NC0084395_Permit Modification_20011130

O�4F W ATFRQG Michael F. Easley
\ Governor
William G. Ross, Jr., Secretary
North Carolina Department of Environment and Natural Resources
o �
Gregory J. Thorpe, Ph.D. Acting Director
Division of Water Quality
November 30, 2001
Mr. Brian R. Magee, P.E.
Roy F. Weston, Inc.
1400 Weston Way
West Chester, Pennsylvania 19380
Subject: FINAL -- Modification for Nickel
Mixing Zone Dilution
NPDES Permit NCO084395
ABC One -Hour Cleaners
Groundwater Remediation System
Onslow County
Dear Mr. Magee:
This letter transmits your modified NPDES Permit. Due to the nature of the changes, notice of
this modification was published in local newspapers on October 11, 2001. The Division of Water
Quality (the Division) received no public comments on the proposed changes.
The Division and EPA concur with Weston's proposal to modify effluent limits for nickel by
allowing a dilution mixing -zone under North Carolina regulations (15A NCAC 02B.0204). The
Environmental Protection Agency (EPA), in the context of their over -site role, has requested that
the Division again modify this permit. Therefore, the Division has applied a dilution factor of 7.3
to the nickel limit only, and has also multiplied the limit by 0.5 to provide for this facility's
discharge into the designated High Quality Waters (HQW) of Northeast Creek. The result is a
change from 8.3 µg/L to a new Daily Maximum nickel limit of 30.3 µg/L. Other limits remain
unchanged from the July 1, 1997 permit.
The Division also expects Weston to extend the effluent pipe 10 feet into the receiving stream
to aid dilution and mixing (per proposed Scenario 2). Weston shall begin compliance with the
new limit upon completing the pipe extension [see Special Condition A.(3.)]. Please find
attached the revised Effluent Limits and Monitoring Requirements pages reflecting these changes.
Please insert these pages into your existing permit and discard the old pages.
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 [phone]
©*A
NCDENR
Customer Service
1 800 623-7748

ABC One -Hour Cleaners Groundwater Remediation System
Roy F. Weston, Inc.
Modification for Nickel -- Mixing Zone Dilution
NPDES Permit NC0084395
Page 2
If any parts, measurement frequencies, or sampling requirements contained in this permit are
unacceptable, you have the right to an adjudicatory hearing upon written request within thirty (30)
days after receiving this letter. Your request must be in the form of a written petition, conforming
to Chapter 150B of the North Carolina General Statutes, and filed with the office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, North Carolina 27699-6714. Unless such a demand
is made, this permit shall be final and binding.
This permit is not transferable except after notifying the Division of Water Quality. The
Division may require modification, or revocation and re -issuance of this permit. Please notice that
this permit does not affect your legal obligation to obtain other permits required by the Division of
Water Quality, the Division of Land Resources, the Coastal Area Management Act, or other
federal or local governments.
If you have questions, or if we can be of further service, please call Joe Corporon at (919) 733-
5083, extension 597.
Respectfully,
Original Signer! By
?avid X Goodrich
Gregory J. Thorpe, Ph.D.
Enclosure: NPDES Permit NC0084395
cc: Central Files
Wilmington Regional Office, Water Quality Section, (attention: Michael Williams)
NPDES Unit
Point Source Compliance and Enforcement Unit
Technical Assistance and Certification Unit
EPA Region 4, (Attention: Roosevelt Childress)

Permit NCO084395
A. (1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
During the period beginning on the permit effective date and lasting until expiration, the Permittee is
authorized to discharge treated groundwater through Outfall 001. Such discharges shall be limited
and monitored by the Permittee as specified below.
EFFLUENT
CHARACTERISTICS
DISCHARGE LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Daily
Maximum
Measurement
Frequency
Sample
Type
Sample
Locationl
Flow
0.216 MGD
Continuous
Recording
I or E
Total Suspended Residue (TSR)
10.0 m
20.0 m
2/Month
Grab
E
Trichloroethene (TCE)
2/Month
Grab
E
Tetrachloroethene (PCE)
2,335 µ
2/Month
Grab
E
1,2—Dichloroethene (DCE)
2/Month
Grab
E
Vinyl Chloride
2/Month
Grab
E
Arsenic
50.0 µg/L
2/Month
Composite
E
Chromium
20.0 µg/L
2/Month
Composite
E
Copper
2/Month
Composite
E
Lead'
25.0 µg/L
2/Month
Composite
E
Nickel'
30.3 µg/L
2/Month
Composite
E
Zinc'
2/Month
Composite
E
Acute Toxicity
Quarterly
Composite
E
Footnotes:
1 Sample Location: E = Effluent; I = Influent.
2 All discharge leaving the facility shall be monitored and recorded. If continuous flow monitoring is
not feasible (or if a calibrated, totalizing flow meter is not available), the permittee shall record the
approximate time that discharge began and ended and link these data to pumping rates. The
permittee shall also record the instantaneous flow at the time of effluent sampling.
3 Analysis for metals shall specify "total recoverable."
4 Acute Toxicity (Fathead Minnow, 24-hour), quarterly [see Special Condition A.(2.)].
Units:
MGD = million gallons per day
mg/L = milligrams per liter
µg/L = micrograms per liter
Discharge shall not contain floating solids or foam visible in other than trace amounts.
Additional Special Conditions apply to this permit. [See A. (3.)]

Permit NCO084395
EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
SPECIAL CONDITIONS
A. (2.) ACUTE TOXICITY PASS/FAIL PERMIT LIMIT (QUARTERLY)
The permittee shall conduct acute toxicity tests on a quarterly basis using protocols defined in the North Carolina
Procedure Document entitled "Pass/Fail Methodology For Determining Acute Toxicity In A Single Effluent
Concentration" (Revised -July, 1992 or subsequent versions). The monitoring shall be performed as a Fathead
Minnow (Pimephales promelas) 24 hour static test. The effluent concentration at which there may be at no time
significant acute mortality is 90% (defined as treatment two in the procedure document). Effluent samples for
self -monitoring purposes must be obtained during representative effluent discharge below all waste treatment.
The tests will be performed during the months of March, June, September, and December.
All toxicity testing results required as part of this permit condition will be entered on .the Effluent Discharge
Monitoring Form (MR-1) for the month in which it was performed, using the parameter code TGE6C.
Additionally, DWQ Form AT-2 (original) is to be sent to the following address:
Attention: North Carolina Division of Water Quality
Environmental Sciences Branch
1621 Mail Service Center
Raleigh, North Carolina 27699-1621
Completed Aquatic Toxicity Test Forms shall be filed with the Environmental Sciences Branch no later than 30
days after the end of the reporting period for which the report is made.
Test data shall be complete and accurate and include all supporting chemical/physical measurements performed
in association with the toxicity tests, as well as all dose/response data. Total residual chlorine of the effluent
toxicity sample must be measured and reported if chlorine is employed for disinfection of the waste stream.
Should there be no discharge of flow from the facility during a month in which toxicity monitoring is required,
the permittee will complete,the information located at the top of the aquatic toxicity (AT) test form indicating the
facility name, permit number, pipe number, county, and the month/year of the report with the notation of "No
Flow" in the comment area of the form. The report shall be submitted to the Environmental Sciences Branch at
the address cited above.
Should any single quarterly monitoring indicate a failure to meet specified limits, then monthly monitoring will
begin immediately until such time that a single test is passed. Upon passing, this monthly test requirement will
revert to quarterly in the months specified above.
Should the permittee fail to monitor during a month in which toxicity monitoring is required, then monthly
monitoring will begin immediately until such time that a single test is passed. Upon passing, this monthly test
requirement will revert to quarterly in the months specified above.
Should any test data from either these monitoring requirements or tests performed by the North Carolina Division
of Water Quality indicate potential impacts to the receiving stream, this permit may be re -opened and modified to
include alternate monitoring requirements or limits.
NOTE: Failure to achieve test conditions as specified in the cited document, such as minimum control
organism survival and appropriate environmental controls, shall constitute an invalid test and will require
immediate follow-up testing to be completed no later than the last day of the month following the month of
the initial monitoring.

Permit NC0084395
EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
SPECIAL CONDITIONS
A. (3.) PERMITTEE TO EXTEND DISCHARGE PIPELINE
As a Special Condition to this permit, the Permittee shall extend the discharge pipeline a
minimum of ten (10) feet into the receiving channel (as proposed by the Permittee as Scenario 2, April
2001) to facilitate effluent mixing and dilution. Compliance with the new limit for nickel (30.3 µg/L)
shall begin with completion of the discharge pipe extension.

V
NPDES PERMIT
DRAFT / FINAL
� CHECK LIST 4X0(A1`6,j
FILE CONTENTS:
Permit No. b-c> 0,f 3c/—
Left side:
i
❑ New Tracking Slip.jn��
❑ Old Tracking Slip. l `ti G
NPDES Permit Writer:
Right side:
oq F.
`T� 1
❑ Streamline Package Sheet (to regiZonlyeamlined❑ Draft Permit Cover Letter. (add ne;summarize jor changes to permit)
❑ Draft Permit (order: ment, map, fluent sheets, special conditions)
❑ Facility Map (E-Maplity; Outf s; U and D sample locations)
❑ Fact Sheet. (document permit writer's iss es and re -issue logic)
❑ Permit Writer's Notes (if not in Facts Sheet -- chronology, strategy, DMR Review, RPA, etc.)
❑ Staff Report from Region (as appropriate --;not needed if streamlined)
❑ Old Permit (Text, Effluent Sheets and Special Conditions)
❑ Permit Application. (NeW, Permit or Renewal; any additional permittee correspondence)
❑ Acknowledgement Letter (for Renewal Application, from NPDES Unit)
❑ Permittee Responses (to acknowledgement letter, if any)
❑ Waste Load Allocation (referenpe date.; recalculated for current action?)
Note: Italics indicate special conditions lf6falways required or applicable
® Submitted to O C GX711pP`t G ff for Peer Review: Date
M"- Peer Review completed by AVf�--- Date /
❑ Permit Mailed / E-Mailed to Regional Staff by Date
❑ Regional Office Review completed by Date
Additional Review by df"-fN J FF initiated by cL`E Date 7_6
f� Additional Review completed by V( J CL- AI /A- on: Date 22f -
Ei Submitted to CAS 1-7 YR*iC�_ for Public Notice on Notice Date
❑ Updated Public Notice and ]MS databases. Date
Date
Ofl FINAL submitted to Dave Goodrich for signature on
L/ Additional Review Af rlt-fZPY'l- 0AU. tXtsND4
.'PAS C 9Q r—C,?lN'� _,-tAC t, -t i-- V fA (; d
�e t-AE 36*•f6 Vtij -6-oE
sdvii ' 0 1C c.c r(z cfhf_z A-S (c V j �<u .

Re: ABC One -hour Groundwater REM -- Final Permit NCO084395
Subject: Re: ABC One -hour Groundwater REM -- Final Permit NCO084395
Date: Fri, 30 Nov 2001 14:48:02 -0500
From: [e-mail]
To: Joe Corporon <[e-mail]>
Joe,
Thanks for making changes regarding typo translation problem and
specifying total recoverable metals.
Permit looks okay to me.
Virginia
1 of 1 11/30/01 2:55 PM

file:///Untitled
Per your request, this permit modification was published in local newspapers on 140ct01. The Division
has received no public comments to date on the proposed changes. At your suggestion, the Division has
multiplied the DRAFT nickel limit times 0.5 for the HQW receiving -stream classification. We have
included a compliance period to allow for the discharge pipe extension of 10 feet, and this requirement is
now Special Condition A.(3.) of the permit.
We have further discussed your comments, particularly EPA's stated position that "...dilution should be
applied to nickel only." The Division feels your stance is not consistent with North Carolina policy. To
apply dilution to only one of many parameters in the same effluent in this case, under the guise of "anti
backsliding," we feel is arbitrary and capricious. The Division prefers not to alter the Final modification
as suggested by EPA.il d �r; rhP T);
It is our intention, therefore, to issue this modification as attached. Please respond only as necessary.
1 of 1 11/20/01 10:51 AM

Review of ABC One -Hour Cleaners
Subject: Review of ABC One -Hour Cleaners WA_
Date: Mon, 22 Oct 2001 11:05:29 -0400
From: [e-mail] _
To: [e-mail] f
CC: [e-mail]
Joe,
I have some comments on the permit modification for ABC One -Hour
Cleaners (N00084395) and they are:
1. The permit modification should only be done to allow a mixing zone
for nickel which would increase the Ni effluent limit. The
concentration should be limited to 30.3 ug/l, which is calculated as 8.3
ug/l x .5 = 4.15 ug/l x dilution factor = 4.15 x 7.3 = 30.3 ug/l. The
factor of .5 is provided under NC administrative code .021(d)(1)B(vii)
for discharge to high quality waters.
All other effluent limits should be set at the original effluent limits
as set in the original permit.
2. The actual permit needs to be conditioned to require construction of
the 10 foot pipeline extension. The statement in the cover letter is
not quite adequate. Additionally, the modified permit limits cannot
become effective until the 10 foot pipeline extension is constructed.
Thus, the effective date of the permit limits should be set at the time
of completion of pipeline extension construction.
Please call me with any comments or questions at [phone].
Thanks,
Virginia
1 of 1 10/29/01 12:54 PM

Permit NCO084395
A. (1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS
During the period beginning on the permit effective date and lasting until expiration, the Permittee is
authorized to discharge treated groundwater through Outfall 001. Such discharges shall be limited
and monitored by the Permittee as specified below.
EFFLUENT
CHARACTERISTICS
DISCHARGE LIMITS
MONITORING REQUIREMENTS
Monthly
Average
Daily
Maximum
Measurement
Frequency
Sample
Type
Sample
Locations
Flow
0.216 MGD
Continuous
Recording
I or E
Total Suspended Residue (TSR)
10.0 m
20.0 m
2/Month
Grab
E
Trichloroethene (TCE)
2/Month
Grab
E
Tetrachloroethene (PCE)
17,045 µ
2/Month
Grab
E
1,2—Dichloroethene (DCE)
2/Month,
Grab
E
Vinyl Chloride
2Month
Grab
E
Arsenic
365 µ -
2/Month
Composite
E
Chromium
146 µ
2/Month
Composite
E
Copper
`.
2/Month
Composite
E
Lead
µ
2/Month
Composite
E
Nickel
61-
2/Month
Composite
E
Zinc
2/Month
Composite
E
Acute Toxicity
Quarterly
Composite
E
Footnotes:
d �t C-cJ'f_C6M11
1 Sample Location: E = Effluent; I = Influent.
2 All discharge leaving the facility shall be monitored and recorded. If continuous flow monitoring is
not feasible (or if a calibrated, totalizing flow'+,meter is not available), the permittee shall record the
approximate.time that discharge began and ended and link these data to pumping rates. The
permittee shall,also record the instantaneous flow at the time of effluent sampling.
3 Acute Toxicity (Fathead Minnow, 24-hour), quarterly [see Special Condition A.(2.)].
Units:
MGD =
million gallons per day
mg/L =
milligrams per liter
µg/L =
micrograms per liter
Discharge shall not contain floating solids or foam visible in other than trace amounts.

