
mi.
4.8
4.7
4.7
4.8
4.8
2.0
4.8
6.4
6.4
6.4
4.8
INPUTS
DEFAULT
NH3N
Temp/DO
SOD
SO02
Kd 1
AMB+Kd 1
AMB+Kd2
AMB+Kd3
Kd3+NH3N
Kd2+SOD2
BODS m /I
5.0
5.5
5.0
5.0
8.0
NH3N (mall)
2.0
1.0
2.0
2.0
1.0
Multiplier
5.8
5.8
5.8
5.8
5.8
CBOD m A
29.0
31.9
1
29.0
29.0
46.4
Design Temp. (deg. C
26'
26'
24
24
1 24
Headwater DO m /I
7.3'
7.3'
6.9
6.9
6.9
SOD r/m/da 20 C
no In ut
no Input
1.83
1.83
1.83
Kd 1@ 20 C
0.22'
0.22'
0.05
0.04
0.04
RESULTS
H!
DO Se /
4.69
4.95
4.72
4.82
4.98
Sag Point mi.
4.5
4.6
6.4
6.4
6.4
I
' denotes Level-B model default values
I
I
I
I
i
Page 1

TOXICANT ANALYSIS
FQ
Max. Value
20;
Ni
'
Max. Pred Cw
20.Siu A
Allowable Cw
ugA
Max. Value
8
3/8/96 PAGE'

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F, 3 yk7 zsv
G,O� x RJDL:. to^dl MAIL % /S9S7 �{3`77,5/S-2
Ago --0 MAjL : .23935 1 - `7'377, s/sz 2j'VK
m er 4 V S
SQ,u aS Is
_ 139 00

DEFAULT HEADWATER INPUTS
CBOD/BOD5 = 7.1
------------- MODEL RESULTS ------------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
____---________________________________.._----____--__----_w-_---_-__--
The End D.O. is 5.78 mg/1.
The End CBOD ' i s 1 1 .45 mg/1.
The End NBOD is 2.06 mg/1.
w---------------------------------------------------------------------
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1 ) Mi 1 epoi nt Reach # (mg/1 )
--------------- ------- ----
(mg/1 )
----
(mg/1 )
..-
(mgd)
-----_-_---
Segment
1
4.24 4.80 3
Reach
1
35.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

CBOD/6005 = 7.1
DO = 6.9 (81.40) @ 24 C (75TH)
---------- MODEL RESULTS
Discharger• : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
---------------------------------------------
The End D.Q. is 6.07 mg/l.
The End CBOD is 12.06 mg/l.
The End NBOD is 2.37 mg/l.
---------------------------------------------
Segment 1
Reach 1
Reach 2
Reach 3
Reach 4
Reach 5
Reach 6
Reach 7
DO Min
(mg/1) Milepoint Reach #
------ -------- -------
4.62 4.60 3
WLA
CBOD
(mg/l)
35.50
0.00
0.00
0.00
0.00
0.00
0.00
-----------------
WLA
WLA
NBOD
DO
Waste Flow
----
(mg/1)
--
(mgd)
----------
9.00
6.00
7.50000
0.00
0.00
0.00000
0.00
0.00
0.00000
0.00
0.00
0.00000
0.00
0.00
0.00000
0.00
0.00
0.00000
0.00
0.00
0.00000

muLjL..L. Qjmvimr%r wry i M
Discharger
Receiving Stream
Summer, 7Q 10
Design Temperature:
REIDSVILLE WWTP
HAW RIVER
7.4 Winter, 7Q10
24.0
Subbasin : 030601
Stream Class: C--NSW
15.0
ILENGTHI SLOPEI VELOCITY I DEPTHI Kd I Kd I Ka I Ka I KH I KN I KHR I KNR I SOD I SOD I
I mile I ft/mi) fps I ft Idesign) @201 (design) @20° (design) @201 Idesign) @201 Idesign) @200 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.301 3.801 0.292 1 2.09 1 0.26 1 0.22 1 1.57 1 1.441 0.41 1 0.30 1 0.41 1 0.00 1 0.00 1 0.00 1
Reach 1 I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.26 1 0.22 1 1.58 1 1.451 0.41 1 0.30 1 0.41 1 0.00 1 0.00 1 0.00 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 3.801 0.294 1 2.11 1 0.26 1 0.22 1 1.58 1 1.451 0.41 1 0.30 1 0.41 1 0.00 1 0.00 1 0.00 1
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0.295 1 2.13 1 0.26 1 0.22 1 1.59 1 1.461 0.41 1 0.30 1 0.41 1 0.00 1 0.00 1 0.00 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment i 1 1.101 4.201 0.305 1 2.11 1 0.261 0.221 1.81 1 1.6610.41 1 0.3010.41 1 0.0010.001 0.001
Reach 5 1 I 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 0.901 4.201 0.306 1 2.12 1 0.26 1 0.22 1 1.82 1 1.671 0.41 1 0.30 1 0.41 1 0.00 1 0.00 1 0.00 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.901 5.301 0.327 1 2.05 1 0.27 1 0.22 1 2.46 1 2.251 0.41 1 0.30 1 0.41 1 0.00 1 0.00 1 0.00 1
Reach 1 1 1 1 1 1 1 1 1 1 1 1 1 1
-----------------------------------------------------------------------------------------------------
Flow
1 C80D 1
N60D I
D.O.
1 cfs
I mg/l I
mg/7 I
mg/1
Segment 1
Reach 1
Waste
1 11.625
1 35.500 1
9.000 (
6.000
Headwater•sI 7.400
1 2.000 1
1.000 1
6.900
Tributary
1 0.000
1 2.000 1
1.000 1
6.900
* Runoff
1 0.020
1 2.000 (
1.000 1
6.900
Segment 1
Reach 2
Waste
1 0.000
1 0.000 (
0.000 1
0.000
Tr• i butar•y
1 0.300
i 2.000 1
1.000 (
6.900
* Runoff
I 0.020
i 2.000 1
1.000 1
6.900
Segment 1
Reach 3
Waste
I 0.000
1 0.000 i
0.000 1
0.000
Tributary
i 0.200
( 2.000 1
1.000 1
6.900
* Runoff
1 0.020
I 2.000 1
1.000 1
6.900

:Deyrrreri r" I KedU[I 4
Taste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.400 I 2.000 I 1.000 I 6.900
* Runoff 0.020 2.000 J 1.000 I 6.900
Segment 1 Reach S
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.200 I 2.000 I 1.000 I 6.900
* Runoff I 0.020 I 2.000 I 1.000 I 6.900
Segment 1 Reach S
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.300 I 2.000 I 1.000 ( 6.900
* Runoff I 0.020 I 2.000 I 1.000 I 6.900
Segment 1 Reach 7
Taste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.000 I 2.000 I 1.000 I 6.900
* Runoff I 0.020 2.000 I 1.000 I 6.900
* Runoff flow is in cfs/mile

:,J l.! 19 I'1 IZ-1 R
CBOD/BOD5 = 8.1
DO = 6.9 (81.4o) @ 24 C (75TH)
---------- MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
----------------------------------------------------------------------
The End D.O. is 5.83 mg/l.
The End CBOD is 13.69 mg/l.
The End NBOD is 2.37 mg/l.
----------------------------------------------------------------------
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
4.29 4.80 3
Reach
1
40.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
8
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

SUMMER
CBOD/BOD5 w 7.1
SOD = 1.83 GR/M/DAY @ HWY 150
---------- MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
-_______-________-_w______________________________w-_____________----_
The End D.Q. is 3.92 mg/l.
The End CBOD is 11.45 mg/l.
The End NBOD is 2.06 mg/l.
-----------------------------------------------------------------------
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
------ --------- ------- __--
(mg/1)
-___
(mg/1)
__
(mgd)
-w-_______
Segment
1
2.22 4.80 3
Reach
1
35.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

*** MODEL SUMMARY DATA ***
Discharger
Receiving Stream
Summer• 7 Q 10
Design Temper%atur--e :
REIDSVILLE WWTP
HAW RIVER
7.4 Winter, 7Q 10
26.0
Subbasin : 030601
Stream Class: C--NSW
15.0
ILENGTHI SLOPEI VELOCITY I DEPTHI Kd I Kd I Ka I Ka I KN I KN I KNR I KNR I SOD I SOD I
I mile I ft/mi I fps I ft Idesignl @20° Idesignl @201 Idesignl @201 Idesignl @201 Idesignl @20° 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.301 3.8DI 0.292 1 2.09 1 0.29 1 0.22 1 1.64 1 1.441 0.48 1 0.30 1 0.48 1 0.00 1 2.67 1 1.83 1
Reach i I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.29 1 0.22 1 1.65 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 2.67 1 1.83 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 3.801 0.294 1 2.11 1 0.29 1 0.22 1 1.66 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 2.67 1 1.83 1
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0.295 1 2.13 1 0.29 1 0.22 1 1.66 1 1.461 0.48 1 0.30 1 0.48 1 0.00 1 2.67 1 1.83 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 I 1.10I 4.201 0.305 1 2.11 1 0.29 1 0.22 1 1.90 1 1.661 0.48 1 0.30 1 0.48 1 0.00 1 2.67 1 1.83 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 0.901 4.201 0.306 1 2.12 1 0.29 1 0.22 1 1.90 1 1.671 0.48 1 0.30 1 0.48 1 0.00 1 2.67 1 1.83 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-
------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.901 5.301 0.327 1 2.05 1 0.30 1 0.22 1 2.51 1 2.251 0.48 1 0.30 1 0.48 1 0.00 1 2.67 1 1.83 1
Reach 7 1 1 1 1 1 1 1 1 1 1 1 1 1
-----------------------------------------------------------------------------------------------------
I Flow I
CBOD I
N80D I
D.O.
1 cfs (
mg/l I
mg/l I
mg/1
Segment 1
Reach 1
Waste
1 11.625 1
35.500 1
9.000 1
6.000
Headwater•s1 7.400 1
2.000 1
1.000 1
7.300
Tr*-i butar,y
1 0.000 I
2.000 (
1.000 1
7.300
* Runoff
1 0.020 1
2.000 1
1.000 1
7.300
Segment 1
Reach 2
Waste
( 0.000 1
0.000 I
0.000 I
0.000
Tr•i butar•y
1 0.300 1
2.000 1
1.000 I
7.300
* Runoff
( 0.020 1
2.000 1
1.000 1
7.300
Segment 1
Reach 3
Waste
I 0.000 i
0.000 1
0.000 1
0.000
Tr% i butar•y
( 0.200 1
2.000 1
1.000 (
7.300
* Runoff
1 0.020 1
2.000 1
1.000 1
7.300

Segment 1 Reach 4
Waste I 0.000 I 0.000 i 0.000 I 0.000
Tributary I 0.400 I 2.000 I 1.000 I 7.300
* Runoff ( 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Ruch 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.200 ( 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.300 I 2.000 I 1.000 17 .300
* Runoff I 0.020 I 2.000 I 1.000 ( 7.300
Segment 1 Reach 7
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.000 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I Z.000 I 1.000 I 7.300
* Runoff flow is in cfs/mile

BUMMER
CBOD/BOD5 = 7.1
SOD = 1 . 1 B GR/M/DAY @ HWY 29
wW---------- MODEL RESULTS ----------
Discharger, : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
----------------------------------------------------------------------
The End D.O. is 4.57 mg/l.
The End CBOD is 11.45 mg/l.
The End NBOD is 2.06 mg/1.
----------------------------------------------------------------------
WLA
WLA
WLA
00 Min CBOD
NBOD
00
Waste Flow
(mg/1) Milep©int Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
2.92 4.80 3
Reach
1
35.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
C
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