FAX TRANSMITTAL
DATE: October 17, 2001
TO: Virginia Buff
EPA Region 4
Atlanta, Georgia
Michael F. Easley, Governor
State of North Carolina
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
Number of pages 1 + 8
Fax: 404 - 562 - 8692
Phone: 404 - 562 - 9262
RE: ABC One -Hour Cleaners, Groundwater Remediation System
Onslow County, North Carolina
NPDES Permit NCO084395
Modification to NPDES Permit
FROM: Joe R. Corporon, P.G.
North Carolina DWQ / P4PDZ Unit
Please find attached the "old"permit (27May97) and "old" permitting notes (06Jan97), per your request.
Call me if I can further assist with your review.
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 [phone]
AVA
NCDENR
Customer Service
1 800 623-7748

07101092000
07509972
Page 3
Affidavit of Publication
Daily News
Jacksonville, NC
Personally • eared ore Notary Public of the County of Onslow, State of North Carolina,
on this th 1 h 4da of ct r, 2ofTheDaily who being duly swom, states that the advertisement entitled PUBLIC NOTICE
a true copy of which is printed herewith, appeared in The Daily News, a newspaper published in the
City of Jacksonville, County of Onslow, State of North Carolina, on the
following dates: October 14, 2001
PUBLIC NOTICE
STATE OF NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION/NPDES UNIT
1617 MAIL SERVICE CENTER
RALEIGH, NC 27699-1617
NOTIFICATION OF INTENT
TO ISSUE A NPDES
WASTEWATER PERMIT
On the basis of thorough staff review and application of NC General Statute 143.21, Public law 92-500 and
other lawful standards and regulations, the North Carolina Environmental Management Commission
proposes to issue a National Pollutant Discharge Elimination System (NPDES) wastewater discharge permit
to the person(s) listed below effective 45 days from the publish date of this notice.
NPDES Permit Number NC0084395, Roy F. Weston, Inc., 1400 Weston Way, West Chester, PA 19380 has
applied for a modification for a. facility located in Onslow County discharging treated wastewater into
Northeast Creek in the White Oak River Basin. Currently Total Suspended Solids (TSS), tetrachloroethylene
(PCE), arsenic, chromium, lead, and nickel are water quality limited. This discharge may affect future
allocations in this portion of the receiving stream.
Written comments regarding the proposed permit will be accepted until 30 days after the publish date of this
notice. All comments received prior to that date are considered in the final determinations regarding the
proposed permit. The Director of the NC Division of Water Quality may decide to hold a public meeting for
the proposed permit should the Division receive a significant degree of public interest.
Copies of the draft permit and other supporting information on file used to determine conditions present in
the draft permit are available upon request and payment of the cost of reproduction. Mail comments and/or
requests for information to the NC Division of Water Quality at the above address or call Ms. Christie
Jackson at [phone], extension 538. Please include the NPDES permit number (attached) in any
communication. Interested persons may also visit the Division of Water Quality at 512 N. Salisbury Street,
Raleigh, NC 27604-1148 between the hours of 8:00 a.m. and 5:00 p.m. to review information on file.
October 14, 2001
071010920DO Affidavit of Publication
07509972
Page 4 Daily News
Jacksonville, NC
Subscribed and swom to this 14th day of October, 2001 0C. Bq ', •I,,
c
Notary Public = s O0C
AUBLO
MYCOMAHS`SWNt7(PIRES
JIRY

Michael F. Easley
Governor
D. E. Benton
Chief Deputy Secretary
North Carolina Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
September 21, 206T,�
Mr. Brian R. Magee, P.E.��'�
Roy F. Weston, Inc.i
1400 Weston Way
West Chester, Pennsylvania 19380
Subject: NPDES Permit Mo ification —
Mixing Zone Di
Permit No. NC 034395
ABC One -Hour 1 ae hers
Groundwater Remediation System
Onslow County
Dear Mr. Magee:
At your request, the Division of Water Quality (the Division) has reviewed the subject
NPDES permit to consider the effects of dilution on effluent limits. Your modeling efforts and
COR1VlIX analyses (April 2001) have been reviewed by the Division and also by EPA Region 4.
The Division and EPA concur with Weston's proposal to modify effluent limits for organic
contaminants and for naturally occurring nickel by allowing a dilution mixing zone under North
Carolina regulations (15A NCAC 02B.0204). Therefore, the Division has applied a dilution factor
of 7.3 to all existing permit limits except Total Suspended Solids (TSS). The Division also expects
Weston to extend the effluent pipe 10 feet into the receiving stream to aid dilution and mixing (per
proposed Scenario 2). Please find attached the revised Effluent Limits and Monitoring
Requirements pages reflecting these changes. Please insert these pages into your current permit
and discard the old pages. These new limits shall become effective immediately.
If any parts, measurement frequencies, or sampling requirements contained in this permit are
unacceptable, you have the right to an adjudicatory hearing upon written request within thirty (30)
days after receiving this letter. Your request must be in the form of a written petition, conforming
to Chapter 150B of the North Carolina General Statutes, and filed with the office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, North Carolina 27699-6714. Unless such a demand
is made, this permit shall be final and binding.
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 919-733-7015
©i A
RUNNR
Customer Service
1-800-623-7748

Permit NCO084395
- A. (1) EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS — FINAL
During the period beginning on the permit effective date and lasting until expiration, the Permittee is
authorized to discharge treated groundwater through Outfall 001. Such discharges shall be limited
and monitored by the Permittee as specified below.
EFFLUENT
CHARACTERISTICS
DISCHARGE LIMITS
MONITORING REQUIREMENTS:
Monthly
Average
Daily
Maximum
Measurement
Frequency
Sample
Type
Sample
Locationi
Flow
0.216 MGD
Continuous
Recording'
I or E
Total Suspended Residue (TSR)
10.0 m
20.0 m
2/Month
Grab
E
Trichloroethene (TCE)
2/Month
Grab
E
Tetrachloroethene (PCE)
17,045 µp
2/Month
Grab
E
1,2—Dichloroethene (DCE)
2/Month
Grab
E
Vinyl Chloride
2/Month
Grab
E
Arsenic
365 µg/L
2/Month
Composite
E
Chromium
146 µ
2/Month
Composite
E
Copper
2/Month
Composite
E
Lead
182 µ
2/Month
Composite
E
Nickel
61 µ
2/Month
Composite
E
Zinc
2/Month
Composite
E
Acute Toxicity'
Quarterly
Composite
E
Footnotes:
1 Sample Location: E = Effluent; I = Influent.
2 All discharge leaving the facility shall be monitored and recorded. If continuous flow monitoring is
not feasible (or if a calibrated, totalizing flow meter is not available), the permittee shall record the
approximate time that discharge began and ended and link these data to pumping rates. The
permittee shall also record the instantaneous flow at the time of effluent sampling.
3 Acute Toxicity (Fathead Minnow, 24-hour), quarterly [see Special Condition A.(2.)].
Units:
MGD = million gallons per day
mg/L = milligrams per liter
µg/L = micrograms per liter
Discharge shall not contain floating solids or foam visible in other than trace amounts.

NOTE TO FILE
Subject: NPDES Permit Modification - Dilution
ABC One -Hour Cleaners
Permit No. NCO034395
Groundwater Remediation System
Onslow County
Contact:
Mr. Brian R. Magee, P.E.
Roy F. Weston, Inc.
1400 Weston Way
West Chester, Pennsylvania 19380
"Please Expedite" -- At EPA's request for a rush, the NPDES unit has reviewed the permittee's
request to evaluate the effects of dilution on the effluent and establish a mixing zone under NCAC
2B.0504. The currently permitted Superfund GW remediation system targeting chlorinated
hydrocarbons has been shut down (after operating only -9 months) due to non-compliance of
nickel limits. Nickel is not a remediation parameter of concern. Nickel is naturally occurring and
its removal is very expensive/technologically difficult. Other parameters are in compliance.
Additional Data -- Joe asked the permittee to produce nickel data (INF and EFF) to compare with
NC -reported stream concentrations published in Weston's report. Data suggest instream nickel
occasionally reported to max 50 µg/L and nickel system eff max to 17 µg/L. Facility has passed
four (4) quarterly TOX tests, when discharging.
EPA Concurs with Model -- CORMIX mixing model suggests a dilution factor of 7.3. and
proposes several scenarios for mixing. EPA concurred that this appears appropriate (see file:
Region 4 correspondence from modeler, Virginia Buff to Roosevelt Childress, 23Aug0I) and
agreed with the report's recommendation to implement Scenario 2 -- to include extending the
discharge pipe 10 feet into the creek.
Action -- To expedite this permit modification and get the treatment system back on line, the
NPDES Unit sees no reason not to apply this dilution to existing effluent limits except TSS. This
permit is up for renewal October 31, 2003 (White Oak River Basin) and therefore compliance will
be revie)w'�in approximately 24 months using RPA of new effluent data.
approved as proposed.
NPDES Unit

[Fwd: Review of Mixing Zone Study for ABC Cleaners]
.. ' r
Subject: [Fwd: Review of Mixing Zone Study for ABC Cleaners]
Date: Thu, 23 Aug 2001 15:24:45 -0400
From: Bill Reid <[e-mail]>
To: Susan A Wilson <[e-mail]>
Here is EPA's review comments.
Subject: Review of Mixing Zone Study for ABC Cleaners
Date: Thu, 23 Aug 2001 15:07:35 -0400
From: [e-mail]
To: [e-mail]
Bill,
I got your message. Here is the information I sent to you and Susan. I am
in training all day today and tomorrow.
Thanks for following up on this.
Roosevelt
----- Forwarded by Roosevelt Childress/R4/USEPA/US on 08/23/01 03:05 PM
Roosevelt
Childress
06/29/01
01:49 PM
ABC
To: [e-mail]
CC: [e-mail], Philip
Vorsatz/R4/USEPA/US@EPA, Virginia
Buff/R4/USEPA/US@EPA
Subject: Review of Mixing Zone Study for
Cleaners
Susan,
Below is Virginia's recommendation for the ABC facility. Please let us
know if you need any more information from us to start the permit
modification process. Also, send me a draft to review once it is prepared.
Thanks,
Roosevelt
----- Forwarded by Roosevelt Childress/R4/USEPA/US on 06/29/01 01:36 PM
Virginia Buff
To: Roosevelt Childress/R4/USEPA/US@EPA
06/29/01 cc: Virginia Buff/R4/USEPA/US@EPA
01:11 PM Subject: Review of Mixing Zone Study for
ABC
Cleaners
1 of 2 8/23/01 3:47 PM

[Fwd: Review of Mixing Zone Study for ABC Cleaners]
Roosevelt,
I have reviewed the request for permit modification for ABC Cleaners in
Jacksonville, NC which discharges to Northeast Creek. This request
included a mixing zone analysis related to the discharge of nickel from
this Superfund clean-up site. The mixing zone study supports an
end -of -pipe nickel limit of 60 ug/l (total recoverable) to meet the chronic
standard of 8.3 ug/1 at the the edge of the near -field mixing zone. An
acute end -of -pipe nickel limit of 75 ug/l (total recoverable) would also
apply.
The mixing zone requested would need construction of an outfall extension
of 10 feet into Northeast Creek. Better mixing occurs at this location.
At this location and at a wastewater discharge rate of 70 gpm the dilution
ratio is 7.3 in the near -field region and the dimensions of the mixing zone
are .86 meters by 7.91 meters.
Thus, my recommendation is to approve the mixing zone as discussed above.
Virginia
2 of 2 8/23/01 3:47 PM

SENT BY: 9-17- 1 ; 9:33 ; ROY F WEST0N,1NC5-1- 919 733 0719;# 2/ 2
Nickel Data for ABC Cleaners Groundwater Treatment Plant
N ickelDa#a 9/17/2001

SENT BY; 9-17- 1 9: 32 i ROY F WESTON, I NCS-1-i 019 733 07194 1/ 2
FACSIMILE rRANSMITTAL
M�rwaene oesioxer+eK.......... Building 5-1
FAX [phone]
TO: Joc Corraoron
FROM: Arian Ma.�ee
TOTAL PAGES: 2 (ind Cover shcct)
DATE: 17 Sotmber 2001
Joe,
:[recipient's T elecopy
Telephone #
Originator's #
W.U.#
[phone]
Here is the nickel data you requested for the ABC Cleaners Groundwater
Treatment Plant. I have included both influent and effluent data. Let me know
if you need anything else.
Brian
'111L documents uwwmpanying this tciccopy transmi 9lon contuirn uunftduntitd, privileged or proprie~try inforthal.ion that either
constitutes rlte property or Roy F- Wcsion, hic. (W610N) or, if the property of another, represents inforinatiun that is within
WESTt:}N's care, custody a -id control. 'Ile information is intcndcd for the tat of the individual or entity named on the Irtutsrnission
%1wel. I Nyou art not the intended recipient, W, aware drtiI arty dimlovurc. copying or use oftlie cont.otts irfthia IGIGUopiud Infonnati Ml is
prohibited. If you have receivetl thi9 telecupy in error, rleaae notify pc by telephone immediately n;u that we can arrange lilr th;. Twrie,al
of the original documcnt.4 at no cast to you.1'nank you for your a§,,istancc_
C1AYAXCYlt.nllr:

Whole Effluent Toxicity Testing Self
NcAm S-�S7s-
-Monitoring Summary
FACILITY REQUIREMENT
YEAR JAN
FEB
MAR
APR
MAY
August 1s,'2oo1
Weston Inc: ABC One Hour Cleaners Perm 24hr ac p/f lim: 90 %
1997
JUN
JUL
AUG
SEP
OCT NUS'
DEC
NCO084395/001 Begin:8/1/1995 Frequency: Q + Mar Jun Sep Dec NonComp: Single
-_
1998 -
-
N
H
N
-• -
N
w
Cory: Onslow, Region: WIRO Subbesin: WOK02
1999
_
N
-
-
N
_
N
N
PF: 0.216 special
-
2000
_-
N
_
Pass
--
-
NRlLete
H Pass
Pass
7Q10: Tidal IWC(%):90.0 Order:
-
2001
Pass
H
_
_
H
- "-
H
-
--.
1-1
-
-
H
Westpoint Stevens-Alamac Knit Fabrics PERM CHR LIM: 3.2% (New perm 7/l/2001)
1997 -
--
Pass
NC0004618/001 Begin: l/1/1995 Frequency: Q P/F + Mar Jun Sep Dec NonComp: SINGLE
1998 -
__
Pass
-
--
Pass
Late
Pass -
Pass
County; Robeson Region: FRO Subbasin: LUM51
1999 -
--
Pass
__
Paw-"
-
Pass
- -
Pass
PF: 2.5 Special
2000 _ -
--
Pass
Bl
_
Pass
--
Pass
7Q10: 120 IWC(%):3.2 Order:
2001 -
_
-"
Pass
-•
-
Pass
- "-
Pass
--
Pass
--
__
Pass
Weyerhaeuser -New Bern Penn chr lim: 13%
1997 Fail
Pass
-
Pass
NC0003191/001 Begin:12/l/2000 Frequency:Q Jan Apr Jul Oct + NonComp:Single
7998 fate
Pass
-
Pass
Pass
Pass
4
County: Craven Region: WARO Subbasin: NEU08
1999 Pass
"-
Pass
--
--
Pass --
_
PF: 32.0 special
2000 72
-
-
Pass
-
72
-
-
72
7Q10: 329 IWC(%):13 Order:
2001
--
36.8
-
-
72.1
-_
-
72.1 --
-"
36.8
--
-
NRl72.1
-
-
Weyerhaeuser-Plymouth(Ronnoke) Perm chr lira: 6.8%
Y 1997 --
Pass
NC00006801001 B n:8/1/1997 Frequency:y_
� Q P/F + Feb May AugAu Nov + NonComp: Single
1998 -
Pass
-
-
Pass
"-
--
Pam
--
-- Fail
Pass
County: Martin Region: WARD Subbasin: ROA09
1999 --
Pass
-
Pass
--
--
Pass
Pass
PF: 55.0 Special
2000 -
710
-
Pass
-
>100
__
-- 74
--
7Q70:1160 IWC(%):6.8 Order:
2001
_
Late
>100
-- >100
`
-
>700
-
-
73.8�10
73.8
-
Weyerhauser Perm chr lim: 90% (Grab)
1997 -
Pass
-
--
Pass
NCO084298/001 Begin:10/1/1996 Frequency: Q P/F + Feb May Aug Nov NonComp: Single
1998 -
Pass
-
Paw
"-
-- Pass
-
Cowry: Mecklenburg Region: MRO Subbasin: CTB34
1999 -
Pass
-
Pass
-
--
Pass
'_
Pass
`
PF: 0,0072 Special
2000 -
H
-
--
NR
-
-'
NR
-
- NRlH
_
7Q10:0.0 IWC(°/):100.0 Order.
2001
_
H
_
--
H
--
-" H
-
H
_
H
-•
Whiteville WWTP-001 Perm chr lim: 50%
1997 Pass
--
-
Pass
NCO021920/001 Begin:5/l/2000 Frequency:Q Jan Apr Jul Oct + NonComp:Single
1996 Pass
Pass
-
Pass
_
County: Columbus Region: WIRO Subbasin: LUM56
1999 Pass
-
-
Pass
-
--
Pass
--
-
Pass -
PF: 3.0 Special
2000 paw
--
-
Pass
-
--
Pass
-
-
Pass --
_.
7Q10: 4.7 IWC(°o):50 Order.
2001 c25
<25
<25
Pass
35.4
82.16
Fail
<12.5
<12.5
<12.5 <12.5
17.68
Wildwood Green Perm chr lim: 72%
1997 -
Pass
>100
>100
NCO063614/001 Begin:6/1/2000 Frequency:Q Feb May Augov + NonCo Sin1e
Y g mP g
1998 --
Pass
-
-
Pass
Pass
"-
- Pass
--
County: Wake Region: RRO Subbasin: NEU01
1999 --
Pass
_
_ _
Pass
__
-
Pass
Pass
--
PF: 0.1 Special
7Q10:0.06 IWC(%):72 Order:
2000 Pass
Pass
-
"-
Pass
Pass
--
--
Pass
Pass
--
__ Fail
Fail
2001 --
Pass
-
-
Pass
__
- Pass
--
Wilkesboro WWTP Penn chr lim: 3.7%
1997 --
--
Pass
NCO021717/001 Begin:5/1/1999 Frequency:Sep
Q P/F + Mar Jun S Dec + NonComp:Single
1998 --
-
Pass
--
--
Pass
-- __
Pass
Cowry: Wilkes Region: WSRO Subbasin: YADOI
1999 --
-
--
Pass
Pass
-
Pass
Pass
Pass
PF: 4.9 Special
2001 _
Pass
"-
-
Pass
--
--
Pass
- _ _
Pass
7Q10:196 IWC(%)3.72 Order.
2001
Pass
Pass
�� --
Pass
--
--
Pass
-
-
Pass
William Energy Ventures -Selma Penn: 24hr LC50 ac montt epis fthd (grab)
1997 --
-
NCO052311/001 Begin:9/1/1999 Frequency: A NonComp:
1998 -
-
-
_
_
H
Co
County: Johnston Region: RRO Subbasin: NEU02
1999 •-
-
>100
PF: - Special
2000
-
>100-
>100sig
7QI0:0.0 IWC(%):100.0 Order:
2001 -
-
>100
-
__
_
--
-
-
-• -
-'
Williams Energy Ventures Perm 24hr LC50 ac moni cpis fthd (grab) (New perm 9/l/2001)
1997 -
-
NC0005185/006 Begin:9/1/1996 Frequency: A NonComp;
1998 -_
-
-
>100
-
County: Mecklenburg Region: MRO Subbasin: CTB34
1999 --
-
__
>100
--
-
-
'" -
"•
PF: NA Special
2000
-
-
>100
-
-_-
7Q10:0.0 IWC(%):100 Order:
-
>700
2001 -
-
Pass
--
Williams Energy Ventures -Greensboro Penn 24hr LC50 ac monh epts fthd (grab)
1997 --
NC0074578/002 Begin:6/1/1996 Frequency: A NonComp:
199E -
-
-
-
>100
-
-
_
County: Guilford Region: WSRO Subbasin: CPF08
1999 -
-
--
>100
PF: 0.0067 Special
2000-
>100
7Q10:0.0 IWC(%):100 Order:
2001 >100--
i Pre 1997 Data Available
LEGEND:
PERM = Permit Requirement LET = Administrative Letter - Target Frequency = Monitoring frequency: Q- Quarterly; M- Monthly; BM- Bimonthly; SA- Semiannually; A. Annually; Begin = First month required 7Q10 = Receiving stream low flow criterion (efs) +% OWD- Only when discharging; D- Discontinued monitoring requirement
= quarterly monitoring increases to monthly upon failure or NR Months that testing must occur - e PF = Permitted flow (MGD) IWC = Insream waste concentration P/F = Pus/Fail test AC = Acute CHR = Chronic x. Jan, Apr, Jul, Oct NonComp =Current Compliance Requirement
Data Notation: f - Fathead Minnow; s - Ceriodaphnia sp.; my - Mysid shrimp; ChV - Chronic value; P - Mortality of stated percentage at highest concentration; at - Performed by DWQ Aquatic Tox Unit; bt - Bad test
Reporting Notation: -- = Data not required; NR - Not reported Facility Activity Status: I - Inactive, N - Newly Issued(To construct); H - Active but not discharging; t-More data available for month in question; • = ORC signature needed
50

MEMO From:
To: _
(Division of Water Quality
Subject:
((qae4l c')
Ac"'u) z
Date:
A'riA
NCDENR
North Carolina Department of Environment and Natural Resources
PO Box 29535, Raleigh, North Carolina 27626-0535 / Phone: [phone]

Ja-10 Srgt.
�s. UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
W REGION 4__--
i� �� r ATLANTA FEDERAL CENTER 4 j
F 0 61 FORSYTH STREET I
tirq< PROVeo�ATLANTA, GEORGIA 30303-8960
O � J
May 2, 2001 e:B w
o�
Mr. Bill Reid t ==—
Branch Head
Point Source Branch
Water Quality Section
North Carolina Department of Environment and Natural Resources
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
SUBJ: Request for Permit Modification
NPDES Permit NC00084395
Dear Mr. Reid:
The purpose of this letter is to request your assistance to expedite the review process of
the NPDES permit modification (Permit NC0084395). The application was submitted by
Roy F. Weston, Inc. (WESTON) on behalf of the Environmental Protection Agency (EPA) on
April 4, 2001.
The NPDES permit is part of the groundwater remedy for the ABC One -Hour Cleaners
Superfund Site near Camp LeJeune in Jacksonville, North Carolina. This remedy includes
groundwater extraction, treatment and discharge into Northeast Creek. For more than a year,
groundwater has not been treated because the existing treatment plant is not capable of removing
the naturally occurring levels of nickel in the groundwater. As a potential solution, the above -
mentioned permit modification was submitted to the NPDES Unit for consideration. The permit
modification is based on the results from the CORMIX stream modeling used to estimate the
extent of dilution occurring near the outfall in Northeast Creek.
Getting this plant to operate and treat the groundwater in this area is one of EP_A's hi hest
Superf_und priorities. EPA_ acknowledges the heavy workload that your permit unit is dealing
with, -but any assistance you could provide to expedite the review of this application will be
appreciated.
Internet Address (URL) • http://www.epa.gov
Recycled/Recyclable . Printed with Vegetable Oil Based Inks on Recycled Paper (Minimum 30% Postconsumer)

N
If you have any questions, or if you require any additional information, please contact me
at 404-562-8789 or at [e-mail].
Sincerely,
Philip H. Vorsatz, Chief
NC Site Management Section
cc: Jack Butler, NCDENR
Roosevelt Childress, EPA

pf WAT�cR Michael F. Easley
Governor
7 NCDENR William G. Ross, Jr., Secretary
> North Carolina Department of Environment and Natural Resources
Kerr T. Stevens, Director
Division of Water Quality
April 9, 2001
Mr. Brian Magee
Roy F. Weston, Inc.
P.O. Box 2653
West Chester, Pennsylvania 19380
Subject: NPDES Permit modification
Permit NCO084395
ABC Cleaners site
Onslow County
Dear Mr. Magee:
The Division received your permit application and fee of $215.00 (paid by check # 000027761) on April
6, 2001. Thank you for submitting this package. Ms. Susan Wilson of the NPDES Unit staff will review the
application. Ms. Wilson will contact you if further information is needed to modify the permit.
Please note that the NPDES Unit has consistently had at least 2 (and as many as 5) vacant positions since
mid-1998. Our remaining permit writers are currently carrying extremely heavy workloads. While we do not
expect severe delays in handling your request, be aware that your application is one of many that Ms. Wilson
is currently reviewing.
If you have any additional questions concerning the subject application, please contact Ms. Wilson at
[phone], extension 510.
Sincerely,
Charles H. Weaver, Jr.
NPDES Unit
cc: Wilmington Regional Office/Water Quality Section
Central Files
NPDES Unit
N. C. Division of Water Quality / NPDES Unit Phone: [phone], extension 511
1617 Mail Service Center, Raleigh, NC 27699-1617 Fax: [phone]
Internet: h2o.enr.state. nc.us e-mail: [e-mail]

Roy F. Weston, Inc.
1400 Weston Way
P.O. Box 2653
West Chester, Pennsylvania 19380
c 610-701-3000 • Fax [phone]
MANAGERS ngDWESIGNERSIGONSULTANTS WwW,rf-vveston.com
April 4, 2001
Ms. Susan Wilson
North Carolina Department of Environment and Natural Resources
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617
Re: Request for Permit Modification
NPDES Permit NCO084395
EPA Document Control No. RFW035-2B-AHWQ
Dear Ms. Wilson:
Roy F. Weston, Inc. (WESTON), on behalf of the U.S. Environmental Protection Agency, has
prepared the enclosed permit application (renewal) for the groundwater treatment system
discharge from the ABC Cleaners Site in Jacksonville, North Carolina. As we have discussed,
WESTON and EPA are requesting this permit modification based on the results from CORMIX
stream modeling that was used to estimate the extent of dilution occurring near the outfall in
Northeast Creek.
The CORMIX Modeling Report and permit modification fee ($215) are enclosed. As indicated
in our report, all of the scenarios evaluated indicate that even the highest nickel concentrations
discharged are diluted to concentrations below the discharge limit within the near -field mixing
zone. However, WESTON recommends extending the discharge pipe approximately 10 feet into
the creek into slightly deeper water to enhance mixing further and to increase the dilution ratio.
We have also enclosed the most recent discharge sampling results (March 2000). The
groundwater treatment system has not been operated since the first week of April 2000.
As we discussed, WESTON searched for but could not find any fresh water bodies (as possible
discharge locations) in the vicinity of the treatment plant WESTON submitted a complete
evaluation of discharge options as part of our original permit application.
Given that the groundwater at the site has not been treated in more than a year, EPA and
WESTON request that NCDWQ review this permit modification application as expeditiously as
possible. The U.S. EPA point of contact is Luis Flores (404-562-8807), and the NCDENR
Superfund Branch contact is Nile Testerman (919-733-2801, ext. 350).
t«

Ms. Susan Wilson
NC DWQ - 2 - April 5, 2001
If you or the Division modeler has any questions at all, please do not hesitate to call me at 610-
701-3097.
Very truly yours,
ROY F. WESTON, INC.
Brian R. Magee
Project Manager
Enclosures
cc: L. Flores, EPA
N. Testerman, NCDENR
J. Snyder
C. Youngblood
L. Doyle (2 copies)

NPDES PERMIT APPLICATION - SHORT FORM C-GW
To be filed by persons engaged in groundwater remediation projects
N. C. Department of Environment and Natural Resources
Division of Water Quality / NPDES Unit
1617 Mail Service Center, Raleigh, NC 27699-1617
NPDES Permit NCO084395
Please print or type
1. Applicant and facility producing discharge
A. Name Roy F. Weston, Inc.
B. Mailing address of applicant:
1. Street address 1400 Weston Way
2. city West Chester 3. County Chester
4. State PA 5. Zip Code 19380
Telephone Number [phone]
Fax Number [phone]
e-mail address:
C. Location of facility:
1. Street 2127 Lejeune Boulevard
2. city Jacksonville 3. County Onslow
4. State NC 5. Zip Code
Telephone Number ( ) none
Fax Number ( ) none
2. Standard Industrial Classification (SIC) code(s) (if known):
3. This application is for a: F New Permit ❑ Permit Renewal X Permit Modification
4. Product(s) recovered (circle all that apply): Gasoline Diesel fuel Solvents
61
7
Other (describe) Dilute concentrations of tetra chloroeth lene and other chlorinated solvents
(a) Check here if discharge occurs all year X, or
(b) Circle the month(s) in which discharge occurs: January February March April
May June July August September October November December
(c) Days per week discharge occurs: 7
Volume of wastewater discharged to receiving stream(s): 100,800 to 158,400 GPD*
*Gallons per operating day
Check here if wastewater is discharged directly to the receiving stream(s) X
If not, state the specific discharge location:
Mark the path taken by the wastewater to the receiving stream(s) on the site map. If a storm sewer is the only viable
means of discharge, trace the route of the storm sewer to its discharge point(s).
Short Form C-GW
Version 9-99

NPDES PERMIT APPLICATION - SHORT FORM C-GW
To be filed by persons engaged in groundwater remediation projects
8. Number of separate discharge poin
NOTE: If the facility has separate discharge points (outfalls), include a schematic diagram of
wastewater flow at the facility.
9. Name of receiving water(s): Northeast Creek
This application Package must include the items listed below. This application will be returned if the
required items are not included.
❑ A USGS topographical map (or copy of the relevant portion) which shows all outfalls - Attached
❑ A report of alternatives to surface water discharge as outlined by the Division's "Guidance for Evaluation of Wastewater Disposal
Alternatives" (required by 15A NCAC 2H.0105 (c)) —Provided to NCDWQ with original permit application. See also cover letter.
❑ A summary of the most recent analytical results containing the maximum values for each chemical detected. - Attached
AeRlications for new un- ermitted discha es must also include the items listed below. This
ap lication will be returned if the re uired items are not included.
❑ An engineering proposal describing the remediation project in detail (required by 15A NCAC 2H.0105 (c))
❑ If the treatment system will discharge to a storm sewer, attach written approval from the municipality responsible for the sewer.
❑ A list of any chemicals found in detectable amounts at the site, with the maximum observed concentration reported for each chemical
(the most recent sample must be collected less than one year prior to the date of this application)
❑ A summary of analytical results containing the maximum values for each chemical detected
❑ The removal efficiency of each compound detected (if known)
For fuel remediation projects, analyses for volatile organic compounds (`✓OCs) should be performed. Analyses for any fuel additives likely
to be present at the site should also be performed. At minimum, analyses should be performed for the following compounds:
benzene* toluene* ethylbenzene* xylene* lead methyl tert-butylether (MTBE) dibromoethane (EDB)
1,2-dichloroethane isopropyl ether napthalene phenol
(*an EPA -approved method capable of detection levels to 1 ppb should be used to detect these compounds).
For solvents or unidentified proiects, an EPA Method 624/625 analysis should be performed. The data submitted with this application
should include the ten largest peaks not identified as targeted compounds and not present in the procedural blank. These peaks should be
identified and approximately quantitated (as per the same restrictions found on the NC DENR/DWQ Annual Pollutant Analysis
Monitoring (APAM) Requirement— Reporting Form A).
If metals or pesticides are suspected to be present, these compounds should be analyzed to the same detection level as presented in the
NC APAM.
I certify that I am familiar with the information contained in the application and that to the best of
my knowledge and belief such information is true, complete, and accurate.
1�Y(d1►, I`, I)
Printed name of Person Signing
Signature of Applicant
Title
Date
North Carolina General Statute 143-215.6 (b)(2) provides that: Any person who knowingly makes any false statement representation, or certification in
any application, record, report, plan, or other document files or required to be maintained under Article 21 or regulations of the Environmental Management
Commission implementing that Article, or who falsifies, tampers with, or knowingly renders inaccurate any recording or monitoring device or method
required to be operated or maintained under Article 21 or regulations of the Environmental Management Commission implementing that Article, shall be
guilty of a misdemeanor punishable by a fine not to exceed $10,000, or by imprisonment not to exceed six months, or by both.
(18 U,S.C. Section 1001 provides a punishment by a fine of not more than $10,000 or imprisonment for not more than 5 years, or both, for a similar
offense.)
Short Form C-GW Version 9-99

APR 06 2000 IE:10 FR FOSTER WHEELER
V4/n.7/G17JU IM:41 dd
Apr-03-00 03:24P
Lab Report
4a=
Tomaine Ina
Attn: Trent ZiAovieil
PO Box 471e68
Ctlarlate, NO 29247-1868
770 825 7261 TO 916107017401-179 P.02iO3
TERRAINE PAGE 82
P.02
NISM
,tt:;; t.aeot:uael�..G.
Page t of t
Customer Project ID:
g130 Cleaners
Cu stoma r Samale ID:
EFFLUSNY
Priam Sample 10:
ABS3505
Login Groua:
A043F1
Sample Culiedlon Datelrme:
31301D0 15:00
Lab Submittal Date/Time:
3131100 10:30
The fallowing analytical results have beer, obtained for the indicated sample which was submitted to this laboratory:
TEST
TEST
METHOD
DATE/TM6
PARAaN�rEK _
RESULT
UNITS
MDL
REFERENCE
STARTED
ANALYST
METALS DIGES'nON
Completed
EPA 200 7
41=0 0040
PAP
I EAD, TOTAL
Les$ dign
rllg/L
0.005
EPA 200.7
4rr/001a,63
MSP
NICKEL, TOTAL
Loss than
mg/L
0.005
EPA 200.7
4MMO 13:53
M$P
CHROMIUM,T01AL
Le"than
mg/L
0.005
EPA2D0.7
41"a13113
MSP
ANSEIHIC, TOTAL
Less than
rnw(L
0.006
I:PA20%7
A14VW 13,53
MSP
1RONJOTA4
22
rng/L
0.10
EPA 200.7
44MO 13,53
MSR
ZINC, TOTAL
C.072
mgA.'
01005
EPA 200.7
413M 13*63
MSP
COPPER, TOTAL-
Less than
rng/L
0.003
EPA 209.7
419/0012.53
MSP
T JCHLOROETHENE
Not Cetected
Lp/L
1
EPA 6011602
41V001Q-%
OR2
TETRACHLOROETHENE
21
ugJL
EPA 6011602
411210010:55
❑R2
YINYL CHLORIDE
Not WdCtod
w/L
5
EPA 6011602
4JWDU 10:58
OA2
CIS-1,2-01CHLOROETHENE
1.0
uq&
1
EPAa01l602
41VOO1046
nn?
TRANS-1,2-01CHLORO£TNENE
Not doWeted
U91L
t
EP•A 601402
4id/DD 10.59
UR2
TOTAL SUSPENDED SOLIDS .40 MOIL 10 SM 2540 0 3131r00 20,30 KAP
sarnve trommera,
zel
Anaels D. Overrash, V,P. Laboratzry Services
NC Certification No. 402 - SC Certification No. 99d12 - NO OAnkinq W=r Celt. No. 37735 - FL Cen tiCatiOn N, E87519
14ltip,i,q;nn,nk u„ad .. t:t1, lie, :aOSat � LI1arlallc,+vL'.C+..C-II!FiJ
I�ttnn�: ^rb11.52wRZbd �. fell l'�L�! VwAl,�n 1•t100►5'29.6.1b4 ,� Ir.s: 7t1a/92.5-t];tMi
Q= MT 7r; rMm I G • no

Re: Possible NPDES Permit Modification Request
Subject: Re: Possible NPDES Permit Modification Request
Date: Tue, 19 Dec 2000 08:32:16 -0500
` From: Charles Weaver <[e-mail]>
To: "Magee, Brian" <[e-mail]>
Brian, I'm sorry it's taken me so long to respond. We have been trying
to get several projects completed before the year's end and my time has
been occupied elsewhere.
Dave Goodrich (the Unit supervisor) and I discussed your request. He
said that your firm should run the CORMIX model and submit your results
as part of the permit modification request, should the results of your
modeling determine that a modification is necessary. Your firm's
experience with CORMIX should allow you to collect and analyze the
necessary data.
If you'd like to talk with one of our modelers for reference, I'd
suggest talking with Andy McDaniel (919 733-5083, extension 513) or
Michelle Woolfolk (same number, extension 505). However, if you're
comfortable with.the experience of your firm's modelers, there's no need
to contact our modelers before proceeding.
I would suggest that you consult with a staff member in the Wilmington
Regional Office (910 395-3900) before submitting a modification
request. They may be able to provide additional information about the
site's history.
Again, please forgive my delay in responding to your question. If you
have additional questions, simply reply to this e-mail.
CHW
1 of 1 1 /2/2001 7:52 AM