*** MODEL SUMMARY DATA ***
D i scharger,
Receiving Stream
Summer,- 7 Q 1 O
Design Temper-atur•e :
REIDSVILLE WWTP
HAW RIVER
7.4 Winter* 7Q 10
26.0
Subbasin : 030601
Stream Class: C-NSW
15.0
ILEH6TH1 SLOPEI VELOCITY I DEPTHI Kd I Kd I Ka I Ka I KN I KN I KHR I KNR i SOD I SOD I
I mile I ft/mi l fps I ft Idesignl @20° Idesignl @201 Idesignl @201 Idesignl @201 (design) @201 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.301 3,801 0.292 1 2.09 1 0.29 1 0.22 1 1.64 1 1.441 0.48 1 0.30 1 0.48 1 0.00 1 1.74 1 1.19 1
Reach 1 I I I I I I I I I I 1 11 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.29 1 0.22 1 1.65 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 1.74 1 1.19 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 3.801 0.294 1 2.11 1 0.29 1 0.22 1 1.66 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 1.74 1 1.19 1
Reach 3 1 1 1 1 1 1 1 1 1 I 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0.295 1 2.13 1 0.29 1 0.22 1 1.66 1 1.461 0.48 1 0.30 1 0.48 1 0.00 1 1.74 1 1.19 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 4.201 0.305 1 2.11 1 0.29 1 0.22 1 1.90 1 1.661 0.48 1 0.30 1 0.48 1 0.00 1 1.74 1 1.19 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 0.901 4.201 0.306 1 2.12 1 0.29 1 0.22 1 1.90 1 1.671 0,48 1 0.30 1 0.48 1 0.00 1 1.74 1 1.19 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1,901 5.301 0.327 1 2.05 1 0.30 1 0.22 1 2.57 1 2.251 0,48 1 0.30 1 0.48 1 0.00 1 1.74 1 1.19 1
Reach 7 1 1 1 1 1 1 1 1 1 1 1 1 1
-----------------------------------------------------------------------------------------------------
1 P 1 ow I
C50D 1
NE30D 1
D. O.
1 cfs
I mg/l I
mg/l I
mg/l
Segment 1
Reach 1
Waste
1 11.625
135.500 1
9.000 I
6.000
Headwaters) 7.400 1
2.000 1
1.000 1
7.300
Tr•i butar•y
I 0.000
I 2.000 I
1.000 I
7.300
* Runoff
I 0.020 I
2.000 I
1.000 I
7.300
Segment 1
Reach 2
Waste
I 0.000 I
0.000 1
0.000 1
0.000
Tr*i butar•y
I 0.300
I 2.000 (
1.000 (
7.300
* Runoff
I b.020 I
2.000 1
1.000 I
7.300
Segment 1
Reach 3
Waste
I 0.000 1
0.000 1
0.000 I
0.000
Tributary
I 0.200
1 2.000 I
1.000 I
7.300
* Runoff
I 0.020 I
2.000 I
1.000 I
7.300

Segment 1 Reach 4
Waste I 0.000 I 0.000 1 0.000 I 0.000
Tributary I 0.400 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.200 I 2.000 I 1.000 1 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 6
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.300 I 2.000 I 1.000 ( 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 7
Waste ( 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.000 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
* Runoff flow is in cfs/mi 1 e

SUMMER
CBOD/BOD5 = 7.1
KD = 0.02 @ 20 C
-- - ------- MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : MAW RIVER
-----------------------------------------------------------------------
The End D.O. is 7.27 mg/l.
The End CBOD is 19.76 mg/l.
The End NBOD is 2.06 mg/l.
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
6.37 2.00 1
Reach
1
35.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

*** MODEL SUMMARY DATA ***
Di schar•ger• : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
Summer% 7 Q 10 : 7.4
Design Temper,atur%e : 26.0
Subbasin : 030601
Stream Class: C-NSW
Winter 7Q1O 15.0
ILENGTHI SLOPEI VELOCITY I DEPTHI Kd I Kd I Ka I Ka I KH I KN I KNR I KHR I SOD I SOD I
I mile I ft/mil fps I ft Idesign) @20° Idesign) @201 Idesign) @201 Idesign) @201 Idesign) @20° 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.301 3.801 0.292 1 2.09 1 0.03 1 0.02 1 1.64 1 1.441 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 1 I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.03 1 0.02 1 1.65 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 3.801 0.294 1 2.11 1 0.03 1 0.02 1 1.66 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0.295 1 2.13 1 0.03 1 0.02 1 1.66 1 1.461 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 4.201 0.305 1 2.11 1 0.03 1 0.02 1 1.90 1 1.661 0.48 1 0.30 1 0.48 1 0.001 0.001 0.00 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 0.901 4.201 0.306 1 2.12 1 0.03 1 0.02 1 1.90 1 1.671 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 6 1 1 I 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.901 5.301 0.327 1 2.05 1 0.03 1 0.02 1 2.57 1 2.251 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 7 1 1 1 1 1 1 1 1 1 1 1 1 1
-----------------------------------------------------------------------------------------------------
1 Flow I
CBOD 1
NBOD I
D.O.
1 cfs I
mg/1 I
mg/1 I
mg/1
Segment 1
Reach 1
Waste
1 11.625 1
35.500 I
9.000 I
6.000
Headwater%sl 7.400 1
2.000 1
1.000 1
7.300
Tributary
1 0.000 1
2.000 1
1.000 1
7.300
* Runoff
1 0.020 1
2.000 1
1.000 1
7.300
Segment 1
Reach 2
Waste
I 0.000 1
0.000 1
0.000 I
0.000
Tr*-i butar•y
( 0.300
I 2.000 I
1.000 1
7.300
* Runoff
1 0.020 (
2.000 1
1.000 i
7.300
Segment 1
Reach 3
Waste
1 0.000 1
0.000 I
0.000 1
0.000
Tr,,i butar•y
1 0.200
1 2.000 1
1.000 (
7.300
* Runoff
I 0.020 1
2.000 1
1.000 1
7.300

Segment 1 Reach 4
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.400 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.200 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 6
Taste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.300 I 2.000 I 1.000 ( 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 7
Waste I 0.000 I 0.000 I 0.000 ( 0.000
Tributary I 0.000 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
* Runoff flow is in cfs/mile

SUMMER
C60D/80D5
= 7.1
1<0 : 0.02
@ 20 C
Seg #
Reach #
Seg Mi
D.O.
C50D
N80D
Flow
1
1
0.00
6.51
22.47
5.89
19.02
1
1
0.10
6.49
22.46
5.83
19.03
1
1
0.20
6.48
22.44
5.77
19.03
1
1
0.30
6.46
22.43
5.71
19.03
1
1
0.40
6.45
22.41
5.66
19.03
1
1
0.50
6.44
22.40
5.60
19.03
1
1
0.60
6.43
22.38
5.54
19.04
1
1
0.70
6.42
22.37
5.49
19.04
1
1
0.80
6.41
22.35
5.43
19.04
1
1
0.90
6.40
22.34
5.38
19.04
1
1
1.00
6.40
22.32
5.33
19.04
1
1
1.10
6.39
22.31
5.27
19.05
1
1
1.20
6.39
22.30
5.22
19.05
1
1
1.30
6.38
22.28
5.17
19.05
1
1
1.40
6.38
22.27
5.12
19.05
1
1
1.50
6.38
22.25
5.06
19.05
1
1
1.60
6.37
22.24
5.01
19.06
1
1
1.70
6.37
22.22
4.96
19.06
1
1
1.80
6.37
22.21
4.91
19.06
1
1
1.90
6.37
22.20
4.86
19.06
1
1
2.00
6.37
22.18
4.82
19.06
1
1
2.10
6.37
22.17
4.77
19.07
1
1
2.20
6.37
22.15
4.72
19.07
1
1
2.30
6.37
22.14
4.67
19.07
1
2
2.30
6.38
21.83
4.62
19.37
1
2
2.40
6.39
21.81
4.57
19.37
1
2
2.50
6.39
21.80
4.53
19.37
1
2
2.60
6.39
21.78
4.48
19.38
1
2
2.70
6.39
21.77
4.44
19.38
1
2
2.80
6.40
21.76
4.39
19.38
1
2
2.90
6.40
21.74
4.35
19.38
1
2
3.00
6.40
21.73
4.30
19.38
1
2
3.10
6.41
21.71
4.26
19.39
1
2
3.20
6.41
21.70
4.22
19.39
1
2
3.30
6.42
21.69
4.18
19.39
1
2
3.40
6.42
21.67
4.14
19.39
1
2
3.50
6.43
21.66
4.09
19.39
1
2
3.60
6.43
21.64
4.05
19.40
1
2
3.70
6.44
21.63
4.01
19.40
1
3
3.70
6.45
21.43
3.98
19.60
1
3
3.80
6.46
21.42
3.94
19.60
1
3
3.90
6.46
21.40
3.90
19.60
1
3
4.00
6.47
21.39
3.87
19.60
1
3
4.10
6.47
21.38
3.83
19.61
1
3
4.20
6.48
21.36
3.79
19.61
1
3
4.30
6.49
21.35
3.75
19.61
1
3
4.40
6.50
21.33
3.71
19.61
1
3
4.50
6.50
21.32
3.68
19.61
1
3
4.60
6.51
21.31
3.64
19.62
1
3
4.70
6.52
21.29
3.61
19.62
1
3
4.80
6.53
21.28
3.57
19.62
1
4
4.80
6.54
20.89
3.52
20.02
1
4
4.90
6.55
20.88
3.48
20.02
1
4
5.00
6.56
20.87
3.45
20.02
1
4
5.10
6.57
20.86
3.41
20.03
1
4
5.20
6.57
20.84
3.38
20.03
1
4
5.30
6.58
20.83
3.35
20.03
1
4
5.40
6.59
20.82
3.31
20.03
1
4
5.50
6.60
20.80
3.28
20.03
1
4
5.60
6.61
20.79
3.25
20.04
1
1
4
i
5.70
r. /1 -%
6.62
^ -%.%
20.78
M^ "1 f'?
3.22
^1 A A
20.04
^e% A /.

1
4
5.90
6.63
20.75
3.15
20.04
1
4
6.00
6.64
20.74
3.12
20.04
1
4
6.10
6.65
20.72
3.09
20.05
1
4
6.20
6.66
20.71
3.06
20.05
1
4
6.30
6.67
20.70
3.03
20.05
1
4
6.40
6.68
20.68
3.00
20.05
1
5
6.40
6.68
20.50
2.98
20.25
1
5
6.50
6.70
20.49
2.95
20.25
1
5
6.60
6.71
20.47
2.93
20.26
1
5
6.70
6.73
20.46
2.90
20.26
1
5
6.80
6.74
20.45
2.87
20.26
1
5
6.90
6.75
20.44
2.84
20.26
1
5
7.00
6.77
20.42
2.81
20.26
1
5
7.10
6.78
20.41
2.79
20.27
1
5
7.20
6.79
20.40
2.76
20.27
1
5
7.30
6.81
20.39
2.73
20.27
1
5
7.40
6.82
20.37
2.71
20.27
1
5
7.50
6.83
20.36
2.68
20.27
1
6
7.50
6.84
20.09
2.66
20.57
1
6
7.60
6.85
20.08
2.63
20.58
1
6
7.70
6.86
20.07
2.61
20.58
1
6
7.80
6.87
20.06
2.58
20.58
1
6
7.90
6.89
20.04
2.56
20.58
1
6
8.00
6.90
20.03
2.53
20.58
1
6
8.10
6.91
20.02
2.51
20.59
1
6
8.20
6.92
20.01
2.49
20.59
1
6
8.30
6.93
19.99
2.46
20.59
1
6
8.40
6.94
19.98
2.44
20.59
1
7
8.40
6.94
19.98
2.44
20.59
1
7
8.50
6.97
19.97
2.42
20.59
1
7
8.60
6.99
19.96
2.40
20.60
1
7
8.70
7.01
19.95
2.37
20.60
1
7
8.80
7.03
19.94
2.35
20.60
1
7
8.90
7.05
19.92
2.33
20.60
1
7
9.00
7.07
19.91
2.31
20.60
1
7
9.10
7.09
19.90
2.29
20.61
1
7
9.20
7.11
19.89
2.27
20.61
1
7
9.30
7.13
19.88
2.25
20.61
1
7
9.40
7.15
19.87
2.23
20.61
1
7
9.50
7.16
19.85
2.21
20.61
1
7
9.60
7.18
19.84
2.19
20.62
1
7
9.70
7.19
19.83
2.17
20.62
1
7
9.80
7.21
19.82
2.15
20.62
1
7
9.90
7.22
19.81
2.13
20.62
1
7
10.00
7.24
19.80
2.11
20.62
1
7
10.10
7.25
19.79
2.09
20.63
1
7
10.20
7.26
19.77
2.08
20.63
1
7
10.30
7.27
19.76
2.06
20.63
5eg ## (
Reach #
5eg Mi
D.O.
CBOD
N BOD
Flow