Possible NPDES Permit Modification Request
Subject: Possible NPDES Permit Modification Request
Date: Mon, 4 Dec 2000 17:16:35 -0500
From: "Magee, Brian" <[e-mail]>
To: "'[e-mail]"' <[e-mail]>
CC: "'Flores, Luis"' <[e-mail]>, "'Testerman, Nile"' <[e-mail]>
Charles,
Thanks for returning my call this morning. As you requested, I am
summarizing for you where we are on this project and where we might need to
go.
The ABC Cleaners Superfund Site groundwater remediation system has
discharged treated groundwater under Permit No. NC0084395, under the name of
Foster Wheeler Environ. Corp. The groundwater needs to be treated for
contamination from chlorinated VOCs. The treatment system is located on the
property of Camp Lejeune Marine Corps Base and discharges to Northeast
Creek.
The NPDES permit contains discharge limits for tetrachloroethene and several
inorganic chemicals. The discharge limit for nickel was set at 8.3 ug/L,
which is the Ambient Water Quality Criterion for nickel in salt water
bodies. The average groundwater concentration (as measured in our influent)
is less than 7 ug/L, but the nickel concentration has exceeded 8.3 ug/L in
about 15% of the influent samples. Nickel removal at these low ppb levels
has not proven to be effective. Upgrading the system by installing a
different nickel removal system (ion exchange) is likely to cost more than
$500,000 because iron removal will also be required. But our process
engineer tells me that nickel removal at these low levels may be problematic
even with ion exchange.
Fortunately, it is likely that the AWQC for nickel can be achieved in the
stream without nickel treatment due to the size of the Northeast Creek at
this location and the relatively low levels of nickel in the groundwater.
However, additional data collection and modeling would likely be needed to
confirm this.
You, Susan Wilson of the DWQ, and I have discussed the possibility of
running a mixing zone model (e.g., CORMIX) to assess nickel concentrations
in the receiving stream. WESTON has experience with the CORMIX model.
Collection of stream data would be required to run the model. Based on the
sampling and modeling results, WESTON would submit a permit modification
request to allow for stream mixing, possibly using a diffusor if necessary.
I am seeking guidance from the DWQ to ensure that our permit modification
application includes the information that DWQ needs to review and approve
the application without multiple revision/review cycles. Also, you said you
would check whether we should work directly with a DWQ modeler, again to
ensure that our work is conducted using the assumptions deemed appropriate
by the DWQ.
Currently, the groundwater remediation system is shut down and cannot be
restarted until this issue is addressed. As you may know, there is some
urgency among all stakeholders to get the system up and running again.
Therefore, any assistance you can provide to us would be most appreciated.
Please feel free to pass this e-mail on to your co-workers as necessary.
Thanks for your feedback.
Regards,
Brian Magee
610-701-3097
[e-mail]
1 of 2 12/19/2000 8:33 AM

MIXING ANALYSIS
FOR PROPOSED NPDES PERMIT MODIFICATION
NPDES Permit No. NC0084395
Prepared for:
United States Environmental Protection Agency
Regions IV and V
Contract No. 68-W7-0026
Document Control No. RFW 035-2B-AHWQ
Prepared by:
Roy F. Weston, Inc.
April 2001

TABLE OF CONTENTS
EXECUTIVESUMMARY..........................................................................................................1
1.
BACKGROUND AND INTRODUCTION..................................................................... 3
2.
FIELD DATA COLLECTION........................................................................................ 5
3.
MIXING ANALYSIS
........................................................................................................ 7
3.1 SCENARIOS EVALUATED......................................................................................... 8
3.1.1 Scenario 1............................................................................................................ 9
3.1.2 Scenario 2.......................................................................................................... 12
3.1.3 Scenario 3.......................................................................................................... 12
3.2 MODEL RESULTS...................................................................................................... 13
3.2.1 Scenario 1.......................................................................................................... 14
3.2.2 Scenario 2......................................................................... .... 14
.............................
3.2.3 Scenario 3.......................................................................................................... 15
3.3 SENSITIVITY ANALYSIS......................................................................................... 15
4. CONCLUSIONS AND RECOMMENDATIONS........................................................17
4.1 CONCLUSIONS...........................................................................................................17
4.2 RECOMMENDATIONS.............................................................................................. 17
1 5. REFERENCES................................................................................................................19
APPENDIX A MIXING ZONES IN NORTH CAROLINA
APPENDIX B CORMIX MODEL OUTPUT
1 3/23/01

LIST OF TABLES
Table 1 — Summary of Field Data Collected by WESTON
Table 2 — Historical Nickel Concentrations on Northeast Creek
Table 3 — CORMIX Input Parameters for Scenario 1
Table 4 — CORMIX Input Parameters for Scenario 2
Table 5 — CORMIX Input Parameters for Scenario 3
Table 6 — Modeling Results from Scenario 1
Table 7 — Dilution Ratios along the Centerline for Scenario 1
Table 8 — Modeling Results from Scenario 2
Table 9 — Dilution Ratios along the Centerline for Scenario 2
Table 10 — Modeling Results from Scenario 3
Table 11 — Dilution Ratios along the Centerline for Scenario 3
Table 12 — Sensitivity Analysis Results
LIST OF FIGURES
Figure 1 — Location of the Study Area
Figure 2 — Sketch of Discharge Pipe Location
LIST OF PHOTOGRAPHS
Photo 1 — View of Northeast Creek, looking upstream.
Photo 2 — Discharge Pipe on Northeast Creek.
Photo 3 — Discharge Pipe on Northeast Creek.
ii 3/23/01

Executive Summary
The Cornell Mixing Zone Model (CORMIX) was used to evaluate the near -field mixing
characteristics of a discharge from an outfall permitted by the North Carolina. Department of
Environment and Natural Resources (NC DENR) under National Pollutant Discharge
Elimination System (NPDES) Permit Number NC0084395. The outfall is permitted to discharge
treated groundwater from the ABC Cleaners site into Northeast Creek, which is a tidally -
influenced tributary to the New River near Jacksonville, NC.
During operation of the groundwater treatment plant, the measured concentration of nickel in the
treated groundwater has on occasion exceeded the maximum permitted concentration of 8.3
micrograms per liter (µg/L), which is equal to the chronic water quality standard for aquatic life.
The maximum concentration of nickel measured in the treated groundwater was 19 µg/L. The
measured outfall concentrations have never exceeded the acute water quality standard for nickel,
which is 74 micrograms per liter (µg/L).
In addition to information available from United States Geological Survey (USGS), NC DENR,
and past treatment plant operations, WESTON collected stream data on February 7, 2001 in
support of CORMIX modeling efforts.
Three scenarios were simulated with the CORMIX model. These were 1) the existing outfall
configuration, 2) extending the outfall 10 feet into the creek, and 3) extending the outfall pipe
330 feet into a deeper channelized portion of Northeast Creek. The mixing analysis
demonstrated that for all three scenarios the acute water quality standard for nickel was met at
the end of pipe. The chronic water quality standard for nickel was met within the near -field
region of the mixing zone for all three scenarios.
The dilution ratio at the edge of the near field region for each scenario is as follows:
Scenario
Flow Rate
Dilution Ratio
1
70 gpm
2.8
1
110 gpm
2.4
2
70 gpm
7.3
2
110 gpm
12.5
3
70 gpm
30.3
3
110 gpm
32.6
The mixing analysis of the discharge demonstrated that the permit limit for nickel could be
increased while remaining protective of human health and aquatic life in Northeast Creek.
Two modifications to the existing permit are recommended based on the results of this analysis:
1) Extend the existing outfall configuration by 10 feet (i.e., implement Scenario 2).
2) Use the near field region as the point of compliance for in -stream chronic water
quality standards. The dilution ratio of 7.3 at the end of the near field region for a 70
1
1 3/23/01

gpm discharge rate should be used to establish the revised permit limits, which would
increase the nickel permit limit to 60 µg/L (e.g., 8.2 µg/L chronic water quality
standard x 7.3 dilution ratio = 60 µg/L). The permit limits for other constituents that
are based upon the chronic in -stream water quality standards could similarly be
increased.
The use of the near -field mixing zone alone to calculate the dilution ratio provides a safety factor
since it does not take into account additional mixing that occurs in the far -field region. In
addition, the dilution ratio of 7.3 for a 70 gpm discharge rate would increase to 12.5 for a 110
gpm discharge rate, providing an additional factor of safety.
2 3/23/01

1. Background and Introduction
Northeast Creek is located in Onslow County, North Carolina in the Wilmington, NC Region in
the New River basin (hydrologic unit code 03030001). It is a tidally -influenced tributary to the
New River near Jacksonville, NC. Northeast Creek is classified by North Carolina Department
of Environment and Natural Resources (NC DENR) as SC (saltwater class C), NSW (nutrient -
sensitive water), and HQW (high quality water). Refer to Figure 1 for a map showing the
location of the study area.
National Pollutant Discharge Elimination System (NPDES) permit number NC0084395 is for the
discharge of treated groundwater from the former ABC Cleaners site. The primary contaminant
of concern at the site is tetrachloroethylene, which was used as a dry cleaning solvent. On
several occasions the nickel concentration in the treated groundwater exceeded the permit limit
for nickel which is 8.3 µg/L. The source of the nickel is the background in the groundwater being
treated. Nickel is not one of the contaminants which necessitated the groundwater treatment
plant. It is believed that iron in the groundwater may have interfered with metals removal in the
treatment process. Due to the exceedances, the groundwater treatment plant has not been
operated since April 2000.
Because Northeast Creek is tidally influenced and no stream gage stations are located near or
upstream from the outfall, the net freshwater downstream flow is not known. Normally, permit
limits are established based upon the calculated in -stream concentration after mixing between the
discharge flow and the seven-day, ten-year low flow (7Q 10) in the receiving stream. Since the
7Q10 low flow in Northeast Creek at the discharge location was not known, the existing permit
limits were based upon an assumption that the maximum discharge flow of 0.216 million gallons
per day (mgd) was equal to the 7Q10 low flow in Northeast Creek (i.e., a dilution ratio of 2.0
was assumed). Under normal circumstances, this would allow the discharge limit to be set at
twice the allowable in -stream concentration. However, for high quality waters, it is the policy of
NC DENR to reduce the dilution ratio by half. Therefore the permit limits for metals, including
nickel, were set at the chronic water quality standard for protection of aquatic life.
The existing permit included no allowance for initial mixing or dilution in Northeast Creek.
Since mixing zones are allowed by North Carolina regulation (15A NCAC 02B.0204) and NC
DENR Guidance Documents (Mixing Zones in North Carolina, 1999), this mixing study was
undertaken to determine whether.a mixing zone allowance would allow the NPDES permit limits
for nickel to be raised to some level above the historical maximum reported value in the treated
groundwater while still being protective of aquatic life. The DENR Guidance Document is
provided in Appendix A.
Because there had been historical exceedances of the permitted value of 8.3 µg/L for nickel, a
dye study was not attempted so that no further exceedances of the permit limits would occur.
Therefore, a computer modeling study was proposed. A work plan for collection of the field data
necessary to support the modeling study was prepared by WESTON@ and approved by USEPA
and NC DENR. The field data collection was performed on February 7, 2001.
3 3/23/01

There is no Federal maximum contaminant level (MCL) for nickel in drinking water. The
Federal water quality criteria for the protection of human health for the consumption of fish and
ingestion of water is 610 µg/L. The North Carolina MCL for nickel in drinking water is 100
µg/L. The North Carolina water quality standard for the protection of human health for the
consumption of fish and ingestion of water is 25 µg/L. However, this North Carolina ingestion
standard is applicable only to waters classified as water supply waters, therefore the 25 µg/L
standard does not apply to Northeast Creek.
Section 2 of this report describes the field data that was collected to support the CORMIX
modeling effort. Background water quality data in Northeast Creek are also presented in Section
2. Section 3 describes the development of three (3) scenarios, results of the CORMIX modeling,
and sensitivity analysis of the model input parameters. Section 4 presents the conclusions of the
CORMIX modeling study and includes recommendations for revised permit limits.
4 4/4/01

2. Field Data Collection
The computer model of the discharge requires input of information on the geometry, water
quality, and stream velocity of the receiving system. Very little information about the geometry
and velocity of the receiving system was available, particularly in the vicinity of the existing
discharge. In order to obtain the data necessary for an accurate model, WESTON performed a
hydrologic investigation on Northeast Creek on February 7, 2001. Although these field data
provide only a snapshot of conditions on Northeast Creek, these measurements provide a basis
from which to begin the modeling efforts. Natural variation in the system and uncertainty from
the measurements was evaluated as part of the sensitivity analysis of the model.
As stated above, Northeast Creek is a tidal waterbody. As such, tidal information for the site, as
well as flow, salinity, and temperature information was needed for the model. As described a
February 14, 2001 letter to Mr. Luis Flores of the USEPA Region IV which contained a
Summary of Field Activities, WESTON collected the following information:
■ Channel width;
• Channel appearance;
• Average stream velocity, measured throughout the tidal cycle;
■ Velocity and depth in the near -field region of the mixing zone;
• Stream temperature, measured throughout the water column;
• Stream salinity, measured throughout the water column;
• Tidal variability, measured through deployment of tide gauge;
■ Confirmation of effluent pipe diameter;
■ Pipe elevation with respect to the water body throughout the tidal cycle.
Refer to Table I for a summary of the field data collected by WESTON. See Photos 1, 2, and 3
for views of the discharge pipe and Northeast Creek.
Velocity was measured with a digital water velocity meter (Marsh McBirney Flo -Mate 2000). In
areas where depth was less than two feet, velocity was measured at six -tenths depth, as measured
from the surface of the water. In areas with depths exceeded two feet, velocity was measured at
two -tenths and eight -tenths depth, as measured from the surface of the water. Depths at each
station were measured using a weighted measuring tape.
Water quality parameters (temperature, salinity, and conductivity) were measured using a digital
conductivity/temperature meter (YSI Model 30) at each location measured for velocity. In
addition, the salinity profiles in the water column were recorded to determine the shape of the
pycnocline for the computer model.
In addition to the field data collected, existing background water quality data for the site were
obtained from the North Carolina Department of Water Quality (NCDWQ). NCDWQ has
maintained a water quality monitoring station on Northeast Creek just downstream of the bridge
on Highway 24. The discharge site is slightly further downstream from this monitoring site.
Many water quality parameters, including fecal coliform, turbidity, hardness; metals (including
5 3/23/01

nickel), chlorophyll a, NH3, TKN, NO2+NO3, phosphorus, specific conductance, DO, pH, and
salinity, have been collected for approximately 10 years. This historical water quality data
collected by NCDWQ indicated that nickel concentrations in Northeast Creek have been below
detection limits (10 µg/L) for ten years, with few exceptions. See Table 2 for a summary of
historical nickel concentrations on Northeast Creek collected by NCDWQ. The consistency of
this data is important because ambient concentrations of nickel in the system can be assumed to
be negligible for modeling purposes. The full data set provided by NCDWQ is available upon
request.
6 3/23/01

3. Mixing Analysis
The Cornell Mixing Zone Expert System (CORMIX) was selected as the software system for
analysis of mixing at the proposed outfall. This modeling package is an expert system developed
expressly for the purpose of predicting mixing for discharges to water bodies. CORMIX
considers both positively and negatively buoyant discharges, as well as both submerged and
surface discharges from single and multi -port diffusers. CORMIX contains three sub -programs
each capable of calculating mixing for the different types of discharges: CORMIX 1 predicts
submerged single port discharges; CORMIX 2 predicts from submerged multi -port. diffuser
discharges; and CORMIX 3 predicts buoyant surface discharges. The theory and application of
CORMIX is documented in the User's Manual (Jirka et al., 1997). For this investigation, the
windows -based CORMIX-GI Version 4.1 GT (Oregon Graduate Institute, 2000) was used for
analysis.
In CORMIX the model user specifies characteristics of the receiving system (depth, velocity,
density or temperature, etc.), the effluent (flow. rate, density or temperature, etc.), and the
discharge (pipe diameter, angles, etc.). The receiving system may be considered either of fixed
width or unbounded in which the far shore is considered to be an infinite distance away. The
receiving system can also be tidally influenced. Model output includes a hydrodynamic and
mixing zone summary and design recommendations. CORMIX also estimates the distance from
the diffuser at which a specified amount of effluent dilution has occurred and compares this
distance to regulatory criteria.
CORMIX model development is an iterative process. CORMIX allows the user to modify
ambient, effluent or discharge parameters in model input, which are then re-evaluated. The user
has the ability to incrementally adjust model inputs and design and see what effects these
changes have on model output. CORMIX also provides overall flow classification schemes that
classify outfalls into one of several different flow categories determined primarily by near -field
conditions.
When evaluating CORMIX output, two regions in the receiving system are typically discussed:
the Mixing Zone and the Near -field region. The Mixing Zone, also known as a Regulatory
Mixing Zone, is an administrative construct which defines a limited area or volume of the
receiving water where the initial dilution of a discharge is allowed to occur. In practice, it may
occur within the near -field or far -field of a hydrodynamic mixing process and therefore depends
on source, ambient, and regulatory constraints.
The Near -field region of a receiving water is a limited region where the initial jet characteristic
of momentum flux, buoyancy flux and outfall geometry influence the jet trajectory and mixing of
an effluent discharge. The Near -Field Region (NFR) is a term used in CORMIX for describing
the zone of strong initial mixing where -the so called near -field processes occur. It is the region of
the receiving water where outfall design conditions are most likely to have an impact on in -
stream concentrations. Specifically it is the zone where the momentum forces of the discharged
jet dominate over the buoyant forces. It is defined mathematically as the zone where the
densiometric Froude Number is greater than 1. The boundary of the NFR is defined as the
7 3/23/01

location where the densiometric Froude number equals 1. Note that the definitions for the
Mixing Zone and the Near -field region were excerpted from the CORMIX User's Manual
(USEPA, 2000).
As the turbulent plume travels further away from the source, the source characteristics become
less important. Conditions existing in the ambient environment control trajectory and dilution of
the turbulent plume through buoyant spreading motions and passive diffusion due to ambient
turbulence. This region is referred to as the "far -field." The distinction between near -field and
far -field is made purely on hydrodynamic grounds and it is unrelated to any regulatory mixing
zone definitions, such as the toxic dilution zone (TDZ) or the regulatory mixing zone.
The USEPA maintains two water quality criteria for the allowable concentration of toxic
substances: a criterion maximum concentration (CMC) to protect against acute or lethal effects;
and a criterion continuous concentration (CCC) to protect against chronic effects (USEPA,
1991). The CMC value is greater than or equal to the CCC value and is usually more restrictive.
The CCC must be met at the edge of the same regulatory mixing zone specified for conventional
and nonconventional discharges.
Lethality to passing organisms within the mixing zone can be prevented in several different
ways. The most certain way is to meet the CMC criterion within the pipe itself. This is the case
for the treated groundwater discharged from the former ABC Cleaners site into Northeast Creek.
Since acute effects are not an issue for this system, chronic effects were the focus of the mixing
zone analysis described below.
3.1 SCENARIOS EVALUATED
The acute water quality standard of 74 µg/L for nickel is currently met at the end of the pipe
regardless of the discharge configuration because the effluent concentration of nickel in the
effluent is always less 74 µg/L. The purpose of the modeling three scenarios is to evaluate how
best to meet the chronic water quality standard (8.2 µg/L). Note that the permit limit for nickel
(8.3 µg/L) is slightly higher than the federal ambient water quality criteria for the protection of
aquatic life in saltwater systems (8.2 µg/L). All models were run using the federal criteria since it
is slightly more protective of aquatic life.
Three scenarios were evaluated during this analysis:
Scenario 1 - Current configuration of discharge system, which is a surface buoyant
discharge located at the edge of the stream.
Scenario 2 - Modification of the current discharge system. The discharge pipe was
extended 10 feet into stream into a slightly deeper part of the stream. Discharge still
occurs at the surface, and is a surface buoyant discharge.
Scenario 3 - Modification of the discharge system to a single port submerged discharge
located in the main channel of the receiving system, approximately 330 feet from the
edge of the stream.
8 3/23/01