SUMMER
OBOD/BOD5 = 8.1
I<D = 0.02 @ 20 C
w~---~------ MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : MAW RIMER
----------------------------------------------------------------------
The End D.O. is 7.24 mg/l.
The End CBOD is 22.43 mg/l.
The End NBOD is 2.06 mg/l.
WLA
WLA
WLA
00 Min CBOD
NBOD
00
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
6.34 2.20 1
Reach
1
40.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

*** MODEL SUMMARY DATA ***
Di schar-ger• : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
Summer% 7Q 10 : 7.4 Winter- MO
Design Temper-atur,-e : 26.0
Subbasin : 030601
Stream Class: C--NSW
15.0
ILENGTHI SLOPEI VELOCITY I DEPTHI Kd I Kd I Ka I Ka I KH I KN I KNR I KNR I SOD i SOD I
I mile I ft/mi j fps I ft Idesignj @20° Idesignj @201 Idesignl @20° Idesignj @200 Idesignj @200 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.301 3.801 0.292 1 2.09 1 0.03 1 0.02 1 1.64 1 1.441 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 1 I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.03 1 0.02 1 1.65 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-
------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 I 1.101 3.801 0.294 1 2.11 1 0.03 1 0.02 1 1.66 1 1.451 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0.295 1 2.13 1 0.03 1 0.02 1 1.66 1 1.461 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 4.201 0.305 1 2.11 1 0.03 1 0.02 1 1.90 1 1.661 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 0.901 4.201 0.306 1 2.12 1 0.03 1 0.02 1 1.90 1 1.671 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.901 5.301 0.327 1 2.05 1 0.03 1 0.02 1 2.57 1 2.251 0.48 1 0.30 1 0.48 1 0.00 1 0.00 1 0.00 1
Reach 7 1 1 1 1 1 1 1 1 1 1 1 1 1
-----------------------------------------------------------------------------------------------------
1 F 1 ow i
CBOD 1
NBOD 1
D.O.
1 cfs
I mg/7 I
mg/l I
mg/1
Segment 1
Reach 1
Waste
1 11.625
( 40.500 1
9.000 (
6.000
Headwater•s1 7.400 1
2.000 1
1.000 1
7.300
Tributary
( 0.000
( 2.000 1
1.000 I
7.300
* Runoff
1 0.020 (
2.000 1
1.000 (
7.300
Segment 1
Reach 2
Waste
1 0.000 1
0.000 1
0.000 (
0.000
Tr•i butar•y
( 0.300
1 2.000 j
1.000 (
7.300
* Runoff
1 0.020 1
2.000 1
1.000 (
7.300
Segment 1
Reach 3
Waste
1 0.000 1
0.000 1
0.000 1
0.000
Tributary
1 0.200
( 2.000 1
1.000 (
7.300
* Runoff
1 0.020 1
2.000 1
1.000 1
7.300

0t:!yIII "-n L i Kkt�dQF1 4
Waste I 0.000 I 0.000 I 0.000 i 0.000
Tributary I 0.400 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.200 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 ) 1.000 I 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.300 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 7
Waste I 0.000 ) 0.000 I 0.000 I 0.000
Tributary I 0.000 ( 2.000 ( 1.000 I 7.300
* Runoff I 0.020) 2.000 I 1.000 ) 7.300
* Runoff flow is in cfs f mi l e

SUMMER
C80D/BOD5
= 8.1
1<0 = 0.02
@ 20 C
Seg #
Reach #
Seg Mi
D.O.
C60D
N80D
Flow
1
1
0.00
6.51
25.52
5.89
19.02
1
1
0.10
6.49
25.51
5.83
19.03
1
1
0.20
6.47
25.49
5.77
19.03
1
1
0.30
6.46
25.48
5.71
19.03
1
1
0.40
6.44
25.46
5.66
19.03
1
1
0.50
6.43
25.44
5.60
19.03
1
1
0.60
6.42
25.43
5.54
19.04
1
1
0.70
6.41
25.41
5.49
19.04
1
1
0.80
6.40'
25.39
5.43
19.04
1
1
0.90
6.39
25.38
5.38
19.04
1
1
1.00
6.38
25.36
5.33
19.04
1
1
1.10
6.38
25.34
5.27
19.05
1
1
1.20
6.37
25.33
5.22
19.05
1
1
1.30
6.36
25.31
5.17
19.05
1
1
1.40
6.36
25.29
5.12
19.05
1
1
1.50
6.36
25.28
5.06
19.05
1
1
1.60
6.35
25.26
5.01
19.06
1
1
1.70
6.35
25.25
4.96
19.06
1
1
1.80
6.35
25.23
4.91
19.06
1
1
1.90
6.34
25.21
4.86
19.06
1
1
2.00
6.34
25.20
4.82
19.06
1
1
2.10
6.34
25.18
4.77
19.07
1
1
2.20
6.34
25.16
4.72
19.07
1
1
2.30
6.34
25.15
4.67
19.07
1
2
2.30
6.36
24.79
4.62
19.37
1
2
2.40
6.36
24.77
4.57
19.37
1
2
2.50
6.36
24.76
4.53
19.37
1
2
2.60
6.36
24.74
4.48
19.38
1
2
2.70
6.36
24.73
4.44
19.38
1
2
2.80
6.37
24.71
4.39
19.38
1
2
2.90
6.37
24.69
4.35
19.38
1
2
3.00
6.37
24.68
4.30
19.38
1
2
3.10
6.38
24.66
4.26
19.39
1
2
3.20
6.38
24.65
4.22
19.39
1
2
3.30
6.39
24.63
4.18
19.39
1
2
3.40
6.39
24.61
4.14
19.39
1
2
3.50
6.40
24.60
4.09
19.39
1
2
3.60
6.40
24.58
4.05
19.40
1
2
3.70
6.41
24.57
4.01
19.40
1
3
3.70
6.42
24.34
3.98
19.60
1
3
3.80
6.42
24.32
3.94
19.60
1
3
3.90
6.43
24.31
3.90
19.60
1
3
4.00
6.43
24.29
3.87
19.60
1
3
4.10
6.44
24.27
3.83
19.61
1
3
4.20
6.45
24.26
3.79
19.61
1
3
4.30
6.45
24.24
3.75
19.61
1
3
4.40
6.46
24.23
3.71
19.61
1
3
4.50
6.47
24.21
3.68
19.61
1
3
4.60
6.47
24.20
3.64
19.62
1
3
4.70
6.48
24.18
3.61
19.62
1
3
4.80
6.49
24.17
3.57
19.62
1
4
4.80
6.50
23.72
3.52
20.02
1
4
4.90
6.51
23.71
3.48
20.02
1
4
5.00
6.52
23.69
3.45
20.02
1
4
5.10
6.53
23.68
3.41
20.03
1
4
5.20
6.54
23.66
3.38
20.03
1
4
5.30
6.54
23.65
3.35
20.03
1
4
5.40
6.55
23.63
3.31
20.03
1
4
5.50
6.56
23.62
3.28
20.03
1
4
5.60
6.57
23.60
3.25
20.04
1
4
5.70
6.58
23.59
3.22
20.04
1
L
5.8C1
8.58
23.57
3.19
20.04

4
5.90
6.59
23.56
3.15
20.04
1
4
6.00
6.60
23.54
3.12
20.04
1
4
6.10
6.61
23.53
3.09
20.05
1
4
6.20
6.62
23.51
3.06
20.05
1
4
6.30
6.63
23.50
3.03
20.05
1
4
6.40
6.64
23.48
3.00
20.05
1
5
6.40
6.64
23.27
2.98
20.25
1
5
6.50
6.66
23.26
2.95
20.25
1
5
6.60
6.67
23.24
2.93
20.26
1
5
6.70
6.69
23.23
2.90
20.26
1
5
6.80
6.70
23.21
2.87
20.26
1
5
6.90
6.71
23.20
2.84
20.26
1
5
7.00
6.73
23.18
2.81
20.26
1
5
7.10
6.74
23.17
2.79
20.27
1
5
7.20
6.75
23.16
2.76
20.27
1
5
7.30
6.77
23.14
2.73
20.27
1
5
7.40
6.78
23.13
2.71
20.27
1
5
7.50
6.79
23.11
2.68
20.27
1
6
7.50
6.80
22.80
2.66
20.57
1
6
7.60
6.81
22.79
2.63
20.58
1
6
7.70
6.82
22.78
2.61
20.58
1
6
7.80
6.84
22.76
2.58
20.58
1
6
7.90-
6.85
22.75
2.56
20.58
1
6
8.00
6.86
22.73
2.53
20.58
1
6
8.10
6.87
22.72
2.51
20.59
1
6
8.20
6.88
22.71
2.49
20.59
1
6
8.30
6.89
22.69
2.46
20.59
1
6
8.40
6.90
22.68
2.44
20.59
1
7
8.40
6.90
22.68
2.44
20.59
1
7
8.50
6.93
22.67
2.42
20.59
1
7
8.60
6.95
22.65
2.40
20.60
1
7
8.70
6.97
22.64
2.37
20.60
1
7
8.80
7.00
22.63
2.35
20.60
1
7
8.90
7.02
22.61
2.33
20.60
1
7
9.00
7.04
22.60
2.31
20.60
1
7
9.10
7.06
22.59
2.29
20.61
1
7
9.20
7.08
22.57
2.27
20.61
1
7
9.30
7.09
22.56
2.25
20.61
1
7
9.40
7.11
22.55
2.23
20.61
1
7
9.50
7.13
22.53
2.21
20.61
1
7
9.60
7.14
22.52
2.19
20.62
1
7
9.70
7.16
22.51
2.17
20.62
1
7
9.80
7.17
22.49
2.15
20.62
1
7
9.90
7.19
22.48
2.13
20.62
1
7
10.00
7.20
22.47
2.11
20.62
1
7
10.10
7.22
22.46
2.09
20.63
1
7
10.20
7.23
22.44
2.08
20.63
1
7
10.30
7.24
22.43
2.06
20.63
Seg #
Reach #
Seg Mi
D.O.
CBOD (
NBOD (
Flow

SUMMER
CBOD/B005 = 8.1
KD, SOD, TEMP/DO ALL INPUT
---------- MODEL RESULTS ----------
Discharger REIDSVILLE WWTP
Receiving Stream :,HAW RIMER
----------------------------------------------------------------------
The End D.O. is 5.82 mg/1.
The End CBOD is 22.54 mg/1.
The End NBOD is 2.37 mg/1.
----------------------------------------------------------------------
WLA
WLA
WLA
00 Min CBOD
NBOD
00
Taste Flow
(mg/1) Milepoint Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
4.95 4.80 3
Reach
1
40.50
9.00
5.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0-.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

SUMMER
CBOD/BOD5
= 8.1
KD, SOD,
TEMP/DO
Seg #
Ruch #
Seg M;
D.O.
CBOD
NBOD
Flow
1
1
0.00
6.35
25.52
5.89
19.02
1
1
0.10
6.28
25.51
5.84
19.03
1
1
0.20
6.21
25.49
5.79
19.03
1
1
0.30
6.15
25.48
5.74
19.03
1
1
0.40
6.08
25.46
5.69
19.03
1
1
0.50
6.02
25.45
5.64
19.03
1
1
0.60
5.96
25.43
5.59
19.04
1
1
0.70
5.91
25.42
5.54
19.04
1
1
0.80
5.85
25.40
5.50
19.04
1
1
0.90
5.80
25.39
5.45
19.04
1
1
1.00
5.75
25.37
5.40
19.04
1
1
1.10
5.71
25.36
5.36
19.05
1
1
1.20
5.66
25.34
5.31
19.05
1
1
1.30
5.62
25.33
5.26
19.05
1
1
1.40
5.57
25.31
5.22
19.05
1
1
1.50
5.53
25.30
5.17
19.05
1
1
1.60
5.50
25.28
5.13
19.06
1
1
1.70
5.46
25.27
5.09
19.06
1
1
1.80
5.42
25.25
5.04
19.06
1
1
1.90
5.39
25.24
5.00
19.06
1
1
2.00
5.36
25.22
4.96
19.06
1
1
2.10
5.33
25.21
4.91
19.07
1
1
2.20
5.30
25.19
4.87
19.07
1
1
2.30
5.27
25.18
4.83
19.07
1
2
2.30
5.29
24.82
4.77
19.37
1
2
2.40
5.27
24.80
4.73
19.37
1
2
2.50
5.24
24.79
4.69
19.37
1
2
2.60
5.22
24.77
4.65
19.38
1
2
2.70
5.20
24.76
4.61
19.38
1
2
2.80
5.18
24.74
4.57
19.38
1
2
2.90
5.16
24.73
4.53
19.38
1
2
3.00
5.14
24.71
4.49
19.38
1
2
3.10
5.12
24.70
4.45
19.39
1
2
3.20
5.10
24.68
4.41
19.39
1
2
3.30
5.08
24.67
4.38
19.39
1
2
3.40
5.07
24.65
4.34
19.39
1
2
3.50
5.05
24.64
4.30
19.39
1
2
3.60
5.04
24.63
4.27
19.40
1
2
3.70
5.03
24.61
4.23
19.40
1
3
3.70
5.05
24.38
4.20
19.60
1
3
3.80
5.03
24.37
4.16
19.60
1
3
3.90
5.02
24.35
4.13
19.60
1
3
4.00
5.01
24.34
4.09
19.60
1
3
4.10
5.00
24.32
4.06
19.61
1
3
4.20
4.99
24.31
4.02
19.61
1
3
4.30
4.98
24.29
3.99
19.61
1
3
4.40
4.97
24.28
3.95
19.61
1
3
4.50
4.97
24.26
3.92
19.61
1
3
4.60
4.96
24.25
3.89
19.62
1
3
4.70
4.95
24.24
3.85
19.62
1
3
4.80
4.95
24.22
3.82
19.62
1
4
4.80
4.98
23.78
3.76
20.02
1
4
4.90
4.98
23.76
3.73
20.02
1
4
5.00
4.97
23.75
3.70
20.02
1
4
5.10
4.97
23.74
3.67
20.03
1
4
5.20
4.97
23.72
3.64
20.03
1
4
5.30
4.96
23.71
3.61
20.03
1
4
5.40
4.96
23.69
3.58
20.03
1
4
5.50
4.96
23.68
3.55
20.03
1
4
5.60
4.95
23.67
3.52
20.04
1
4
5.70
4.95
23.65
3.49
20.04
1
4
5.80
4.95
23.64
3.46
20.04
ALL INPUT

i
4
o.Z-ju
u.Jb
;eJ.tj;e
3.43
20.04
1
4
6.00
4.95
23.61
3.40
20.04
1
4
6.10
4.95
23.60
3.37
20.05
1
4
6.20
4.95
23.58
3.34
20.05
1
4
6.30
4.95
23.57
3.31
20.05
1
4
6.40
4.95
23.55
3.28
20.05
1
5
6.40
4.97
23.34
3.26
20.25
1
5
6.50
4.98
23.33
3.23
20.25
1
5
6.60
4.99
23.31
3.21
20.26
1
5
6.70
5.01
23.30
3.18
20.26
1
5
6.80
5.02
23.29
3.16
20.26
1
5
6.90
5.03
23.27
3.13
20.26
1
5
7.00
5.05
23.26
3.10
20.26
1
5
7.10
5.06
23.25
3.08
20.27
1
5
7.20
5.07
23.23
3.05
20.27
1
5
7.30
5.08
23.22
3.03
20.27
1
5
7.40
5.10
23.21
3.00
20.27
1
5
7.50
5.11
23.20
2.98
20.27
1
6
7.50
5.13
22.89
2.95
20.57
1
6
7.60
5.15
22.87
2.93
20.58
1
6
7.70
5.16
22.86
2.90
20.58
1
6
7.80
5.17
22.85
2.88
20.58
1
6
7.90
5.18
22.83
2.85
20.58
1
6
8.00
5.19
22.82
2.83
20.58
1
6
8.10
5.20
22.81
2.81
20.59
1
6
8.20
5.21
22.80
2.78
20.59
1
6
8.30
5.22
22.78
2.76
20.59
1
6
8.40
5.23
22.77
2.74
20.59
1
7
8.40
5.23
22.77
2.74
20.59
1
7
8.50
5.28
22.76
2.72
20.59
1
7
8.60
5.32
22.74
2.70
20.60
1
7
8.70
5.36
22.73
2.68
20.60
1
7
8.80
5.40
22.72
2.66
20.60
1
7
8.90
5.44
22.71
2.64
20.60
1
7
9.00
5.47
22.70
2.62
20.60
1
7
9.10
5.51
22.68
2.60
20.61
1
7
9.20
5.54
22.67
2.58
20.61
1
7
9.30
5.57
22.66
2.56
20.61
1
7
9.40
5.60
22.65
2.54
20.61
1
7
9.50
5.63
22.63
2.52
20.61
1
7
9.60
5.66
22.62
2.50
20.62
1
7
9.70
5.68
22.61
2.48
20.62
1
7
9.80
5.71
22.60
2.46
20.62
1
7
9.90
5.73
22.59
2.44
20.62
1
7
10.00
5.76
22.57
2.42
20.62
1
7
10.10
5.78
22.56
2.40
20.63
1
7
10.20
5.80
22.55
2.39
20.63
1
7
10.30
5.82
22.54
2.37
20.63
Seg # (
Reach
I Seg Mi (
D.O. (
GBOD (
NBOD (
Flow

*** MODEL SUMMARY DATA ***
Discharger -
Receiving Stream
Summer 7Q10
Design Temperature:
REIDSVILLE WWTP
MAW RIVER
7.4 Winter• 7Q 10
24.0
Subbasin : 030601
Stream Class: C-NSW
15.0
ILENGTNI SLOPEI VELOCITY I DEPTNI Kd I Kd I Ka I Ka I Ktt I Kit I KNR I KNR I SOD I SOD I
I mile I ft/mil fps I ft Idesignl @20° Idesigni @20° Idesignl @201 Idesignl @201 Idesignl @20° 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.3O1 3.801 0.292 1 2.09 1 0.02 1 0.02 1 1.57 1 1.441 0.41 10.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach I I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.02 1 0.02 1 1.58 1 1.45 10.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.1O1 3.801 0.294 1 2.11 1 0.021 0.02 1 1.58 1 1.451 0.41 1 0.30 10.41 1 0.001 2.35 1 1.83 1
Reach 3 1 1 1 1 I I I I I 1 1 I 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment i 1 1.6O1 3.801 0.295 1 2.13 1 0.02 1 0.02 1 1.59 1 1.461 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I
Segment I 1 1.1OI 4.201 0.305 1 2.11 1 0.02 1 0.02 1 1.81 1 1.661 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 O.9O1 4.201 0.306 1 2.12 1 0.02 1 0.02 1 1.82 I 1.671 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.901 5.301 0.327 1 2.05 1 0.02 1 0.02 1 2.46 1 2.251 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 7 1 1 1 1 1 1 1 1 1 1 1 1 1
-----------------------------------------------------------------------------------------------------
I
Flow
cfs
Segment 1 Reach 1
Waste 1
11.625
Headwatersl
7.400
Tr% butar•y l
0.000
* Runoff I
0.020
Segment 1 Reach 2
CBOD I
NBOD I
D.O.
mg/l (
mg/l I
mg/l
40.500 i
9.000 I
6.000
2.000 i
1.000 I
6.900
2.000 I
1.000 I
6.900
2.000 i
1.000 (
6.900
Waste
I 0.000 I
0.000 I
0.000 I
0.000
Tr, i butar•y
( 0.300 I
2.000 I
1.000 l
6.900
* Runoff
I 0.020 I
2.000 I
1.000 I
6.900
Segment 1
Reach 3
Waste
i 0.000 I
0.000 (
0.000 I
0.000
Tributary
( 0.200 I
2.000 i
1.000 (
6.900
* Runoff
I 0.020 I
2.000 i
1.000 l
6.900

zDegmenT. I Keacn 4
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary i 0.400 I 2.000 I 1.000 I 6.900
* Runoff I 0.020 I 2.000 I 1.000 i 6.900
Segment'1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary i 0.200 I 2.000 I 1.000 I 6.900
* Runoff I 0.020 I 2.000 I 1.000 I 6.900
Segment 1 Reach 6
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.300 I 2.000 I 1.000 I 6.900
* Runoff I 0.020 i 2.000 I 1.000 I 6.900
Segment 1 Reach 7
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.000 ( 2.000 I 1.000 I 6.900
* Runoff I 0.020 I 2.000 I 1.000 I 6.900
* Runoff flow is in cfs/mile

SUMMER
CB00/BOD5 = 7.1
KD, SOD, TEMP/DO ALL INPUT
-w---w--- --- MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
_-____-_-________w_w-__--_______-_____-_____-__--____-_______________--
The End D.O. is 5.85 mg/l.
The End CBOD is 19.86 mg/l.
The End NBOD is 2.37 mg/l.
----------------------------------------------------------------------
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
4.98 4.80 3
Reach
1
35.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