Two (2) bridges cross the Creek approximately 100 feet upstream of the discharge location. The
Creek is significantly narrower at the bridge crossing location (400 feet wide) than at the
discharge location (850 feet wide). Regions of slower -moving, shallow waters are located on
each side of the creek in the areas that are wider than the bridges. A relatively deep central flow
channel is located in the middle of the Creek. See Figure 2 for a sketch of the location of the
discharge pipe relative to the railroad bridge and main channel. The main channel in Northeast
Creek is 330 feet wide and between 6 feet deep at the edges of the channel and 10 feet deep in
the center of the channel. The existing discharge pipe is located on the right side (looking
downstream) of Northeast Creek along the bank in this shallow region. Scenarios 1 and 2 are
located in this wide shallow area, while Scenario 3 is located in the area directly downstream of
the bridges.
Note that additional scenarios between Scenarios 2 and 3 were not run because the ambient
conditions did not vary considerably between the shallow region and the channel. Although the
depth continued to slowly increase toward the center of the channel, significant velocity changes
did not occur until in the portion of the stream that is directly downstream from the bridges.
3.1.1 Scenario 1
The first scenario evaluated was the current discharge system in place at Northeast Creek. The
4-inch discharge pipe is located at the edge of the stream, approximately 3 inches above the
water at high tide, and approximately 9 inches above the water at low tide. The surface buoyant
discharge system was modeled using CORMIX 3. As discussed above, the existing
configuration of the discharge pipe is located in the slower -flowing, shallow regions of Northeast
Creek.
The CORMIX 3 model is intended to simulate a buoyant jet discharged at or just below the
surface of a waterbody. The existing outfall configuration matches the CORMIX 3 assumptions
with the exception that the existing outfall pipe is elevated a few inches above the water surface.
The invert of the outfall pipe was observed to be three inches above the water surface at high tide
and 9 inches at low tide on February 7, 2001. The effect of the outfall being slightly above the
water surface will be a) to impart a downward angle to the jet and b) to increase the jet velocity
at the location where the jet hits the water surface. Both of these factors will tend to induce more
rapid mixing of the jet of treated groundwater with the ambient water in Northeast Creek.
Therefore, the use of CORMIX 3 to simulate the existing outfall configuration represents a
conservative estimate of the in -stream dilutions that will occur in Northeast Creek. The dilution
factors predicted by CORMIX 3 for Scenario 1 are an under -prediction of the dilution that is
expected to occur when the groundwater treatment plant at ABC Cleaners is operating.
Since the jet is buoyant with respect to the ambient water and is discharged at a downward angle
into shallow water, the jet will create a scour pool outlining the profile of the jet trajectory.
Since the groundwater treatment plant at ABC Cleaners has not been operated for several
months, the scour pool had been filled in with a fine silty material. On February 7, 2001, the
depth in front of the discharge pipe could not be sounded accurately because the weight kept
sinking into the soft silt. The scour pool, which was created when the groundwater treatment
9 3/23/01

plant was put into operation, creates additional opportunity for mixing with ambient water that is
not accounted for by the CORMIX 3 model. Although CORMIX 3 does not account for the
slightly elevated outfall, of the three available CORMIX modules, it is still the most appropriate
module to use to simulate the existing outfall configuration.
3.1.1.1 Ambient Conditions
The discharge pipe is located on the right bank (looking downstream) in this band of slower -
flowing water, which is approximately 300 feet from the main channel in Northeast Creek.
Although the near -field region at the location of the current pipe discharge is shallow (6 inches
deep), the velocity and depths are relatively uniform.
Table 3 lists the values used for each of the ambient conditions required as input parameters by
CORMIX3 for Scenario 1. Some of the key parameters are as follows:
■ Average ambient depth of the creek was input as 6 inches, which is the average of depths at
high and low tide.
Depth of the discharge was 4 inches, which is the diameter of the pipe below the surface of
the water. CORMIX3 requires that the pipe is fully submerged for modeling. The existing
pipe is actually located several inches above the surface of the water. In reality, this
elevation imparts additional energy (mixing) to the discharge, which is not accounted for in
the model.
Ambient and tidal velocities were set to the minimum velocities allowed by CORMIX3 (0.01
m/s). Velocity of the system was negligible on the day field data were collected; however,
wind and tides did impart some flow into the system, as evidenced by the change in stage
measured at the tide gauge. Velocity was varied substantially during the sensitivity analysis
described in Section 3.3.
Ambient density was input as 1008 kg/m3, which is the average of the surface and bottom
densities measured in this region. CORMIX3 has the capability to model a stratified system,
but true stratification in this region was not observed in the field due to the shallow depth in
the near -field region around the discharge pipe. A slight difference in salinity between
surface and deeper waters was observed; however, wind mixing prevented a well-defined
layers from forming. Note that salinity measured in the field was converted to density;
adjustments for ambient temperature were included.
■ Wind speed was input at 1 m/s.. The effects of greater wind -induced mixing were also tested
during the sensitivity analysis.
■ Manning's n of 0.035 was used, which is a standard value used roughness for sandy/silty
creekbeds. Manning's n is a measure of the roughness of the creek bottom.
10 3/23/01

3.1.1.2 Effluent Characteristics
Table 3 lists the values used for each of the effluent characteristics required as input parameters
by CORMIX3 for Scenario 1. Required characteristics include:
Effluent Flow Rate ranges from 70 to 110 gpm, as allowed by the existing NPDES permit.
The flow rate was initially modeled as 70 gpm, since the groundwater treatment system
typically operates at this level. The 110 gpm case was also tested.
Temperature of the effluent was input as 67.5 °F, which is based on data collected during a
groundwater study conducted for USEPA (WESTON, 1992). No effluent temperature
measurements were available.
■ Pollutant concentration was input at 19 µg/L (ppb), which is the maximum concentration of
nickel detected during the year that the groundwater treatment system was in operation. As
noted in the introduction, nickel in the effluent is part of the background groundwater quality
and is not one of the organic pollutants undergoing remediation.
It should be noted that the effluent has a higher average temperature and lower salinity than the
receiving system. The effluent will be less dense than the receiving system under most
conditions, and will remain associated with surface waters in the far field. In the near field, the
system is shallow and the effluent will mix with both fresh and brakish waters. As stated in
Section 3.1.1.1, the water is not stratified in the near -field due to the shallow depth and wind -
induced mixing.
3.1.1.3 Discharge Characteristics
Table 3 lists the values used for each of the discharge characteristics required as input parameters
by CORMIX3 for Scenario 1.
■ Discharge configuration of the system is flush, meaning that the discharge pipe is located at
the end of the bank.
■ Horizontal angle (sigma) is the measure of the angle of the discharge pipe relative to the
bank. The pipe extends out perpendicularly from the bank (sigma = 90°).
■ Distance from bank is zero feet (discharge is located at the edge of the bank).
■ Depth at discharge was input as 4 inches, which is the distance from the bottom of the pipe to
the surface of the water.
■ Bottom Slope of 8.3% was calculated from field measurements of ambient depth.
■ Pipe Diameter is four inches.
11 3/23/01

3.1.2 Scenario 2
The second scenario evaluated was a modification of the current discharge system. In this case,
the discharge pipe was extended to a distance of 10 feet away from the edge of the shore. This
modification moved the discharge into slightly deeper water, allowing additional mixing to occur
in the near -field. The end of the pipe was assumed to be submerged just below the surface of the
water. Like Scenario 1, this surface buoyant discharge was evaluated using CORMIX3. The
diameter of the discharge pipe (4 inches) was not changed.
3.1.2.1 Ambient Conditions
Table 4 lists the values used for each of the ambient conditions required as input parameters for
Scenario 2. The only parameters altered from Scenario 1 was average depth. Average. depth
increased slightly from 6 inches (Scenario 1) to 12 inches (Scenario 2).
3.1.2.2 Effluent Conditions
Effluent conditions for Scenario 2 are listed in Table 4. Effluent conditions for Scenario 2 were
not modified from Scenario 1 input.
3.1.2.3 Discharge Conditions
The only discharge condition modified from Scenario 1 input was the distance from bank, which
increased from 0 feet to 10 feet. Discharge conditions for Scenario 2 are provided in Table 4.
3.1.3 Scenario 3
The third scenario evaluated was a modification of the current discharge system to a single port
submerged discharge located in the main channel of the receiving system approximately 330 feet
from the edge of the bank. This modification moved the discharge into deeper waters with
greater ambient velocity. This submerged discharge was evaluated, using CORMIXI. The
diameter of the discharge pipe (4 inches) was not changed.
3.1.3.1 Ambient Conditions
Table 5 lists the values used for each of the ambient conditions required as input parameters for
Scenario 3. Most parameters were adjusted from the base case (Scenario 1), including average
depth, depth at discharge, ambient velocity, tidal velocity, and density profile.
■ Depth - The slope of the bottom in this area of the channel was steeper than in the shallow
portion of the creek. The depth in the area of the discharge was approximately 7 feet
(averaged from high and low tides), while the depth at the discharge location was 6.3 feet.
The difference between the ambient and discharge depths reflects the steeper bottom slope in
the main channel.
12 3/23/01

■ Vel_ ocity — Significantly higher velocity was measured in this portion of the river. Ambient
velocity of 0.7 m/s, and a tidal velocity of 0.4 m/s were used in this scenario.
Density — A well-defined salinity profile, or pycnocline, was observed in this region of the
channel, hence this portion of the stream was modeled as linearly stratified system ranging in
densities from 1003 kg/m3 at the surface and 1011 kg/m3 at depth. The effluent, a non -saline
groundwater, is expected to be less dense than the ambient water near the area of the
discharge. The more buoyant effluent will rise towards the surface of the water due to this
density difference, which will promote mixing.
3.1.3.2 Effluent Conditions
Effluent conditions for Scenario 3 are listed in Table 5. Effluent conditions for Scenario 3 were
not modified from the conditions specified for Scenario 1.
3.1.3.3 Discharge Conditions
Table 5 lists the values used for each of the discharge characteristics required as input parameters
by CORMIXI for Scenario 3. Note that CORMIXI requires several different input parameters
than CORMIX3.
■ Distance from the stream bank was increased to 330 feet, which is located in the main
channel.
■ Port Height from bottom is 0 inches, indicating that the pipe lays along the bottom of the
creek, rather than discharging at the surface, as in the other scenarios.
■ Vertical Angle (theta) indicates in which direction the end of the pipe is located. The
discharge was modeled at 0°. This angle indicates that the pipe discharges horizontally into
the water column.
3.2 MODEL RESULTS
Modeling results for each of the three scenarios are presented below. The session report for each
scenario listing the input and output is provided in Appendix B. As stated at the outset of the
report, the acute water quality standard of 74 µg/L for nickel is always met regardless of the
discharge configuration because the effluent concentration of nickel (maximum concentration of
19 µg/L) in the effluent is always considerably less than 74 µg/L. The purpose of the modeling
is to evaluate how the various discharge configurations affect where the chronic criterion in the
NPDES permit (8.3 µg/L) is met in the receiving system. It should be noted that the highest
nickel concentration recorded (19 µg/L) only requires a 2.3-fold dilution to achieve the required
criteria. This required dilution occurs in the near -field of each of the three scenarios.
Tables 6 through 1 i summarize the model output in terms of the in -stream dilution at various
distances from the outfall pipe. The dilution ratio is the discharged concentration of nickel
divided by the predicted in -stream concentration of nickel at the plume centerline. The plume
13 3/23/01

centerline concentration is used, as opposed to the average plume concentration at a specified
distance, because it is the highest concentration in the plume cross-section and is more protective
of the aquatic life. These tables summarize the results of six CORMIX model runs (three
scenarios and two flow rates each).
3.2.1 Scenario 1
Table 6 presents the results from the CORMIX3 model of the current discharge system for the
two flow rates tested, 70 and 110 gpm. Table 7 lists the dilution ratios along the centerline of the
plume as it moves downstream until the distance at which the CCC is met. As indicated in the
tables, the continuous criterion concentration (CCC) is met using the current configuration at a
distance of 3.51 meters (11.5 feet) from the discharge point at 70 gpm and at a distance of 5.27
meters (17.3 feet) at 110 gpm.
The model predicted a flow class `FJ3' for this system at 70 gpm flow rate. The FJ3 flow class
description is provided at the end of the Scenario 1 results in Appendix B.1. To summarize,
mixing is initially dominated by the momentum of the discharge, causing relatively constant
spreading in the horizontal and vertical directions. The deflection by the ambient crossflow is
relatively weak. Then, the flow interacts with the bottom of the receiving water body and is
considered to be fully vertically mixed. At the end of this initial mixing, the flow restratifies due
to density differences. Deflection by the ambient current is still relatively weak. Lastly, the flow
cross-section becomes distorted by the buoyancy, resulting in thinning of the flow and increased
spreading. Dilution is reduced due to suppression of the vertical mixing by buoyancy forces.
At the higher flow rate (110 gpm), the model predicted flow class `SA2'. The SA2 flow class is
provided at the end of the Scenario results in Appendix B.2. In this case, flow is dynamically
attached to. the downstream bank. Along the bank is a zone of re -circulating effluent which
reduces dilution. The penetration of the crossflow is reduced due to this dynamic attachment.
The remaining near -field flow characteristics (i.e., the non -shoreline attached characteristics) are
similar to the FJ3 class described for the 70 gpm case.
3.2.2 Scenario 2
Table 8 presents the results from the CORMIX3 model of the discharge with a 10' extension for
the two flow rates tested, 70 and 110 gpm. Table 9 lists the dilution ratios along the centerline of
the plume as it moves downstream until the distance at which the CCC is met. As indicated in
the tables, the CCC is met at a distance of 1.69 meters (5.54 feet) from the discharge point at 70
gpm and at a distance of 1.68 meters (5.51 feet) for the 110 gpm case.
The model predicted a flow class `FJ1' for this system for both flow rates tested (70 gpm and
110 gpm). The FJ1 flow class description is provided at the end of the Scenario 2 results in
Appendix B.3 (70 gpm case) and Appendix B.4 (110 gpm case). To summarize, mixing is
initially dominated by the momentum of the discharge, causing relatively constant spreading in
the horizontal and vertical directions. The deflection by the ambient crossflow is relatively weak.
Then, the flow cross-section becomes distorted by the buoyancy, resulting in the thinning of the
flow and increased spreading. The dilution is reduced due to the suppression of the vertical
mixing by buoyancy forces.
14 3/23/01