Z)UMMtK
CBOD/BOD5 = 8.1
1<01 SOD, TEMP/DO ALL INPUT
~---------- MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
.___----__-_--____-______---_-______-w___--__-w__----____-___w___________
The End D.O. is 5.83 mg/l.
The End CBOD is 22.54 mg/l.
The End NBOD is 2.37 mg/l.
-__-_________-___-___________w__----__________-----_--_________-___-__
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
w_____ --------- _______ _-__
(mg/1)
____
(mg/1)
__
(mgd)
_-----___-
Segment
1
4.95 4.80 3
Reach
1
40.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

l%JLJL- - :awririMl'i r UM I M-I- -I- "'
Discharger, : REIDSVILLE WWTP
Receiving Stream : MAW RIVER
Summer• 7Q10 : 7.4 Winter, 7Q10
Design Temperature: 24.0
Subbasin : 030601
Stream Class: C--NSW
15.0
ILENGTH1
SLOPEI
VELOCITY
I DEPTHI
Kd
I Kd
I Ka I
Ka I
KN
I KN
I KNR I
KNR
I SOD
I SOD I
-------------------------------------------------------------------------------------------------------------------
I mile I
ft/ail
fps I
ft Idesignl @20°
Idesignl @201
Idesignl @201
Idesignl @201
Idesignl @20° 1
Segment
1
I I
1 2.301
I
3.801
I
0.292 1
I
2.09 1
I
0.02
1 0.02
I I
1 1.57 1
I
1.441
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach
-------------------------------------------------------------------------------------------------------------------
i
I I
I
I
I
I
I I
I
I
I I
I
Segment
1
I I
1 1.401
I
3.801
I
0.293 1
I
2.10 1
I
0.02
1 0.02
I I
1 1.58 1
I
1.451
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach
-------------------------------------------------------------------------------------------------------------------
2
1 1
1
1
1
1
1 1
1
1
1 1
1
Segment
1
I I
1 1.101
I
3.801
I
0.294
I
1 2.11 1
I
0.02
1 0.02
I I
1 1.58 1
I
1.451
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach
-------------------------------------------------------------------------------------------------------------------
3
1 1
1
1
1
1
1 1
1
1
1 1
1
Segment
1
I I
1 1.601
I
3.801
I
0.295
I
1 2.13 1
I
0.02
1 0.02
I I
1 1.59 1
I
1.461
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach
-------------------------------------------------------------------------------------------------------------------
4
1 1
1
1
1
1
1 1
1
1
1 1
1
Segment
1
I I
1 1.101
I
4.201
I
0.305
I
1 2.11 1
I
0.02
1 0.02
I I
1 1.81 1
I
1.661
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach
-------------------------------------------------------------------------------------------------------------------
5
1 1
1
1
1
1
1 1
1
1
1 1
1
Segment
1
I I
1 0.901
I
4.201
0.306
I I
1 2.12 1
I
0.02
1 0.02
I I
1 1.82 1
I
1.671
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach
----------------------------------------------------------
6
1 1
1
1 1
1
1 1
---------------------------------
1
1
1 1
------------------------
1
Segment
1
I I
1 1.901
I
5.301
0.327
I I
1 2.05 1
0.02
I
1 0.02
I I
1 2.46 1
I
2.251
0.41
I
1 0.30
I I
1 0.41
1 0.00
I
1 2.35
I I
1 1.83 1
Reach
-----------------------------------------------------------------------------------------------------
7
1 1
1
1 1
1
1 1
1
1
1 1
1
1 Plow 1
CBOD l
NFOD 1
D.O.
1 cfs I
mg/l I
mg/l I
mg/l
Segment 1
Reach 1
Waste
1 11.625 1
40.500 I
9.000 l
6.000
Neadwater•sl 7.400 1
2.000 1
1.000 1
6.900
Tributary
1 0.000 1
2.000 1
1.000 1
7.300
* Runoff
1 0.020 i
2.000 1
1.000 I
7.300
Segment 1
Reach 2
Waste
1 0.000 1
0.000 1
0.000 1
0.000
Tributary
1 0.300 i
2.000 I
1.000 (
7.300
* Runoff
1 0.020 (
2.000 l
1.000 (
7.300
Segment 1
Reach 3
Waste
I 0.000 1
0.000 (
0.000 1
0.000
Tr•i butar•y
( 0.200 i
2.000 1
1.000 1
7.300
* Runoff
1 0.020 l
2.000 1
1.000 1
7.300

:J +III I I G I Mt--CIUIl 14
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.400 I 2.000 I 1.000 I 7.300
* Runoff 0.020 I 2.000 I 1.000 ► 7.300
Segment 1 Ruch 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary 0.200 I 2.000 I 1.000 I 7.300
* Runoff 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 6
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary ( 0.300 ( 2.000 ( 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 7.300
Segment 1 Ruch 7
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.000 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
* Runoff flow is in cfs/mile.

w uIVI1"ICK
CBOD/BOD5 = 8.1
1<01 SOD,
TEMP/00
So9 #
Roach #
Seq Mi j
D.O.
CBOD (
NBOD j
Flow
1
1
0.00
6.35
25.52
5.89
19.02
1
1
0.10
6.28
25.51
5.84
19.03
1
1
0.20
6.21
25.49
5.79
19.03
1
1
0.30
6.15
25.48
5.74
19.03
1
1
0.40
6.08
25.46
5.69
19.03
1
1
0.50
6.02
25.45
5.64
19.03
1
1
0.60
5.96
25.43
5.59
19.04
1
1
0.70
5.91
25.42
5.54
19.04
1
1
0.80
5.85
25.40
5.50
19.04
1
1
0.90
5.80
25.39
5.45
19.04
1
1
1.00
5.75
25.37
5.40
19.04
1
1
1.10
5.71
25.36
5.36
19.05
1
1
1.20
5.66
25.34
5.31
19.05
1
1
1.30
5.62
25.33
5.26
19.05
1
1
1.40
5.57
25.31
5.22
19.05
1
1
1.50
5.53
25.30
5.17
19.05
1
1
1.60
5.50
25.28
5.13
19.06
1
1
1.70
5.46
25.27
5.09
19.06
1
1
1.80
5.42
25.25
5.04
19.06
1
1
1.90
5.39
25.24
5.00
19.06
1
1
2.00
5.36
25.22
4.96
19.06
1
1
2.10
5.33
25.21
4.91
19.07
1
1
2.20
5.30
25.19
4.87
19.07
1
1
2.30
5.27
25.18
4.83
19.07
1
2
2.30
5.30
24.82
4.77
19.37
1
2
2.40
5.28
24.80
4.73
19.37
1
2
2.50
5.25
24.79
4.69
19.37
1
2
2.60
5.23
24.77
4.65
19.38
1
2
2.70
5.20
24.76
4.61
19.38
1
2
2.80
5.18
24.74
4.57
19.38
1
2
2.90
5.16
24.73
4.53
19.38
1
2
3.00
5.14
24.71
4.49
19.38
1
2
3.10
5.12
24.70
4.45
19.39
1
2
3.20
5.11
24.68
4.41
19.39
1
2
3.30
5.09
24.67
4.38
19.39
1
2
3.40
5.07
24.65
4.34
19.39
1
2
3.50
5.06
24.64
4.30
19.39
1
2
3.60
5.04
24.63
4.27
19.40
1
2
3.70
5.03
24.61
4.23
19.40
1
3
3.70
5.05
24.38
4.20
19.60
1
3
3.80
5.04
24.37
4.16
19.60
1
3
3.90
5.03
24.35
4.13
19.60
1
3
4.00
5.02
24.34
4.09
19.60
1
3
4.10
5.01
24.32
4.06
19.61
1
3
4.20
5.00
24.31
4.02
19.61
1
3
4.30
4.99
24.29
3.99
19.61
1
3
4.40
4.98
24.28
3.95
19.61
1
3
4.50
4.97
24.26
3.92
19.61
1
3
4.60
4.97
24.25
3.89
19.62
1
3
4.70
4.96
24.24
3.85
19.62
1
3
4.80
4.95
24.22
3.82
19.62
1
4
4.80
5.00
23.78
3.76
20.02
1
4
4.90
4.99
23.76
3.73
20.02
1
4
5.00
4.99
23.75
3.70
20.02
1
4
5.10
4.98
23.74
3.67
20.03
1
4
5.20
4.98
23.72
3.64
20.03
1
4
5.30
4.98
23.71
3.61
20.03
1
4
5.40
4.97
23.69
3.58
20.03
1
4
5.50
4.97
23.68
3.55
20.03
1
4
5.60
4.97
23.67
3.52
20.04
1
4
5.70
4.96
23.65
3.49
20.04
1
4
5.80
4.96
23.64
3.46
20.04
ALL INPUT

94
J.JU
4.J0
L-:�.V4
J.4.3
;eU.U4
1
4
6.00
4.96
23.61
3.40
20.04
1
4
6.10
4.96
23.60
3.37
20.05
1
4
6.20
4.96
23.58
3.34
20.05
1
4
6.30
4.96
23.57
3.31
20.05
1
4
6.40
4.96
23.55
3.28
20.05
1
5
6.40
4.98
23.34
3.26
20.25
1
5
6.50
4.99
23.33
3.23
20.25
1
5
6.60
5.01
23.31
3.21
20.26
1
5
6.70
5.02
23.30
3.18
20.26
1
5
6.80
5.03
23.29
3.16
20.26
1
5
6.90
5.04
23.27
3.13
20.26
1
5
7.00
5.06
23.26
3.10
20.26
1
5
7.10
5.07
23.25
3.08
20.27
1
5
7.20
5.08
23.23
3.05
20.27
1
5
7.30
5.09
23.22
3.03
20.27
1
5
7.40
5.11
23.21
3.00
20.27
1
5
7.50
5.12
23.20
2.98
20.27
1
6
7.50
5.15
22.89
2.95
20.57
1
6
7.60
5.16
22.87
2.93
20.58
1
6
7.70
5.17
22.86
2.90
20.58
1
6
7.80
5.18
22.85
2.88
20.58
1
6
7.90
5.19
22.83
2.85
20.58
1
6
8.00
5.20
22.82
2.83
20.58
1
6
8.10
5.21
22.81
2.81
20.59
1
6
8.20
5.22
22.80
2.78
20.59
1
6
8.30
5.23
22.78
2.76
20.59
1
6
8.40
5.24
22.77
2.74
20.59
1
7
8.40
5.24
22.77
2.74
20.59
1
7
8.50
5.29
22.76
2.72
20.59
1
7
8.60
5.33
22.74
2.70
20.60
1
7
8.70
5.37
22.73
2.68
20.60
1
7
8.80
5.41
22.72
2.66
20.60
1
7
8.90
5.44
22.71
2.64
20.60
1
7
9.00
5.48
22.70
2.62
20.60
1
7
9.10
5.51
22.68
2.60
20.61
1
7
9.20
5.55
22.67
2.58
20.61
1
7
9.30
5.58
22.66
2.56
20.61
1
7
9.40
5.61
22.65
2.54
20.61
1
7
9.50
5.64
22.63
2.52
20.61
1
7
9.60
5.66
22.62
2.50
20.62
1
7
9.70
5.69
22.61
2.48
20.62
1
7
9.80
5.72
22.60
2.46
20.62
1
7
9.90
5.74
22.59
2.44
20.62
1
7
10.00
5.76
22.57
2.42
20.62
1
7
10.10
5.79
22.56
2.40
20.63
1
7
10.20
5.81
22.55
2.39
20.63
1
7
10.30
5.83
22.54
2.37
20.63
5eg #
( Reach # (
5eg Mi (
D.O.
CBOD
NBOD (
Flow

bummtK
OBOD/6005 = 7.1
I<D, SOD, TEMP/DO ALL INPUT
-~~------- MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
-----------------------------------------------------------------------
The End D.O. is 5.86 mg/1.
The End CBOD is 19.86 mg/1.
The End NBOD is 2.37 mg/1.
----------------------------------------------------------------------
WLA
WLA
WLA
DO Min OBOD
NBOD
DO
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
4.99 4.80 3
Reach
1
35.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

SUMMER
CBOD/GODS = 7.1
KD, SOD, TEMP/DO ALL INPUT
~----------- MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
___--_-_-__-__________---_________________-___________-_______ww_-w---
The End D.O. is 5.55 mg/l.
The End CBOD is 18.42 mg/l.
The End NBOD is 2.37 mg/1.
-----------------------------------------------------------------------
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
4.60 6.40 4
Reach
1
35.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

I`'IUUr-L- UI"IMMK Y UH I A mmm
D�schar•ger, : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
Summer% 7 Q 10 : 7.4 W inter• 7 Q 10
Design Temper•atur,e : 24.0
Subbasin : 030601
Stream Class: Cw-NSW
15.0
ILENGTHl
SLOPEI
VELOCITY
I DEPTHI Kd
I Kd
I Ka I
Ka I
Kb
I KN
I KHR I
KHR
I SOD
I SOD I
-------------------------------------------------------------------------------------------------------------------
I mile I
ft/mi I
fps
I ft
Idesignl @20°
Idesignl @20°
Idesignl 0201
Idesignl @201
Idesignl @200 1
Segment 1
I I
1 2.301
I
3.801
0.292
I
1 2.09
I I
1 0.06
1 0.05
I I
1 1.57 1
I
1.441
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach 1
-------------------------------------------------------------------------------------------------------------------
I I
I
I
I I
I I
I
I
I I
I
Segment 1
I I
1 1.401
I
3.801
I
0.293
1 2.10
I I
1 0.06
1 0.05
I I
1 1.58 1
I
1.451
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach 2
-------------------------------------------------------------------------------------------------------------------
1 1
1
1
1 1
1 1
1
1
1 1
1
Segment i
I I
1 1.101
I
3.801
I
0.294
1 2.11
I I
1 0.06
1 0.05
I I
1 1.58 1
I
1.451
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach 3
---------------------------------------------
1 1
1
1
1 1
----------------------------------------------------------------------
1 1
1
1
1 1
1
Segment 1
I I
1 1.601
I
3.801
0.295
I
1 2.13
I I
1 0.06
1 0.05
I I
1 1.59 1
I
1.461
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach 4
-------------------------------------------------------------------------------------------------------------------
1 1
1
1
1 1
1 1
1
1
1 1
1
Segment 1
I I
1 1.101
I
4.201
0.305
I
1 2.11
I I
1 0.06
1 0.05
I I
1 1.81 1
I
1.661
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach 5
-------------------------------------------------------------------------------------------------------------------
1 1
1
1
1 1
1 1
1
1
1 1
1
Segment 1
I I
1 0.901
I
4.201
0.306
I
1 2.12
I
1 0.06
I
1 0.05
I I
1 1.82 1
I
1.671
0.41
I
1 0.30
I I
1 0.41 1
0.00
I
1 2.35
I I
1 1.83 1
Reach 6
-------------------------------------------------------------------------------------------------------------------
1 1
1
1
1
1
1 1
1
1
1 1 1
1
Segment 1
I I
1 1.901
I
5.301
0.327
I
1 2.05
I
1 0.06
I
1 0.05
I I
1 2.46 1
I
2.251
0.41
I
1 0.30
I I
1 0.41
1 0.00
I
1 2.35
I I
1 1.83 1
Reach 1
-----------------------------------------------------------------------------------------------------
1 1
1
1
1
1
1 1
1
1
1 1
1
Flow I
CBOD {
NBOD 1
D.O.
cfs {
mg/l (
m9/l 1
mg/l
Segment 1
Reach 1
Waste
1 11.625 1
35.500 (
9.000 (
6.000
Headwater•sl 7.400 1
2.000 1
1.000 1
6.900
Tr•i butar,y
1 0.000 1
2.000 I
1.000 1
7.300
* Runoff
1 0.020 l
2.000 {
1.000 l
7.300
Segment 1
Reach 2
Waste
{ 0.000 {
0.000 {
0.000 1
0.000
Tributary
1 0.300 (
2.000 {
1.000 l
7.300
* Runoff
1 0.020 {
2.000 {
1.000 I
7.300
Segment 1
Reach 3
Waste
1 0.000 {
0.000 1
0.000 1
0.000
Tr%i butar•y
1 0.200 1
2.000 {
1.000 (
7.300
* Runoff
I 0.020 1
2.000 {
1.000 1
7.300

Waste I 0.000 ( 0.000 ( 0.000 ( 0.000
Tributary ( 0.400 I 2.000 ( 1.000 ( 7.300
* Runoff I 0.020 ( 2.000 I 1.000 ( 7.300
Segment 1 Reach 5
Waste I 0.000 ( 0.000 I 0.000 ( 0.000
Tributary ( 0.200 ( 2.000 ( 1.000 ( 7.300
* Runoff I 0.020 ( 2.000 ( 1.000 I 7.300
Segment 1 Reach 6
Waste ( 0.000 ( 0.000 I 0.000 ( 0.000
Tributary I 0.300 I 2.000 I 1.000 I 7.300
* Runoff ( 0.020 ( 2.000 I 1.000 ( 7.300
Segment 1 Reach 7
Waste ( 0.000 ( 0.000 ( 0.000 ( 0.000
Tributary ( 0.000 ( 2.000 ( 1.000 ( 7.300
* Runoff ( 0.020 ( 2.000 ( 1.000 ( 7.300
* Runoff flow is in cfs/mil e

Z)UMMtK
CBOD/BOD5 = 7.1
KD, SOD,
TEMP/DO
Seg
Reach #
Seg Mi (
D.O.
CBOD
NBOD
Flow
1
1
0.00
6.35
22.47
5.89
19.02
1
1
0.10
6.26
22.44
5.84
19.03
1
1
0.20
6.18
22.41
5.79
19.03
1
1
0.30
6.10
22.38
5.74
19.03
1
1
0.40
6.02
22.35
5.69
19.03
1
1
0.50
5.95
22.32
5.64
19.03
1
1
0.60
5.88
22.29
5.59
19.04
1
1
0.70
5.81
22.26
5.54
19.04
1
1
0.80
5.75
22.23
5.50
19.04
1
1
0.90
5.68
22.20
5.45
19.04
1
1
1.00
5.62
22.17
5.40
19.04
1
1
1.10
5.57
22.14
5.36
19.05
1
1
1.20
5.51
22.11
5.31
19.05
1
1
1.30
5.46
22.08
5.26
19.05
1
1
1.40
5.40
22.05
5.22
19.05
1
1
1.50
5.36
22.02
5.17
19.05
1
1
1.60
5.31
21.99
5.13
19.06
1
1
1.70
5.26
21.96
5.09
19.06
1
1
1.80
5.22
21.93
5.04
19.06
1
1
1.90
5.18
21.90
5.00
19.06
1
1
2.00
5.14
21.87
4.96
19.06
1
1
2.10
5.10
21.84
4.91
19.07
1
1
2.20
5.06
21.81
4.87
19.07
1
1
2.30
5.03
21.78
4.83
19.07
1
2
2.30
5.06
21.48
4.77
19.37
1
2
2.40
5.03
21.45
4.73
19.37
1
2
2.50
5.00
21.42
4.69
19.37
1
2
2.60
4.97
21.39
4.65
19.38
1
2
2.70
4.94
21.36
4.61
19.38
1
2
2.80
4.91
21.33
4.57
19.38
1
2
2.90
4.89
21.30
4.53
19.38
1
2
3.00
4.86
21.27
4.49
19.38
1
2
3.10
4.84
21.25
4.45
19.39
1
2
3.20
4.82
21.22
4.41
19.39
1
2
3.30
4.80
21.19
4.38
19.39
1
2
3.40
4.78
21.16
4.34
19.39
1
2
3.50
4.76
21.13
4.30
19.39
1
2
3.60
4.74
21.10
4.27
19.40
1
2
3.70
4.72
21.07
4.23
19.40
1
3
3.70
4.75
20.88
4.20
19.60
1
3
3.80
4.73
20.85
4.16
19.60
1
3
3.90
4.72
20.82
4.13
19.60
1
3
4.00
4.70
20.80
4.09
19.60
1
3
4.10
4.69
20.77
4.06
19.61
1
3
4.20
4.68
20.74
4.02
19.61
1
3
4.30
4.66
20.71
3.99
19.61
1
3
4.40
4.65
20.68
3.95
19.61
1
3
4.50
4.64
20.66
3.92
19.61
1
3
4.60
4.63
20.63
3.89
19.62
1
3
4.70
4.62
20.60
3.85
19.62
1
3
4.80
4.61
20.57
3.82
19.62
1
4
4.80
4.67
20.20
3.76
20.02
1
4
4.90
4.66
20.18
3.73
20.02
1
4
5.00
4.65
20.15
3.70
20.02
1
4
5.10
4.64
20.12
3.67
20.03
1
4
5.20
4.64
20.10
3.64
20.03
1
4
5.30
4.63
20.07
3.61
20.03
1
4
5.40
4.63
20.04
3.58
20.03
1
4
5.50
4.62
20.02
3.55
20.03
1
4
5.60
4.62
19.99
3.52
20.04
1
4
5.70
4.61
19.96
3.49
20.04
1
4
5.80
4.61
19.94
3.46
20.04
ALL. INPUT

w
:j.VU
4.0 1
1J.J I
-�.4.x
e-U.U4
1
4
6.00
4.60
19.88
3.40
20.04
1
4
6.10
4.60
19.86
3.37
20.05
1
4
6.20
4.60
19.83
3.34
20.05
1
4
6.30
4.60
19.80
3.31
20.05
1
4
6.40
4.60
19.78
3.28
20.05
1
5
6.40
4.62
19.60
3.26
20.25
1
5
6.50
4.64
19.58
3.23
20.25
1
5
6.60
4.65
19.55
3.21
20.26
1
5
6.70
4.67
19.53
3.18
20.26
1
5
6.80
4.68
19.50
3.16
20.26
1
5
6.90
4.69
19.47
3.13
20.26
1
5
7.00
4.71
19.45
3.10
20.26
1
5
7.10
4.72
19.42
3.08
20.27
1
5
7.20
4.73
19.40
3.05
20.27
1
5
7.30
4.74
19.37
3.03
20.27
1
5
7.40
4.76
19.35
3.00
20.27
1
5
7.50
4.77
19.32
2.98
20.27
1
6
7.50
4.81
19.07
2.95
20.57
1
6
7.60
4.82
19.05
2.93
20.58
1
6
7.70
4.83
19.02
2.90
20.58
1
6
7.80
4.84
19.00
2.88
20.58
1
6
7.90
4.85
18.97
2.85
20.58
1
6
8.00
4.86
18.95
2.83
20.58
1
6
8.10
4.87
18.92
2.81
20.59
1
6
8.20
4.88
18.90
2.78
20.59
1
6
8.30
4.89
18.88
2.76
20.59
1
6
8.40
4.91
18.85
2.74
20.59
1
7
8.40
4.91
18.85
2.74
20.59
1
7
8.50
4.95
18.83
2.72
20.59
1
7
8.60
5.00
18.81
2.70
20.60
1
7
8.70
5.04
18.78
2.68
20.60
1
7
8.80
5.09
18.76
2.66
20.60
1
7
8.90
5.13
18.74
2.64
20.60
1
7
9.00
5.17
18.72
2.62
20.60
1
7
9.10
5.20
18.69
2.60
20.61
1
7
9.20
5.24
18.67
2.58
20.61
1
7
9.30
5.27
18.65
2.56
20.61
1
7
9.40
5.31
18.63
2.54
20.61
1
7
9.50
5.34
18.60
2.52
20.61
1
7
9.60
5.37
18.58
2.50
20.62
1
7
9.70
5.40
18.56
2.48
20.62
1
7
9.80
5.43
18.54
2.46
20.62
1
7
9.90
5.45
18.51
2.44
20.62
1
7
10.00
5.48
18.49
2.42
20.62
1
7
10.10
5.51
18.47
2.40
20.63
1
7
10.20
5.53
18.45
2.39
20.63
1
7
10.30
5.55
18.42
2.37
20.63
Seg #
{ Reach #
{ Seg Mi (
Q.O. {
C50D {
N50D (
Flow

Z)UMMLK
CB0D/BOD5 = 7.1
KD, SOD, TEMP/DO ALL INPUT
----------- - MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : MAW RIVER
._______________-_---______--__w________-____----_______-__-______-___
The End D.O. is 5.12 mg/1.
The End CBOD is 16.26 mg/1.
The End NBOD is 2.37 mg/1.
--____w__--____w______________________________________w___-__-________
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1) Milepoint Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
3.99 6.40 4
Reach
1
35.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