3.2.3 Scenario 3
Table 10 presents the results from the CORMIXI model of the submerged discharge
configuration located in the main channel of Northeast Creek. Table 11 lists the dilution ratios
along the centerline of the plume as it moves downstream until the distance at which the CCC is
met. As indicated in the tables, the CCC was met at a distance of 0.47 meters (1.5 feet) from the
discharge point for the 70 gpm flow rate and at 0.76 meters (2.5 feet) at 110 gpm.
The model predicted a flow class `S V for this system at both flow rates tested (70 gpm and 110
gpm). The S 1 flow class description is provided at the end of the Scenario 3 results in Appendix
B.5 (70 gpm) and Appendix B.6 (110 gpm). Overall, this flow configuration is most affected by
the ambient density stratification and strong ambient crossflow. To summarize the near -field
mixing, the flow is initially dominated by the effluent momentum (jet -like) and is weakly
deflected by the ambient current. Then, the jet becomes strongly deflected by the ambient
current, and the plume slowly rises due to density differences. The plume continues to be
deflected by the flow, and rises toward its terminal level. Lastly, as the plume approaches its
terminal level, the concentration distribution becomes relatively uniform across the plume width
and thickness.
3.3 SENSITIVITY ANALYSIS
Since the chronic water quality standard for nickel is met within the near -field mixing region for
all scenarios, the existing discharge configuration was selected as the base case upon which the
sensitivity analysis was run. The sensitivity analysis varied baseline input parameters
independently to determine which parameters most strongly influence the effectiveness of. the
discharge system, measured as the distance from the pipe at which the CCC is met in the
downstream direction (`y-direction' listed on the output sheets).
Ten independent variables were selected for evaluation in the sensitivity analysis:
• Wind Speed
■ Manning's n of the river bed
■ Ambient Density
■ Bottom Slope
■ Bottom Depth
• Ambient Velocity
• Tidal Velocity
■ Effluent Temperature
• Effluent Flow Rate
■ Horizontal Angle of Pipe (sigma)
Remaining input parameters into the model, such as pipe diameter and CCC, were not varied
since these parameters are fixed.
The procedure for the sensitivity analysis was to vary the baseline value of each parameter
individually by a fixed amount, typically plus or minus 20%. The CORMIX3 model was then
15 3/23/01

executed and the change in the resulting value for the dependent variable, the distance from the
pipe to the location where the CCC was achieved, was recorded. The results of the sensitivity
analysis are summarized in Table 12.
Note that several parameters varied by more or less than 20%. These parameters are described
below.
1. Effluent Temperature was varied by ±10% because the source of the effluent is
groundwater, which has had historically stable temperature characteristics.
2. Wind Speed was varied by more than 20%. The base wind speed used is 1 m/s, and was
varied to 0 m/s (-100%) and 2 m/s (+100% change).
3. Tidal Velocity and Ambient Velocity were tested using many different cases since this
parameter has the potential to vary the most in the natural system, for example if a storm
occurs. The base case velocity is a very small number (0.01 m/s) and was varied by as
much as 1000% (0.10 m/s) to simulate a wide range in environmental conditions.
4. Bottom depth was varied only in the increasing direction.
The sensitivity of the independent variables in decreasing order of sensitivity are:
1. Ambient density
2. Bottom depth
3. Tidal velocity (1000% case only)
4. Manning's n
5. Effluent flow rate
6. Tidal velocity
7. Horizontal Sigma
8. Effluent temperature
9. maximum tidal velocity
10. & 11. Wind speed & Bottom slope (tied)
It should be noted that several of the parameters caused a decrease in the distance to the CCC,
meaning that the change in the parameter caused more rapid mixing. Refer to Table 12 for a list
of the magnitude and direction of the changes resulting from the sensitivity analysis.
The most sensitive parameter, ambient density, moved the position of the CCC to 7.03 meters
(23 feet), and the second -most sensitive parameter, bottom depth, shifted the position to where
the CCC was met to 1.7 meters (5.6 feet). The large percent changes in the sensitivity analysis
reflect the fact that the base case distance to the CCC is a small distance 3.51 m (11.5 feet).
16 3/23/01

4. Conclusions and Recommendation
4.1 CONCLUSIONS
Based upon monthly discharge monitoring report data for the outfall and the CORMIX modeling
results, it is clear that the concentrations of nickel in the treated groundwater have always been
less than the acute water quality standard for nickel of 74 µg/L (for the protection of aquatic
life). Therefore the standard for acute toxicity for nickel is consistently met at the end of pipe
and no allowance for a toxic dilution zone is needed.
Using the highest nickel concentration measured in the treated groundwater (19 µg/L), the
CORMIX model predicted that the nickel concentrations are diluted below the chronic water
quality standard for the protection of aquatic life (8.2 µg/L) within the near -field region of the
mixing zone for all three scenarios modeled.
We conclude that historical discharges, including some exceedances of the permit limit for
nickel, from the existing outfall configuration was and is protective of aquatic life and human
health because 1) the discharge has always been less than the acute water quality standard and 2)
is less than the chronic water quality standard within approximately 12 feet from the outfall
under the worse case conditions that were modeled.
The distance within which the chronic water quality standard is met under Scenario 1 (existing
conditions) is less than 2 percent of the total width of Northeast Creek at the discharge location
(creek width is approximately 850 feet at the discharge location). Therefore, we conclude there
exists an ample zone of passage around the immediate discharge location where the chronic
water quality standard for nickel may be exceeded. The dilution ratio is 2.8 at the edge of the
near field region for Scenario 1.
Under Scenario 2 the discharge pipe is extended approximately 10 feet into the creek to take
advantage of the increased depth and mixing. Under Scenario 2, at a discharge concentration of
nickel of 19 µg/L, the chronic in -stream water quality standard is met within 5.5 feet (1.7 meters)
from the end of the outfall pipe under average flow conditions (70 gpm). The dilution ratio at
the edge of the near field predicted for Scenario 2 is 7.3.
Under Scenario 3 the discharge pipe is extended 330 feet into the main channel of the creek. In
this case, the chronic standard is met within 0.47 meters (1.5 feet) from the end of the outfall pie
under average flow conditions (70 gpm). The dilution ratio at the edge of the near -field region
predicted for Scenario 3 is 30.3. -
4.2 RECOMMENDATIONS
Based upon the conclusions listed above, we recommend that:
1) The existing outfall configuration should be extended approximately 10 feet into
Northeast Creek (Scenario 2) to take advantage of increased mixing.
17 3/23/01

2) The near field region should be used as the point of compliance for in -stream chronic
water quality standards. The worse -case dilution ratio of 7.3 should be used to establish
revised NPDES permit limits for the former ABC Cleaners. This would increase the
nickel permit limit to 60 µg/L (e.g., 8.2 µg/L chronic water quality standard x 7.3 dilution
ratio = 60 µg/L). The permit limits for other constituents that are based upon the chronic
in -stream water quality standards could also be increased accordingly.
The use of the near -field mixing zone alone to calculate the dilution ratio provides a safety factor
since it does not take into account additional mixing that occurs in the far -field region. In
addition, the dilution ratio of 7.3 for a 70 gpm discharge rate would increase to 12.5 for a 110
gpm discharge rate, providing an additional factor of safety. Therefore, we believe that these
permit modifications will ensure protection of aquatic life and human health.
18 3/23/01

5. References
Arka, G.H., R.L. Doneker, and S.L. Hinton. 1997. User's Manual for CORMIX.• A
Hydrodynamic Mixing Zone Model and Decision Support System for Pollutant Discharges into
Surface Waters. EPA/823B-97-006.
North Carolina Department of Environment and Natural Resources (NC DENR). 15A NCAC
0213.0202 Mixing Zones.
North Carolina Department of Environment and Natural Resources (NC DENR). 1999. Mixing
Zones in North Carolina. July 23, 1999.
Oregon Graduate Institute. 2000. Cornell Mixing Zone Expert System (CORMIX) for Windows.
CORMIX is a software system for the analysis, prediction and design of aqueous toxic or
conventional pollutant discharges into diverse water bodies.
United States Environmental Protection Agency (USEPA). 1991. Technical Support Document
for Water Quality -based Toxics Control. EPA/505/2-90-001. March 1991.
United States Environmental Protection Agency (USEPA). 2000. User's Manual for CORMIX.•
A hydrodynamic Mixing Zone Model and Decision Support System for Pollutant Discharges into
Surface Waters.
WESTON (Roy F. Weston, Inc.). 1992. Remedial Investigation Report, ABC 1-Hour Cleaners.
Prepared for the USEPA. Contract No. 68-W9-0057. August 1992.
19 3/23/01

Table 1
Data Collection Sheet
Groundwater Treatment Plant Discharge
Camp LeJeune, NC
February 7, 2001
TIDAL MEASUREMENTS
Time
Stage (in)
INotes
1050
17.5
1115
18
1155
16.5
1228
15.25
1346
14.5
choppy water; approximate avg. height
1435
14.25
choppy water; approximate avg. height
1511
13.75
1620
13.5
1730
NR
STREAM PROFILE MEASUREMENTS
Aistance
Depth
I
Depth
Velocity
Conductivity Temperature
Salinity
Time
om pipe)
(inches)
(feet)
(ft/s)
(MS)
(°C)
(ppt)
1120
0
-3 (elevated above water)
negligible
--- m
---
---
1128
5
8
0.7
negligible
11.5 m
12.0
6.2
1130
10
14
1.2
negligible
15.6 m
12.4
8.2
1138
15
19
1.6
negligible
14.8 m
12.0 1
8.6
1143
20
19
1.6
negligible
14.8 m
12.2
8.9
1146
25
24
2.0
negligible
17.8 m
12.4
10.5
1148
30
24
2.0
negligible
17.2 m
12.5
9.6
1201
35
25.5
2.1
negligible
13.6 s
12.6
7.9
35
25.5
2.1
negligible
20.3 d
12.3
12.4
1207
40
25
2.1
negligible
12.0 s
12.5
7.1
40
25
2.1
negligible
14.8 d
12.4
11.9
1213
45
25.5
2.1
negligible
9.6 s
12.8
2.6
45
25.5
2.1
negligible
19.7 d
12.3
11.7
1225
75
NR
NR
negligible
NR
NR
NR
1235
100
NR
NR
negligible
NR
NR
NR
1258
150
48
4.0
negligible
NR
NR
NR
1303
.200
48
4.0
negligible
NR j
NR
NR
1311
250
52
4.3
negligible
18.7 d
12.6
11.7
1320
1 Oth support
NR
NR
detected
NR
NR
NR
s = shallow measurement collected at approximately
2/10 depth measured from the surface
m = mid -depth measurement collected
at approximately 6/10 depth measured from the surface
d = deep measurement collected at approximately
8/10 depth measured from the surface
NR = not recorded

Table 1 - continued
Data Collection Sheet
Groundwater Treatment Plant Discharge
Camp LeJeune, NC
February 7, 2001
STREAM PROFILE MEASUREMENTS
Railroad
Distance Depth
Velocity
Conductivity Temperature
Salinity
Time
Support*
to Pipe
(feet)
(ftls)
(MS)
(°C)
(ppt)
1400
1Oth
417
9.5
0.5
13.2 s
11.8
9.
0.3
23.2 d
11.6
14
1405
7th
363
9.0
0.9
NR s
NR
NR
0.7
NR d
NR
NR
1410
5th
327
7.0
0.6
19.1 s
11.9
11.6
0.4
24.0 d
11.4
14.6
1415
3rd
291
4.5
0.25
NR s
NR
NR
0.3
NR d
NR
NR
1425
4th
309
7.0
0.4
5.3 s
14.7
3.4
-0.1
22.5 d
11.9
13.6
1515
8th
381
8.5
1.0
6.9 s
14.1
3.6
0.46
23.9 d
23.9
14.5
1531
1Oth
417
6.8
0.6
6.0 s
14.5
3.2
0.45
23.3 d
11.5
14.1
1540
6th
345
7.8
0.4
6.5 s
14.2
4.4
0.44
23.2 d
11.5
14.0
1600
3rd
291
6.5
-0.2
7.4 s
14.9
4
0.1
24 d
11.4
14.4
1610
1st
255
4.5
-0.15
7.05 s
14.2
3.9
0.3
21.7 d
12.1
13.1
1630
N/A
45
NR
0 to 0.03
3.4 s
16.3
2.1
0 to 0.03
7.5 d
14.4
4.7
1645
1 Oth
417
8.5
0 to 0.15
6.2 s
14.3
3.8
0.05 to 0.1
22.7 d
11.6
13.7
1700
8th
381
7.5
-0.5
8.5 s
13.6
4.9
0.1 to 0.2
23.5 d
11.5
14.3
* = Railroad support
numbers are counted from the left looking upstream.
See field notes.
s = shallow measurement
collected
at approximately 2/10 depth measured from the surface
d = deep measurement collected
at approximately 8/10 depth measured from the surface

Table 1 - continued
Data Collection Sheet
Groundwater Treatment Plant Discharge
Camp LeJeune, NC
February 7, 2001
FIELD NOTES
1. No current was observed in the channel until the area immediately downstream of the
railroad bridge.
2. The lack of current in area to the left of the bridge (looking upstream) where the discharge pipe
is located was confirmed by the total absence of barnacles growing on any surface. Barnacles
were plentiful on the rocks and bridge supports in areas where a current was detected.
Barnacles began to be present on the third railroad support (counting from the left) through the
center of the channel. Algal growth was present in areas of low flow.
3. The riprap/diffuser indicated on the as -built drawings is not present.
4. The discharge pipe was confirmed to, have a 4-inch diameter. The pipe was located above the water
even at high tide.
5. The workmen at the marina indicated that the tide typically fluctuated about 12 inches; and
could fluctuate as much as 18 inches during storms or spring tides. Tidal variation at the
location of the pipe discharge during our sampling even was approximately 6 inches.
6. The weather was approximately 75°F and sunny, with relatively little wind in the morning.
Light breezes were present in the afternoon causing the surface of the water to be slightly choppy.
7. The distance from the pipe to the current exceeded 250 feet, so an alternate frame of reference was
established. All measurements from railroad supports were measured using the line of sight
from two cable crossing signs (one on each side of channel), with a perpendicular line from the RR
support for each sampling point Measuring tape from the supports to the horizontal transect
was used to ensure measurements were collected from the correct location. However, flexibility
in the measuring tape introduced some error into the process.
8. There were 19 RR supports, not counting the end braces. The supports were equally spaced 18'
apart. The total length of the RR bridge was 360'. The distance from the pipe to the closest RR
brace was 237' (measured parallel from pipe into channel).
9. The salinity profile in the creek was a sharp break rather than gradual variation. The break,
changing from approximately 3-4ppt to >8ppt occurred in the top foot of the water. The majority
of the water in the creek is saline/brackish.
10. Creek bottom was silty mud, with some sandy patches.

Table 2
Historical Nickel Concentrations in Northeast Creek
Data Collected by NCDWQ downstream of Highway 24
Date
Depth (ft)
(feet)
Result"
(AWL)
18-Apr-90
0.32
<10
25-Jul-90
0.32
<10
01-Nov-90
0.32
<10
17-Jan-91
0.32
<10
II-Apr-91
0.32
<10
05-Aug-91
0.32
<10
23-Oct-91
0.32
<10
15-Jan-92
0.32
<10
08-Apr-92 0.32 <10
28-Jul-92
0.32
<10
28-Oct-92
0.32
<10
14-Jan-93
0.32
<10
15-Apr-93
0.32
<10
15-Jul-93
0.32
<10
23-Aug-93
0.32
<10
13-Sep-93
0.32
1<10
20-Oct-93
0.32
<10
17-Nov-93
0.32
<10
08-Feb-94
0.32
<10
29-Mar-94
0.32
<10
13-Apr-94
0.32
<10
12-May-94
0.32
<10
28-Jun-94
0.32
<10
20-Jul-94
0.32
<10
16-Aug-94
0.32
<10
07-Sep-94
0.32
<10
06-Oct-94
0.32
<10
08-Nov-94
0.32
<10
27-Dec-94
0.32
<10
18-Jan-95
0.32
<10
28-Feb-95
0.32
<10
30-Mar-95
0.32
<10
19-Apr-95
0.32
<10
16-May-95
0.32
<10
15-Jun-95
0.32
<10
11-Jul-95
0.32
<10
10-Aug-95
0.32
<10
14-Sep-95
0.32
<10
24-Oct-95
0.32
<10
16-Nov-95
0.32
<10
06-Dec-95
0.32
40
16-Jan-96
0.32
<10
12-Feb-96
0.32
<10
21-Mar-96
0.32
<10
15-Apr-96
0.32
<10
20-May-96
0.32
50
06-Jun-96
0.32
<10
Date
Depth (ft)
(feet)
Result'
(µg/L)
17-Jul-96
0.32
<10
22-Aug-96
0.32
<10
18-Sep-96
0.32
<10
16-Oct-96
0.32
<10
07-Nov-96
0.32
<10
10-Dec-96
0.32
<10
15-Jan-97
0.32
<10
10-Feb-97
0.32
<10
10-Mar-97
0.32
<10
07-Apr-97
0.32
<10
15-May-97
0.32
<10
11-Jun-97
0.32
<10
09-Jul-97
0.32
<10
07-Aug-97
0.32
<10
01-Oct-97
0.32
<10
30-Oct-97
0.32
50
18-Nov-97
0.32
<10
18-Dec-97
0.32
50
26-Jan-98
0.32
<10
17-Mar-98
0.32
<10
25-Mar-98
0.32
<10
28-Apr-98
0.32
<10
18-May-98
0.32
<10
24-Jun-98
0.32
<10
14-Jul-98
0.32
<10
24-Aug-98
0.32
<10
15-Sep-98
0.32
<10
28-Oct-98
0.32
<10
19-Nov-98
0.32
<10
04-Jan-99
0.32
<10
23-Feb-99
0.32
<10
24-Mar-99
0.32
<10
14-Apr-99
0.32
<10
05-May-99
0.32
<10
02-Jun-99
0.32
<10
07-Jul-99
0.32
<10
04-Aug-99
0.32
<10
27-Sep-99
0.32
<10
13-Oct-99
0.32
<10
09-Nov-99
0.32
<10
09-Dec-99
0.32
<10
31-Jan-00
0.32
<10
21-Feb-00
0.32
<10
21-Mar-00
0.32
<10
19-Apr-00
0.32
<10
"Detection Limit for nickel is 10 µg/L.

Table 3
CORMIX Input Parameters
SCENARIO 1
PARAMETER
UNITS
VALUE
Ambient Conditions
Average Depth
0.45
feet
Depth at Discharge
0.33
feet
Mannings n
0.035
---
Ambient Velocity
0.01 rn/s
a Uniform stratification assumed since depth of system is less than 1 foot.
Mixing from wind typically prevents stratification.
b Although channel width of 850' is known, the portion of the river affected by the model
is significantly less than the channel width. For the purposes of the model, the
system is unbounded.
e Selection of the 'conservative' pollutant type indicates that the pollutant does not
degrade over time.
d Value (8.2 µg/L) is the Federal Water Quality Criteria for nickel in saltwater, which is
slightly more conservative than the permit limit of 8.3 µg/L.
e Selection of 'flush' discharge configuration indicates that the discharge lies
along the edge of the bank.
f Right bank, looking downstream.