*** MUUkL 6UMMARY DATA mmN1
Discharger, : REIDSVILLE WWTP
Receiving Stream : MAW RIVER
Summer% 7Q 10 : 7.4 Wi nter� 7Q 10
Design Temperature: 24.0
Subbasin : 030601
Stream Class: CµNSW
15.0
ILENGTHI SLOPE) VELOCITY I DEPTHI Kd I Kd I Ka I Ka I KN I KN I KNR I KNR I SOD I SOD I
I mile I ft/mil fps I ft Idesignl @20° Idesignl @20° Idesignl @201 Idesignl @20° Idesignl 020° 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2.301 3.801 0.292 1 2.09 1 0.12 1 0.10 1 1.57 1 1.441 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach I I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.12 1 0.10 1 1.58 1 1.451 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 3.801 0.294 1 2.11 1 0.12 1 0.10 1 1.58 1 1.451 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0.295 1 2.13 1 0.12 1 0.10 1 1.59 1 1.461 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 4.201 0.305 1 2.11 1 0.12 1 0.10 1 1.81 1 1.661 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 0.901 4.201 0.306 1 2.12 1 0.12 1 0.10 1 1.82 1 1.671 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.901 5.301 0.327 1 2.05 1 0.12 1 0.10 1 2.46 1 2.251 0.41 1 0.30 1 0.41 1 0.00 1 2.35 1 1.83 1
Reach 1 1 1 1 1 1 1 1 1 1 1 1 1 1
-----------------------------------------------------------------------------------------------------
I Flow 1
CBOD I
NBOD {
D.O.
( cfs
I mg/l (
mg/l I
mg/1
Segment 1
Reach 1
Waste
1 11.625
{ 35.500 {
9.000 {
6.000
Headwaters{ 7.400
1 2.000 I
1.000 1
6.900
Tr,i butar,y
{ 0.000
1 2.000 {
1.000 (
7.300
* Runoff
{ 0.020
1 2.000 i
1.000 {
7.300
Segment 1
Reach 2
Waste
I 0.000
{ 0.000 1
0.000 {
0.000
Tr•i butar•y
( 0.300
{ 2.000 (
1.000 (
7.300
* Runoff
{ 0.020
I 2.000 1
1.000 I
7.300
Segment 1
Reach 3
Waste
( 0.000
I 0.000 {
0.000 {
0.000
Tr•i butar•y
1 0.200
1 2.000 {
1.000 {
7.300
* Runoff
{ 0.020
1 2.000 {
1.000 {
7.300

yIII Wri L i M It! acri 4
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary i 0.400 I 2.000 I 1.000 ( 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary 1 0.200 I 2.000 i 1.000 1 7.300
* Runoff i 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 6
Taste I 0.000 i 0.000 I 0.000 I 0.000
Tributary I 0.300 I 2.000 ( 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 7
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.000 i 2.000 i 1.000 I 7.300
* Runoff ( 0.020 I 2.000 I 1.000 I 7.300
* Runoff flow is in cfs/mil e

!.JUMMtK
CBOD/BOD5 = 7.1
KD, SOD, TEMP/DO ALL INPUT
------------- MODEL RESULTS ----------
Discharger : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
-----------------------------------------------------------------------
The End D.Q. is 6.15 mg/1.
The End CBOD is 18.42 mg/1.
The End NBOD is 2.37 mg/1.
----------------------------------------------------------------------
WLA
WLA
WLA
DO Min CBOD
NBOD
DO
Waste Flow
(mg/1) Mi1ep©int Reach # (mg/1)
(mg/1)
(mg/1)
(mgd)
Segment
1
5.25 4.80 3
Reach
1
35.50
9.00
6.00
7.50000
Reach
2
0.00
0.00
0.00
0.00000
Reach
3
0.00
0.00
0.00
0.00000
Reach
4
0.00
0.00
0.00
0.00000
Reach
5
0.00
0.00
0.00
0.00000
Reach
6
0.00
0.00
0.00
0.00000
Reach
7
0.00
0.00
0.00
0.00000

I"IUL)F- - OVI"II"IHMY Lim i H 1pll"m
Di schar•ger, : REIDSVILLE WWTP
Receiving Stream : HAW RIVER
Summer 7Q10 : 7.4 Winter, 7Q10
Design Temperature: 24.0
Subbasin : 030601
Stream Class.* C--NSW
15.-0
(LENGTHI SLOPEI VELOCITY I DEPTHI Kd I Kd I Ka I Ka I KH I KN I KNR I KNR I SOD I SOD i
I mile I ft/mi1 fps I ft Idesignl @20° Idesignl @20° Idesignl @201 Idesignl @200 (design( @20° 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 2,301 3.801 0.292 1 2.09 1 0.06 1 0.05 1 1.53 1 1,441 0.41 1 0.30 1 0.41 1 0.00 1 1.53 1 1.19 1
Reach 1 I I I I I I I I I I I I I
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.401 3.801 0.293 1 2.10 1 0.06 1 0.05 1 1.58 1 1.451 0.41 1 0.30 1 0.41 1 0.00 1 1.53 1 1.19 1
Reach 2 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.101 3.801 0,294 1 2.11 1 0.06 1 0.05 1 1.58 1 1.451 0.41 1 0.30 1 0.41 1 0.00 1 1.53 1 1.19 1
Reach 3 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1.601 3.801 0.295 1 2.13 1 0.06 1 0.05 1 1.59 1 1.461 0.41 1 0.30 1 0.41 1 0.00 1 1.53 1 1.19 1
Reach 4 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1,101 4.201 0.305 1 2.11 1 0.06 1 0.05 1 1.81 1 1.661 0.41 1 0.30 1 0.41 1 0.00 1 1.53 1 1.19 1
Reach 5 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 0.901 4.201 0.306 1 2.12 1 0.06 1 0.05 1 1.82 1 1.671 0.41 1 0.30 1 0.41 1 0.00 1 1.53 1 1.19 1
Reach 6 1 1 1 1 1 1 1 1 1 1 1 1 1
-------------------------------------------------------------------------------------------------------------------
I I I I I I I I I I I I I I I
Segment 1 1 1,901 5.301 0.327 1 2.05 1 0.06 1 0.05 1 2.46 1 2.251 0.41 1 0.30 1 0.41 1 0.00 1 1.53 1 1.19 1
Reach 7 I 1 1 1 1 1 1 1 1 1 1 1 1
-----------------------------------------------------------------------------------------------------
I Flow I
CBOD (
NBOD (
D.0.
( cfs (
mg/l i
mg/1
Segment 1
Reach 1
Waste
1 11.625 (
35.500 (
9.000 (
6.000
Headwaters) 7.400 1
2.000 1
1.000 1
6.900
Tributary
( 0.000
( 2.000 1
1.000 (
7.300
* Runoff
( 0.020 (
2.000 (
1.000 (
7.300
Segment 1
Reach 2
Waste
( 0.000 (
0.000 I
0.000 I
0.000
Tr%i butar,-y
( 0.300
I 2.000 I
1.000 (
7.300
* Runoff
I 0.020 (
2.000 (
1.000 (
7.300
Segment 1
Reach 3
Waste
( 0.000
I 0.000 (
0.000 1
0.000
Tributary
( 0.200
( 2.000 1
1.000 I
7.300
* Runoff
1 0.020
( 2.000 1
1.000 (
7.300

.JC�:jIII CI I L 1 INP-- 0 U11 14
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.400 I 2.000 I 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
Segment 1 Reach 5
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.200 I 2.000 ( 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 i 7.300
Segment 1 Reach 6
Waste I 0.000 I 0.000 I 0.000 I 0.000
Tributary I 0.300 ( 2.000 ( 1.000 I 7.300
* Runoff I 0.020 I 2.000 i 1.000 I 7.300
Segment 1 Reach 7
Waste I 0.000 i 0.000 I 0.000 I 0.000
Tributary I 0.000 ( 2.000 ( 1.000 I 7.300
* Runoff I 0.020 I 2.000 I 1.000 I 7.300
* Runoff flow is in cfs/mile

State of North Carolina
Department of Environment,
Health and Natural Resources
JI—nes 5. Hu^.t, Jr., Governor
Jo^o �'o- E Howes. Secretory
S•E:e- J Levitos. Deputy Secretory
Division of Environmental Management
Water Quality Section
P.O. Box 29535
Raleigh, N.C. 27626-0535
FAX:[phone]
FAXTO: LbLIP, _ FAX NUMBER: gL/(5—
1 75`7
F<OL': rsorl Qol/
r;0. =; G S [INCLUDING THIS SHEET: I I
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A-, Eq.. Cafe -ve P.c = . o,er

-COMM. JOURNAL- ******** DATE FEB-02-1996 ***** TIME 11:07 **** P.1
MODE=TRANSMISSION
FILE NO.= 364
NO. COM ABBR.NO. STATION NAME/
TELEPHONE NO.
01 OK 87048451759
START=FEB-02 11:03 END=FEB-02 11:07
PAGES PRG.NO. PROGRAM NAME
09/09
-DEM WATER QUALITY SECTION-
*********************************************************** - 919 733 9919- ***********

DESKTOP MODELING PROCEDURE (LEVEL B)
FOR DETERMINING NPDES PERMIT EFFLUENT LIMITATIONS
ON OXYGEN CONSUMING WASTE
NC Dept. of Natural Resources & Community Development
Division of Environmental Management
Water Quality Section
September, 1987

Oxygen Consuming Waste
1. WATER QUALITY CRITERIA
The North Carolina Administrative Code (Section 15 NCAC 2B
.0211) requires that a minimum concentration of dissolved oxygen
(DO) be maintained in freshwater systems dependent on stream clas-
sification. For designated "trout" waters, DO concentrations
shall. not fall below 6.0 mg/l. For non -trout waters, DO concen-
trations shall not fall below a daily average of 5.0 mg/l nor a
minimum instantaneous value of 4.0 mg/l. Exceptions are made for
designated "swamp" waters, which may have lower values if they are
caused by natural conditions.
Per 15 NCAC 2B .0206, the governing flow criterion for water
quality standards, including dissolved oxygen, generally s z e
the minimum average flow for a period of onsecu seven ctive days
that ha a recurrence of once in ten years (i.e. 7Q10).
+� However, in cases where the stream ow is r gu ate t e g erning
flow for all standards shall be the instantaneous minimum flow, or
` if deemed appropriate by the Environmental Management Commission,
an alternative flow. Alternative governing flow strategies are-_
subject to review on a case -by -case basis.
II. MODEL DESCRIPTION
A modified version of the Streeter - Phelps coupled BOD/DO
equation is used to simulate impacts to dissolved oxygen from oxy-
gen consuming waste. This model..assumes that the receiving waters
can be represented by:
a) a one-dimensional system,
b) steady-state conditions, and
c) advective transport only.
Waste inputs are separated into nitrogenous (NBOD) and carbcnaceous
(CBOD) components. The integrated form of the equation is:
-k„x/u k,,.-k,,x/u -k„x/u k„-k„>:/u -k„x/u
I) = D„ e + [ k„-k,, (e - e ) CBOD + k -k„ (e - e ) N130D[
Where: D = DO deficit at milepoint x (mg/1)
D„ = initial. DO deficit (mg/1)
= distance (mi)
u = velocity (mi/day)
k„ = reaeration rate (/day)
k,, = CBOD decay rate (/day)
k„ = NBOD decay rate (/day)
CBOD = initial CBOD concentration (mg/1)
NBOD = initial NBOD concentration (mg/1)

1 l l . MODEL ( LEVEL B) INPUT
Jn t-he absence of actual stream data for model calibration,
a Level B (desktop) modeling analysis can be performed. I..evel B
modeling, incorporates the use of empirical model input equations
and DEM procedures to establish model input parameter values.
These empirical equations and procedures are summarized below by
type of input.
a) Model Hydraulics
Model hydraulic considerations include streamfl.ow, runoff,
stream velocity, channel width and depth, and stream bed gradient
(i.e. slope). Streamf low and runoff, although riot directly dis-
played in the model equation affect instream concentrations of DO,
CBOD, and NBOD.
streamflow -- for free -flowing streams, streamflow estimates
(both upstream and tributary) for average flow, summer (Apr - Oct)
7Q10, winter (Nov - Mar) 7Q10, and 30Q2 conditions are obtained
from the U.S. Geological Survey (USGS). Regulated streams are
handled"on a case -by -case basis.
runoff -- incremental flow is incorporated through calcu-
lation of runoff rates. The difference between upstream and
downstream flops, after subtracting out the flow contributed from
point sources and tributaries, can be divided by the distance
between the two points to arrive at appropriate runoff rates.
Runoff should be calculated for average flow, summer 7Q10, and
,Tinter 7Q10 conditions.
stream velocity (U) -- in the absence of instream time -of -
}ravel data, the empirical regression equation developed by DEM
can be used to predict stream velocity. The equation is based on
cross -section of data from 125 time -of -travel studies performed
on North Carolina streams, such that:
U - 0.124 tact0.75 slope" :ty
Qa`,go . 3
Where:
NI)TE:
Qact - = 7Q10 + wastef low ( cfs ). +
Qavg = average stream flow (cfs)
ength)
slope = stream bed gradient (fpm)
U = stream velocity (fps)
length = reach length (mi)
rzlnoff = cfs/mi
(0.5 ;; 7Q10 runoff :; length)
+ (0.5 :, average runoff :;
This velocity is converted in the model to units of mi/day by
U by 16.3636.

channel width (W) and depth (H) -- the Level B model assumes
that stream channel width (W) = 15 :; depth. Depth (H) is calcu-
lated in the model using this assumption along with the relation-
ship between flow (Q) and instantaneous velocity (V):
V = Qact/A
where: A = cross -sectional channel area (ft')
therefore: V = gact
W H
Qact
(15 H) :. H
or H = (Qact/15V)0-5
slope -- stream bed gradients are calculated from land
elevation data contained on USGS topographical maps. Maps dis-
played on a 72 min. (1:24000) scale are preferred when available.
Distances along the streambed between contours are measured and
the net elevation changes are divided by the distance to obtain
the slopes. Large differences in streambed slope should be
delineated by individual model reaches.
b) Model Reaction Rates
io::el reaction rates include CBOD decay (k,,), hBOD decay
(K,,), and reaeration (k„).
CBOD decay rate, ka (20°C, ba-te e) -- where field data are
not available for model calibration, D_EM employs a modified ver-
sion of the Bosko (1966) equation The method retains the format
of the Bosko equation, but alters the CBOD bottle decay rG-e (kl)
as a function of instream CBOD concentration. The final equation
,)
where: n = coeff icient of bed activity
= exp (-2.8501 + 0 .59s In ( slope) )
k, = CBOD bottle decay rate
0.2/day for instream CBOD <_ 50 mg/1
• - 0.4/day for instream CBOD > 50 mg/1
NEOD decay rate, k„ (20"C, base e) -- in the absence of
acid -calibrated rates, DEi, uses the EPA default values fo_ k,,:
k„ _ 0-3/day for streams with slope S 20 fpin
.5!di f.or strea-ns 4:ith slope 2-`, fpm.
-3-

I Y . toi . I
reaeration rate, k„ (20°C, base e) -- reaeration is deter-
mined using the empirical relationships developed by Tsivoglou
(1976):
Qact- _< 10 cfs,
10 cfs < Qact < 25 cfs,
Qact >_ 25 cfs,
k„ = 1.8 slope V
k„ = I - 3 :; slope V
K„ - 0.88 1. slope ;; V
Note: the following equations are used by DEM to adjust the re-
action rates to reflect the model design temperature (T):
k0, (T) = k,.i ( 20°C) 1.047
k,., ( T ) = kT, ( 2 0 ° C ) 1.080 "")
k„ (T) = k;, (20°C) 1.022 T—"'
c) Model Design Temperature
Model design temperature (T) is based upon the season and
physical location of the stream within the State. Applicable
inputs are summarized below:
Summer
Winter
Hydro -Environmental Area
T (°C)
T (°C)
Mountains
23
12
Upper Piedmont
25
14
Middle Piedmont
2.6
14
Lower Piedmont
26
13
Eastern Piedmont
26
14
Sandhi lls
27
1.6
Inner Coastal Plain
27
16
Outer Coastal Plain
28
16
d) Background and Boundary Conditions
Headwaters -- headwater or boundary conditions.are needed for
CBOD, NBOD, and DO concentrations. Where instream data are not
available, the following default values are assumed:
CBOD = 2 mg / 1
NHOD = 1 mg/1
DO = 90% saturation at T
Note: DO saturation values are obtained from the APHA Standard
Methods manual (1986) -- See Appendix A.

Runoff, Tributaries -- background conditions for runoff and
tributary flow are also needed for CBOD, NBOD, and DO. Where
instream data are not available, the same default values applied
to the headwaters are used.
IV. MODEL OUTPUT
Wasteload allocations derived from the model are output in
terms of CBOD and NBOD. For NPDES permit limitations, these
components must be transformed into corresponding values of. BOD,
and NH,,-N. The NH,-N limit is determined simply by.dividing the
allowable NBOD by 4.5 (approximate stochiometrical ratio). BOD5,
on the other hand, must be calculated using a CBOD/BOD5 ratio that
varies according to type of waste. In the absence of waste -
specific CBOD/BODt data. the following assumptions can be used;
Waste type CBOD/BODS ratio
pure domestic
> 10% industrial
pure industrial
1.5
2.0
3.0
DO can be added to the effluent as a trade-off for either NBOD or
CBOD as long as the instream DO standard is maintained.
V. SPECIAL CONSIDERATIONS
For proposed discharges of oxygen -consuming wastewater to streams
with a 7Q10 of 0.0 cfs, the following Division procedures apply:
a) If the 7Q10 = 0 cfs and the 30Q2 > 0 cfs, as
verified by the USGS, the applicant will receive
the following effluent limitations:
Summer Winter
BODS (mg/1) 5 10
NH,-N (mg/1) 2 4
DO (mg/1) 6 6
TSS (mg/1) 30 30
However, it there are multiple discharges to the stream
and the model predicts that the above limits will not
protect the DO standard instream, then a discharge will
be prohibited.
b) If the 7Q10 = 0 cfs and the 30Q2 = 0 cfs, as
verified by the USGS, a proposed discharge will
he denied.
Discharges to lakes and estuaries will be handled on a case -
by -case basis. In most situations, the procedures described above
will. not apply.
-5-

References
Bosko, K. 1966. Advances in Water Pollution Research.
International Association on Water Pollution Research.
Munich.
'1'sivoglou, E.C. and L.A. Neal. 1976. Tracer measurement of
reaeration: predicting the reaeration capacity of inland
streams. Journal WPCF, Vol.- 48, No. 12.
Other Useful References
USEPA. 1985. Rates, Constants, and Kinetics: Formulations in
Surface Water Quality Model.ing (2nd edition).
EPA/600/3-85/040.
USEPA. 1983. Technical Guidance for Performing Waste Load
Allocations, Book II Streams and River, Chpt. 1 BOD and DO.
EPA-440/4-84-020.
USEPA. 1980. Simplified Analytical Method for Determining NPDES
Effluent Limitations for POTWs Discharging into Low Flow
Streams. Monitoring and Data Support Division (WH-553).
-6-

APPENDIX
A.
TABLE 421:1. SOLUYIUTY
OF OXVOEN IN WATER CXrMED
TO WATER
•SATUItATED AIR AT
ATMOS►IiERIC PRESSURE (101.3) KPA'
OAygen Solubility
mj/L
Tempersture
.0
Chlorinity:0 5.0
10.0
15.0
20.0
25.0
0.0
14.621
13.728
12.888
12.097
11.355
10.657
1.0
14.216
13.356
12.545
11.783
11.066
10.392
2.0
_
13.829
13.000
12.219
11.483
10.790
10.139
3.0
13.460
12.660 •
11.906
11.195
10.526
9.897
4.0
13.107
12.335
11.607
10.920
10.273
9.664
5.0
12.770
12.024
11.320
10.656
10.031
9.441
6.0
12.447
11.727
11.046
10.404
9.799
9.228
7.0
12.139
11.4.42
10.793
10.162
9.576
9.023
8.0
11.843
11.169
10.531
9.930
9.362
8.826
9.0
11.559
10.907
10.290
9.707
9.156
9.636
10.0
11.288
10.656
10.058
9.493
8.959
8.454
11.0
11.027
10.415
9.835
9.287
9.769
9.279
12.0
10.7T7
10.183
9.621
9.089
8.586
8.111
13.0
10.537
9.%1
9.416
E.899
8.411
7.949
14.0
10.306
9.747
9.218
8.716
8.242
7.792
15.0
10.084
9.541
9.027
8.540
8.079
7.642
16.0
9.870
9.344
8.844
9.370
7.922
7.4%
17.0
9.665
9.153
8.667
9.207
7.770
7.356
18.0
9.467
8.969
8.497
8.049
7.624
7.221
19.0
9.276
8.792
9.333
7.896
7.483
7.090
20.0
9.092
8.621
8.174
7.749
7.346
6.964
21.0
8.915
8.456
8.021
7.607
7.214
6.842
22.0
8.743
8.297
7.973
7.470
7.087
6.723
23.0
8.578
8.143
7.730
7.337
6.%3
6.609
24.0
8.418
7.994
7.591
7.208
6.9"
6.498
25.0
8.263
7.850
7.457
7.083
6.728
6.390
26.0
8.113
7.711
7.327
6.962
6.615
6.285
27.0
7.96E
7.575
7.201
6.845
6.506
6.194
28.0
7.827
7.444
7.079
6.731
6.400
6.085
29.0
7.691
7.317
6.961
6.621
6.297
5.990
30.0
7.559
7.194.
6.845
6.513
6.197
5.8%
31.0
7.430
7.673
6.733
6.409
6.100
5.806
32.0
7.305
6.957
6.624
6.307
6.005
5.717
33.0
7.183
6.843
6.518
6.208
5.912
5.631
34.0
7.065
6.732
6.415
6.111
5.822
5.546
35.0
6.950
6.624
6.314
6.017
5.734
5.464
36.0
6.837
6.519
6.215
5.925
5.648
5.394
37.0
6.727
6.416
6.119
5.835
5.364
5.305
38.0
6.620
6.316
6.025
5.747
5.481
5.228
39.0
6.515
6.217
5.932
5.660
5.400
5.152
40.0
6.412
6.121
5.842
5.576
5.321
5.078
41.0
6.312
6.026
5.753
5.493
5.243
5.005
42.0
6.213
5.934
5.667 -
5.411
.5.167
- 4.933
43.0
6.116
5.843
5.581
5.331
5.091
4.862
44.0
6.021
5.753
5.49T
5.252
5.017
4.793
. 45.0
5.927
5.665
5.414
5.174
4.944
4.724
46•0
5.835
5.578
5.333
5.097
4.872
4.656
47.0
5.744
5.493
5.252
5.021
4.801
4.589
48.0
5.654
5.408
5.172
4.947
4.730
4.523
49.0
5.565
5.324
5.094
4.872
-'4.660
4.457
50.0
5.47,7
5.242
5.016
4.799
4.591
4.392
From
Standard
methods for
the Examination cf t%later and
Vastewater. Sixteenth EdiL•io;.. American
Public
Health
Association. 1985.