Table 4
CORMIX Input Parameters
SCENARIO 2
a Uniform stratification assumed since depth of system is less than I foot.
Mixing from wind typically prevents stratification.
b Although channel width of 850' is known, the portion of the river affected by the
model is significantly less than the channel width. For the purposes of the model,
the system is unbounded.
Selection of the 'conservative' pollutant type indicates that the pollutant
does not degrade over time.
d Value (8.2 µg/L) is the Federal Water Quality Criteria for nickel in saltwater, which is
slightly more conservative than the permit limit of 8.3 µg/L.
Selection of 'protruding' discharge configuration indicates that the discharge pipe
extends outward from the edge of the bank.
f Right bank, looking downstream.

Table 5
CORMIX Input Parameters
SCENARIO 3
PARAMETER
UNITS
VALUE
Ambient Conditions
Average Depth
7.0
feet
Depth at Discharge
6.3
feet
Mannings n
0.035
---
s Uniform stratification assumed since depth of system is less than 1 foot.
Mixing from wind typically prevents stratification.
b Field sampling indicated that the
p g pyncocline (salinity profile in the water column)
increased steadily with depth; therefore, a linear density profile was selected.
Selection of the 'conservative' pollutant type indicates that the pollutant does not
degrade over time.
d Value (8.2 µg/L) is the Federal Water Quality Criteria for nickel in saltwater, which is
slightly more conservative than the permit limit of 8.3 µg/L.
e Right bank, looking downstream.

Table 6
Modeling Results from Scenario 1'
Flow Rate = 70 gpm
Distance
Distance
Distance
Dilution
Concentration
Output
x-direction; meters
y-direction; meters
z-direction; meters
Ratio
(µg/L)
CMC
0.0
0.0
0.0
1.0
19
TDZb
0.0
0.76
0.0
0.5
16.2
CCC
0.09
3.51
0.0
2.3
8.2
Near -field Region
0.12
4.02
0.0
2.8
6.8
Scenario 1 - Pipe in Current Configuration. Surface discharge at edge of bank.
b The limiting criterion for the TDZ for this scenario is 5 times the ambient water depth,
which is equal to 5 x 6 inches, or 30 inches (0.76 meters).
CMC = Criterion Maximum Concentration.
TDZ = Toxic Dilution Zone.
CCC = Criterion Continuous Concentration.
Modeling Results from Scenario 1'
Flow Rate = 110gpm
Distance
Distance
Distance
Dilution
Concentration
Output
x-direction; meters
y-direction; meters
z-direction; meters
Ratio
(µg/L)
CMC
0.0
0.0
0.0
1.0
19
TDZb
0.0
0.76
0.0
1.1
16.7
CCC
0.12
5.27
0.0
2.3
8.2
Near -field Region
0.13
5.40
0.0
2.4
7.9
Scenario 1 - Pipe in Current Configuration. Surface discharge at edge of bank.
b The limiting criterion for the TDZ for this scenario is 5 times the ambient water depth,
which is equal to 5 x 6 inches, or 30 inches (0.76 meters).
CMC = Criterion Maximum Concentration.
TDZ = Toxic Dilution Zone.
CCC = Criterion Continuous Concentration.
NAABC Cleaners\CORMIX\scenario_results_final.xls_scenario 1 3/22/01

Table 7
Dilution Ratios from Scenario 1
Flow Rate = 70 gpm
Distance
Concentration
x-direction y-direction
z-direction Dilution Ratio
at Centerline
BV
BH
(meters)
(meters)
(meters) at Centerline
(µg/L)
(meters)
(meters)
0.0
0.0
0.0 1.0
19.0
0.10
0.04
0.01
1.53
0.0 1.5
12.7
0.10
0.19
0.07
3.27
0.0 1.8
10.8
0.10
0.44
0.09
3.51
0.0 2.4
7.9
0.10
1.64
0.12
4.02
0.0 2.8
6.8
0.07
2.00
Dilution Ratios from Scenario 1
Flow Rate =110 gpm
Distance
Concentration
x-direction
y-direction
z-direction Dilution Ratio
at Centerline
BV
BH
(meters)
(meters)
(meters) at Centerline
(µg/L)
(meters)
(meters)
0.0
0.0
0.0 1.0
19.0
0.1
0.04
0.01
1.51
0.0 1.5
12.7
0.1
0.19
0.10
4.78
0.0 1.9
10.2
0.1
0.69
0.12
5.24
0.0 2.1
9.0
0.1
2.21
0.13
5.40
0.0 2.4
7.9
0.04
2.97
BV = Gaussian 1/e
(37%) vertical thickness
BH = Gaussian 1/e
(37%) horizontal half -width,
normal to trajectory
N/A = Not Available

Table 8
Modeling Results from Scenario 2°
Flow Rate = 70gpm
Distance
Distance
Distance
Dilution
Concentration
Output
x-direction; meters
y-direction; meters
z-direction; meters
Ratio
(µg/L)
CMC
0.0
0.0
0.0
1.0
19
TDZ'
0.03
1.52
0.0
2.2
8.8
CCC
0.04
1.69
0.0
2.3
8.2
Near -field Region
0.86
7.91
0.0
7.3
2.6
a Scenario 2 - Discharge pipe with 10' extension (surface discharge). Pipe diameter is 4 inches.
b The limiting criterion for the TDZ for this scenario is 5 times the ambient water depth,
which is equal to 5 x 1' or 5' (1.52 meters).
CMC = Criterion Maximum Concentration.
TDZ = Toxic Dilution Zone.
CCC = Criterion Continuous Concentration.
Modeling Results from Scenario 2'
Flow Rate=110gpm
Distance
Distance
Distance
Dilution
Concentration
Output
x-direction; meters
y-direction; meters
z-direction; meters
Ratio
(µg/L)
CMC
0.0
0.0
0.0
1.0
19
TDZb
0.02
1.52
0.0
2.1
8.9
CCC
0.02
1.68
0.0
2.3
8.2
Near -field Region
1.49
12.75
0.0
12.5
1.5
Scenario 2 - Discharge pipe with 10' extension (surface discharge). Pipe diameter is 4 inches.
b The limiting criterion for the TDZ for this scenario is 5 times the ambient water depth,
which is equal to 5 x For 5' (1.52 meters).
CMC = Criterion Maximum Concentration.
TDZ = Toxic Dilution Zone.
CCC = Criterion Continuous Concentration.
N:WBC Cleaners\CORMIX\scenario_results_final.xls_scenario 2 3/22/01

Table 9
Dilution Ratios from Scenario 2
Flow Rate = 70 gpm
Distance
Dilution Ratio
Concentration
at Centerline
BV
BH
x-direction y-direction z-direction
(meters)
(meters)
(meters)
at Centerline
(µg/L)
(meters)
(meters)
0
0.0
0.0
1.0
19.0
0.11
0.08
0.01
0.87
0.0
1.5
13.1
0.10
0.17
0.04
1.69
0.0
2.3
8.2
0.12
0.42
0.05
1.91
0.0
2.5
7.6
0.12
0.50
0.09
2.50
0.0
3.0
6.4
0.12
0.74
0.27
4.27
0.0
4.0
4.7
0.13
1.57
0.63
6.68
0.0
5.0
3.8
0.13
2.97
0.86
7.91
0.0
7.3
2.6
0.09
4.09
Dilution Ratios from Scenario 2
Flow Rate = 110 gpm
Distance
Dilution Ratio
Concentration
at Centerline
BV
BH
x-direction y-direction z-direction
(meters)
(meters)
(meters)
at Centerline
(µg/L)
(meters)
(meters)
0.0
0.00
0.0
1.0
19.0
0.10
0.04
0.01
0.99
0.0
1.5
12.3
0.12
0.16
0.01
1.36
0.0
2.0
9.7
0.13
0.25
0.02
1.66
0.0
2.3
8.2
0.14
0.33
0.05
2.34
0.0
3.0
6.3
0.17
0.53
0.12
3.44
0.0
4.0
4.8
0.19
0.92
0.27
5.02
0.0
5.0
3.8
0.20
1.60
0.53
7.21
0.0
6.0
3.2
0.20
2.68
1.01
10.23
0.0
7.0
2.7
0.20
4.43
1.49
12.75
0.0
12.5
1.5
0.19
6.12
BV = Gaussian 1/e (37%) vertical thickness
BH = Gaussian 1/e (37%) horizontal half -width, normal to trajectory

Table 10
Modeling Results from Scenario 3°
Flow Rate = 70 gpm
Output
Distance
x-direction; meters
Distance
y-direction; meters
Distance
z-direction; meters
Dilution
Ratio
Concentration
(µg/L)
CMC
0.0
0.0
0.0
1.0
19
TDZb
4.50
1.1
0.50
31.1
0.61
CCC
0.15
0.47
0.06
2.3
8.2
Near -field Region
4.14
1.11
0.50
30.3
0.63
' Scenario 3 - Discharge pipe extended to the channel (330' from shore); pipe has 4-inch diameter.
b The limiting criterion for the TDZ for this scenario is 50 times the discharge length scale,
which is equal to 50 x 0.09m, or 4.5 meters. Note that the discharge length scale is defined as
the square -root of the cross -sectional area of any discharge outlet.
Also note that the limit of the TDZ exceeds the dimensions of the Near -field Region.
CMC
CCC.
TDZb
Near -field
CMC = Criterion Maximum Concentration.
TDZ = Toxic Dilution Zone.
CCC = Criterion Continuous Concentration.
Modeling Results from Scenario 3'
Flow Rate = 110 gpm
Distance Distance Distance
x-direction; meters y-direction; meters z-direction; meters
0.0 0.0 0.0
0.14 0.76 0.05
4.50
4.39
1.87
1.87
0.49
0.49
Dilution
Ratio
1.0
2.3
32.9
32.6
Concentration
a Scenario 3 - Discharge pipe extended to the channel (330' from shore); pipe has 4-inch diameter.
b The limiting criterion for the TDZ for this scenario is 50 times the discharge length scale,
which is equal to 50 x 0.09m, or 4.5 meters. Note that the discharge length scale is defined as
the square -root of the cross -sectional area of any discharge outlet.
Also note that the limit of the TDZ exceeds the dimensions of the Near -field Region.
CMC = Criterion Maximum Concentration.
TDZ = Toxic Dilution Zone.
CCC = Criterion Continuous Concentration.
19
8.2
0.58
0.58
N:\ABC Cleaners\CORMIX\scenario results final.xls_scenario 3 3/23/01

Table 11
Dilution Ratios from Scenario 3
Flow Rate = 70 gpm
x-direction
(meters)
Distance
y-direction
(meters)
z-direction
(meters)
Dilution Ratio
at Centerline
Concentration
at Centerline
(µg/L)
B
(meters)
0
0.0
0.0
1.0
19.0
0.05
0.06
0.33
0.02
1.5
12.6
0.08
0.11
0.43
0.04
2.0
9.4
0.10
0.15
0.47
0.06
2.3
8.2
0.11
0.24
0.55
0.10
3.0
6.2
0.14
0.36
0.63
0.15
4.0
4.8
0.16
0.52
0.70
0.22
5.1
3.7
0.18
1.22
0.87
0.47
10.0
1.9
0.27
2.56
1.02
0.60
15.0
1.3
0.34
3.39
1.09
0.50
18.0
1.1
0.38
4.14
Li 1
0.50
32.3
0.6
0.76
Dilution Ratios from Scenario 3
Flow. Rate = 110 gpm
Distance
Dilution Ratio
Concentration
at Centerline
B
x-direction y-direction z-direction
(meters)
(meters)
(meters)
at Centerline
(µg/L)
(meters)
0
0.0
0.0
1.0
19.0
0.05
0.05
0.53
0.01
1.5
12.7
0.09
0.12
0.71
0.04
2.1
9.1
0.12
0.14
0.76
0.05
2.3
8.2
0.13
0.22
0.88
0.08
3.0
6.4
0.15
0.36
1.02
0.14
4.0
4.7
0.19
0.49
1.12
0.19
5.0
3.8
0.22
1.25
1.44
0.46
10.2
1.9
0.33
2.28
1.65
0.60
15.0
1.3
0.42
3.42
1.82
0.49
19.3
1.0
0.48
4.39
1.87
0.49
33.9
0.6
0.98
B = Gaussian 1/e (37%) half -width, normal to trajectory

MIXING ZONES IN NORTH CAROLINA
July 23,1999
A mixing zone is an area downstream of a discharge point where the effluent is diluted by
the receiving water and within which certain water quality standards that would otherwise be
applicable may be exceeded. Under North Carolina regulations, mixing zones can be established on
a case by case basis. This document summarizes North Carolina's mixing zone rule and describes
how it has been used to establish mixing zones.
Standard Permitting Procedure
The following paragraphs provide a brief summary of the Division of Water Quality's
standard operating procedures for determining dilution and establishing permit limits for toxicants.
Further details on permitting procedures may be found in the Division's Wasteload Allocation
Standard Operating Procedures Manual and in the NPDES Permit Writer's Guidance Manual.
Standard permitting practice is to use the entire critical low flow in the receiving waters to
determine dilution, utilizing a simple mass balance approach. Complete and instantaneous mixing
of the effluent with the receiving waters is generally assumed. Dilution is calculated as
D = (Q.+ Q0/ Q.
Where:
Q,v is the maximum permitted wasteflow and
Qu is the critical upstream streamflow, generally the summer 7Q 10 flow.
Permit limits for individual toxicants are established for pollutants that have the reasonable
potential to cause or contribute to an excursion above a State water quality standard. Permit limits
are calculated using a mass balance approach as shown below.
Ca = ((Q. + Qw) (C) — (QO (C,))IQ.
Where:
Cp is the allowable effluent concentration in units of mg/L or µg/L,
CS is the North Carolina water quality standard,
Cu is the background concentration,
Q,v is the maximum permitted wasteflow and
Qu is the critical upstream streamflow, generally the summer 7Q10 flow.
Permits for all major facilities and any facility discharging complex wastewater will contain
whole effluent toxicity (WET) limits. The objective of these WET limits is to prevent discharge of
toxic substances in amounts likely to cause chronic or acute toxicity to wildlife in the receiving
stream. WET testing represents the only feasible method of evaluating the combined effects of
constituents of complex wastestreams.
To establish a WET limit, a facility's instream waste concentration (I WC) is first calculated
as follows.

14w
r1
IWC (°/0) _[Qw/(Qw+ Q01000)
The type of WET test required is based upon the facility's IWC, as well as upon discharge
and receiving water characteristics. For example, if the facility's IWC is greater than or equal to
0.25 percent, the facility will generally perform the "North Carolina Ceriodaphnia Chronic Effluent
Bioassay Procedure". The limit is stated as "there may be no observable inhibition of reproduction '
or significant mortality" at the effluent concentration equivalent to the facility's IWC. The
maximum permit limit is 90%.
If the facility's IWC is less than 0.25 percent, a 24 hour fathead minnow acute "No
Significant Mortality" limit will be applied. The procedure employed is the "Pass/Fail
Methodology For Determining Acute Toxicity In A Single Effluent Concentration".
Other limits are applicable to specific situations, such as episodic discharges or tidally
influenced waters, and alternative tests may be substituted by permittees under certain
circumstances. Detailed information on WET requirements is available from the Division.
General Procedure for Evaluating Mixing Zones
For the majority of discharges, permit limits are established using the approach outlined
above and no explicit mixing zone is established. As provided in 15A NCAC 213.0204 (see
Appendix for the text of this rule), mixing zones for wastewater. discharges can be established on a
case by case basis. This rule states that mixing zones can be established in order to provide
reasonable opportunity for the mixture of wastewater with the receiving waters, and specifies that
these zones be established such that discharges will not:
(1) result in acute toxicity to aquatic life or prevent free passage of aquatic organisms;
(2) result in offensive conditions;
(3) produce undesirable aquatic life or result in a dominance of nuisance species;
(4) endanger the public health or welfare.
The Division evaluates the feasibility and appropriateness of mixing zones when at least one
of the following conditions applies: 1) the permittee proposes to construct a diffuser; 2) the
Division believes that the discharge is causing or is likely to cause water quality problems if
standard practices are followed; 3) the Division receives a request for a mixing zone evaluation.
To date mixing zones have been established in only a few cases. Dilution levels at the
perimeter of these zones have been used to set WET limits and permit limits for individual
toxicants. Water quality standards do not apply within mixing zones, but must be met at the
perimeter of chronic mixing zones. Mixing zones have not been explicitly established for BOD,
fecal coliform or other pollutants.
The Division has no formal specifications for determining the size of chronic mixing zones,
and EPA's Technical Support Document for Water Quality -based Toxics Control (EPA/505/2-90-
001) provides no specific guidance on this issue. North Carolina rules provide that mixing zone
dimensions be determined on a case by case basis "after consideration of the magnitude and
character of the waste discharge and the size and character of the receiving waters". In practice, we
have implemented this provision by taking the following factors into account: type of receiving
waters (e.g. stream vs. estuary); outfall configuration; effluent characteristics; extent of
mixing/dilution; specific aquatic resource concerns (e.g. sensitive areas or species, recreational use,
navigation). State and federal resource agencies are consulted as appropriate.
2

To date the Division has established only chronic mixing zones. While no acute mixing
zones have thus far been established, the Division uses the procedures described in the Technical
Support Document for Water Quality" -based Toxics Control to evaluate the dimensions of potential
acute mixing zones. That document (p. 71-72) outlines four alternatives for sizing acute mixing
zones to prevent lethality to passing organisms. The factors listed in the preceding paragraph are
also considered.
Analytical Approach
The Division requires that the degree of mixing of the effluent with receiving waters be
evaluated using either a dye study or a modeling analysis. In practice, modeling using the Cornell
Mixing Zone Expert System (CORMIX) has been the method of choice. CORMIX is an analytical
tool originally developed at Cornell University and now distributed by EPA's Center for Exposure
Assessment Modeling. CORMIX was intended for the analysis, prediction and design of aqueous
toxic or conventional pollutant discharges into diverse waterbodies. Its major emphasis is on the
prediction of plume geometry and dilution characteristics within a receiving water's initial mixing
zone. Plume behavior at larger distances can also be predicted. CORMIX can be used with single
pipe discharges as well as with multiport diffusers.
CORMIX requires data on the discharge configuration, discharge site morphometry,
ambient conditions and pollutant characteristics. Among the most important factors influencing the
extent of dilution are ambient depth, ambient velocity and effluent discharge velocity. Additional
information on the application of and input requirements for CORMIX may be found in User's
Manual for CORMIX: A Hydrodynamic Mixing Zone Model and Decision Support System for
Pollutant Discharges into Surface Waters, by Gerhard Jirka et al (USEPA Office of Science and
Technology, September 1996).
Models are run using conservative estimates of critical conditions. Critical conditions for
streams are typically defined by the velocity and cross -sectional area associated with the 7Q 10 flow.
Critical conditions for lakes and estuaries are established on a case by case basis and generally
consider water levels, wind, lunar tides and other factors. Mixing zone analyses are generally
conducted using the permitted wasteflow, although other wasteflows may also be evaluated if there
is reason to believe that lower rates of mixing will occur under these conditions. In order to insure
that adequate data are available to support the modeling effort, the Division requires that site -
specific flow and velocity estimates be developed and that model inputs be based upon a cross-
section of the receiving waterbody at the discharge site or comparable data on site morphometry.
Case Descriptions
In order to illustrate how the Division has evaluated mixing zones, two recent examples are
briefly described below.
USMC-Camp Lejeune. Camp Lejeune, operated by the US Marine Corps (USMC), was
designing a new centralized wastewater treatment plant to replace several older facilities. This
plant, with a permitted capacity of 15 MGD, was to discharge into the estuary of the New River.
The potential impact of altered salinity on estuarine biota was a major concern.
In consultation with the North Carolina Division of Marine Fisheries, the Division
determined that aquatic resources would be adequately protected if at least 20:1 dilution was

attained within 50 meters of the outfall. The USMC engaged a consultant to conduct the necessary
field work and to assess mixing characteristics of the proposed outfall using CORMIX.
Several alternative diffuser designs were evaluated. A design was selected which exceeded '
the dilution criteria described above and met the peak hydraulic requirements of the discharge. The
USMC is required to conduct ambient monitoring to evaluate the extent of mixing achieved by the
discharge.
City of Salisbury. The city of Salisbury was designing a new outfall on the Yadkin River to
replace two discharges into small streams. While the Yadkin is a sizeable waterbody, the discharge
would be located in the backwaters of a large impoundment. The Division was concerned that '
ambient mixing would be relatively slow in this situation and that standard procedures may not
protect water quality.
An engineering firm hired by the city measured river cross -sections in the vicinity of the '
discharge. The firm --in conjunction with the Division --used CORMIX to evaluate the mixing
characteristics of both a single pipe outfall and a multiport diffuser. After reviewing discharge and
receiving water characteristics, the Division determined that the mixing zone should not exceed one
third of the river width.
Using this criteria, mixing zones were developed for both the diffuser and single pipe
options. Since both mixing zones provided equivalent water quality protection, requiring water
quality standards to be met when the width of the plume reached one third of the river width, the
Division allowed the city to choose between the two options. Salisbury elected to construct a
diffuser because of the greater dilution obtained.
Further Development of Mixing Zone Policy
As noted above, the Division has established mixing zones in only a few instances. Under
these circumstances working on a case by case basis has proven to be an effective approach. The
number of mixing zone evaluations is likely to increase in the future, however. As this occurs it
will become important for us to ensure that mixing zones are evaluated in a consistent and
scientifically defensible fashion, and that our policy approach and technical requirements are clear
to the public.
The Division therefore intends to review its approach to mixing zone evaluation. This
review will focus on several key issues: 1) clarifying the conditions which should trigger a mixing
zone evaluation and the conditions under which complete and instantaneous mixing should be
assumed; 2) developing criteria for establishing the size of mixing zones; 3) developing guidelines
for the data collection, technical analysis and modeling necessary to support mixing zone
evaluations.
4

APPENDIX
NORTH CAROLINA'S MIXING ZONE RULE (15A NCAC 211.0204)
.0204 LOCATION OF SAMPLING SITES AND MIXING ZONES
(a) Location of Sampling Sites. In conducting tests or making analytical determinations of classified
waters to determine conformity or nonconformity with the established standards, samples shall be
collected outside the limits of prescribed mixing zones. However, where appropriate, samples shall
be collected within the mixing zone in order to ensure compliance with in -zone water quality
requirements as outlined in Paragraph (b) of this Rule.
(b) Mixing Zones. A mixing zone may be established in the area of a discharge in order to provide
reasonable opportunity for the mixture of the wastewater with the receiving waters. Water quality
standards will not apply within regions defined as mixing zones, except that such zones will be
subject to the conditions established in accordance with this Rule. The limits of such mixing zones
will be defined by the division on a case -by -case basis after consideration of the magnitude and
character of the waste discharge and the size and character of the receiving waters. Mixing zones
will be determined such that discharges will not:
(1) result in acute toxicity to aquatic life [as defined by Rule .0202(1) of this Section] or
prevent free passage of aquatic organisms around the mixing zone;
(2) result in offensive conditions;
(3) produce undesirable aquatic life or result in a dominance of nuisance species outside of the
assigned mixing zone;
(4) endanger the public health or welfare.
In addition, a mixing zone will not be assigned for point source discharges of fecal coliform
organisms in waters classified "WS-II," "WS-III," "B," "SB," or "SA." For the discharge of heated
wastewater, compliance with federal rules and regulations pursuant to Section 316(a) of the Federal
Water Pollution Control Act, as amended, shall constitute compliance with Subparagraph (b) of this
Rule.
History Note: Authority G.S. 143-214.1;
Eff. February 1, 1976;
Amended Eff. October 1, 1989; February 1, 1986; September 9, 1979.

APPENDIX 6.1
SCENARIO 1 - 70 gpm flow rate
INCLUDES:
- SESSION REPORT
- PREDICTION REPORT
F1 nw M AAA n9=Gn4ZIPT1ON

CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
CORMIX: CORNELL MIXING ZONE EXPERT SYSTEM
CORMIX-GI Version 4.1GT
SITE NAME/LABEL:
DESIGN CASE: BASE CASE - Surface Discharge
FILE NAME: P:\ABC Cleaners\CORMIX\Input Files\ABC
Cleaners -Scenario 1 70gpm.prd
Using subsystem CORMIX3: Buoyant Surface Discharges
Start of session: 03/22/2001--11:38:15
SUMMARY OF INPUT DATA:
-----------------------------------------------------------------------------
AMBIENT PARAMETERS:
Cross-section = unbounded
Average depth HA = 0.14 m
Depth at discharge HD = 0.10 m
Darcy-Weisbach friction factor F = 0.1862
Calculated from Manning's n = 0.035
Wind velocity UW = 1 m/s
TIDAL SIMULATION at time Tsim = 3 hours
Instantaneous ambient velocity UA = 0.01 m/s
Maximum tidal velocity UaMAX = 0.01 m/s
Rate of tidal reversal dUA/dt = 0.0033 (m/s)/hour
Period of reversal T = 12.4 hours
Stratification Type STRCND = U
Surface density RHOAS = 1008 kg/m^3
Bottom density RHOAB = 1008 kg/m^3
-----------------------------------------------------------------------------
DISCHARGE PARAMETERS: Buoyant Surface Discharge
Discharge located on = right bank/shoreline
Discharge configuration = flush discharge
Distance from bank to outlet DISTB = 0 m
Discharge angle. SIGMA = 90 deg
Depth near discharge outlet HDO = 0.10 m
Bottom slope at discharge SLOPE = 0 deg
Circular pipe diameter = 0.1006 m
Equivalent rectangular discharge:
Discharge cross-section area AO = 0.007946 m^2
Discharge channel width BO = 0.078998 m
Discharge channel depth HO = 0.100584 m
Discharge aspect ratio AR = 1.273240
Discharge flowrate QO = 0.004381 m^3/s
Discharge velocity UO = 0.55 m/s
Discharge temperature (freshwater) = 19.72 degC
Corresponding density RHOO = 998.2621 kg/m^3
Density difference DRHO = 9.7379 kg/m^3
Buoyant acceleration GPO = 0.0947 m/s^2
Discharge concentration CO = 19 ppb
Surface heat exchange coeff. KS = 0 m/s
Coefficient of decay KD = 0 /s
-----------------------------------------------------------------------------
DISCHARGE/ENVIRONMENT LENGTH SCALES:
LQ = 0.09 m Lm = 4.92 m Lbb = 415.08 m
LM = 0.53 m
UNSTEADY TIDAL SCALES:
Tu = 1.0711 hours Lu = 13.77 m Lmin= 4.92 m

r�
FIR
-------------------- --------------------------------------------------------
NON-DIMENSIONAL PARAMETERS:
Densimetric Froude number FRO
= 6.00 (based on LQ)
Channel densimetric Froude no. FRCH
= 5.65 (based on HO)
Velocity ratio R
= 55.14
-----------------------------------------------------------------------------
MIXING ZONE / TOXIC DILUTION ZONE / AREA
OF INTEREST PARAMETERS:
n
Toxic discharge
= yes
CMC concentration CMC
= 74 ppb
CCC concentration CCC
= 8.200000 ppb
r�
Water quality standard specified
= given by CCC value
Regulatory mixing zone
= no
Region of interest
= 1000 m downstream
HYDRODYNAMIC CLASSIFICATION:
*------------------------*
I FLOW CLASS = FJ3
*------------------------*
n
*****************************************************************************
MIXING ZONE EVALUATION (hydrodynamic and
regulatory summary):
-----------------------------------------------------------------------------
X-Y-Z Coordinate system:
Origin is located at water surface and at centerline of discharge channel:
0 m from the right bank/shore.
Number of display steps NSTEP = 100 per module.
-----------------------------------------------------------------------------
NEAR-FIELD REGION (NFR) CONDITIONS
Note: The NFR is the zone of strong initial mixing. It has no regulatory
implication. However, this information may be useful for the discharge
designer because the mixing in the NFR is usually sensitive to the
discharge design conditions.
Pollutant concentration at edge of NFR = 6.8426 ppb
Dilution at edge of NFR = 2.8
NFR Location: x = 0.12 m
(centerline coordinates) y = 4.02 m
z = 0 m
NFR plume dimensions: half -width = 2.00 m
thickness = 0.07 m
-----------------------------------------------------------------------------
Buoyancy assessment:
The effluent density is less than the surrounding ambient water
density at the discharge level.
Therefore, the effluent is POSITIVELY BUOYANT and will tend to rise towards
the surface.
-----------------------------------------------------------------------------
FAR-FIELD MIXING SUMMARY:
Plume becomes vertically fully mixed WITHIN NEAR -FIELD at 0 m
downstream, but RE -STRATIFIES LATER and is not mixed in the far -field.
-----------------------------------------------------------------------------
PLUME BANK CONTACT SUMMARY:
Plume in unbounded section contacts nearest bank at 0 m downstream.
-----------------------------------------------------------------------------
UNSTEADY TIDAL ASSESSMENT:
Because of the unsteadiness of the ambient current during the tidal
reversal, CORMIX predictions have been TERMINATED at:
x = 54 m

r
y = 0 m
z = 0 m.
For this condition AFTER TIDAL REVERSAL, mixed water from the previous
half -cycle becomes re -entrained into the near field of the discharge,
increasing pollutant concentrations compared to steady-state predictions.
A pool of mixed water formed at slack tide will be advected downstream
in this phase.
************************ TOXIC DILUTION ZONE SUMMARY ************************
Recall: The TDZ corresponds to the three (3) criteria issued in the USEPA
Technical Support Document (TSD) for Water Quality -based Toxics Control,
1991 (EPA/505/2-90-001).
Criterion maximum concentration (CMC) = 79 ppb
Corresponding dilution = 0.256757
The CMC was encountered within a control volume describing a portion
of the discharge plume.
Therefore, the following plume conditions are a conservative estimate (with
lower concentrations or with larger dimensions) for the region at whose
boundary the CMC is met:
Local boundary concentration = 19 ppb
Corresponding dilution = 1
Plume location: x = 0.00 m
(centerline coordinates) y = 0.59 m
z = 0 m
Plume dimension: half -width = 0.09 m
thickness = 0.10 m
CRITERION 1: This location is within 50 times the discharge length scale of
Lq = 0.09 m.
+++++ The discharge length scale TEST for the TDZ has been SATISFIED. ++++++
CRITERION 2: This location is within 5 times the ambient water depth of
HD = 0.10 m.
++++++++++ The ambient depth TEST for the TDZ has been SATISFIED.+++++++++++
CRITERION 3: No RMZ has been defined. Therefore, the Regulatory Mixing zone
test for the TDZ cannot be applied.
The diffuser discharge velocity is equal to 0.55 m/s.
This is below the value of 3.0 m/s recommended in the TSD.
*** All three CMC criteria for the TDZ are SATISFIED for this discharge. ***
********************** REGULATORY MIXING ZONE SUMMARY ***********************
No RMZ has been specified.
However:
The CCC was encountered at the following plume position:
The CCC for the toxic pollutant was encountered at the following
plume position:
CCC = 8.200000 ppb
Corresponding dilution = 2.3
Plume location: x = 0.09 m
(centerline coordinates) y = 3.51 m
z = 0 m
Plume dimensions: half -width = 1.56 m
thickness = 0.10 m
********************* FINAL DESIGN ADVICE AND COMMENTS **********************
REMINDER: The user must take note that HYDRODYNAMIC MODELING by any known
technique is NOT AN EXACT SCIENCE.
Extensive comparison with field and laboratory data has shown that the
CORMIX predictions on dilutions and concentrations (with associated

r,
plume geometries) are reliable for the majority of cases and are accurate
to within about +-50% (standard deviation).
As a further safeguard, CORMIX will not give predictions whenever it judges
the design configuration as highly complex and uncertain for prediction.

CORMIX3 PREDICTION FILE:
33333333333333333333333333333333333333333333333333333333333333333333333333333
CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIX3: Subsystem version:
Buoyant Surface Discharges CORMIX-GI Version 4.1GT
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
CASE DESCRIPTION
Site name/label:
Design case: BASE CASE - .Surface Discharge
FILE NAME: P:\...MIX\Input Files\ABC Cleaners -Scenario 1 70gpm.prd
Time stamp: Thu Mar 22 12:03:50 2001
ENVIRONMENT PARAMETERS (metric units)
Unbounded section
HA = 0.14 HD = 0.10
Tidal Simulation at TIME = 3.000 h
PERIOD= 12.40 h UAmax = 0.010 dUa/dt= 0.003 (m/s)/h
UA = 0.010 F = 0.186 USTAR =0.1526E-02
UW = 1.000 UWSTAR=0.1071E-02
Uniform density environment
STRCND= U RHOAM = 1008.0000
DISCHARGE PARAMETERS (metric units)
BANK = RIGHT DISTB = 0.00 Configuration: flush_ discharge
SIGMA = 90.00 HDO = 0.10 SLOPE = 0.00
Circular discharge pipe:
DO = 0.101 AO = 0.008
Dimensions of equivalent rectangular discharge:
BO = 0.079 HO = 0.101 AO =0.7946E-02 AR = 1.273
UO = 0.551 QO = 0.004 =0.4381E-02
RHO0 = 998.2620 DRHO0 =0.9738E+01 GPO =0.9474E-01
CO = 0.1900E+02 CUNITS= ppb
IPOLL = 1 KS =0.0000E+00 KD =0.0000E+00
FLUX VARIABLES (metric units)
QO=0.43B1E-02 MO =0.2416E-02 JO =0.4151E-03
Associated length scales (meters)
LQ = 0.09 LM = 0.53 Lm = 4.92 Lb = 415.08
LQ2D = 0.08 LM2D = 0.93 Lm2D = 240.17
Tidal: Tu = 1.0711 h Lu = 13.766 Lmin = 4.915
NON -DIMENSIONAL PARAMETERS
FRO = 6.00 FRCH = 5.65 R = 55.14
FLOW CLASSIFICATION
333333333333333333333333333333333333333333
3 Flow class (CORMIX3) FJ3 3
3 Applicable layer depth HS = 0.10 3
333333333333333333333333333333333333333333
MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
CO = 0.1900E+02 CUNITS= ppb.
NTOX = 1 CMC =0.7400E+02 CCC = CSTD
NSTD = 1 CSTD =0.8200E+01
REGMZ = 0
XINT = 1000.00 XMAX = 1000.00

r.
X-Y-Z COORDINATE SYSTEM:
ORIGIN is located at the WATER SURFACE and at center
of discharge
channel/outlet: 0.00 m from the RIGHT bank/shore.
X-axis points downstream
Y-axis points to left as seen by an observer looking
downstream
Z-axis points vertically upward (in CORMIX3, all values Z = 0.00)
NSTEP =100 display intervals per module
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
i
BEGIN MOD301: DISCHARGE MODULE
Efflux conditions:
X Y Z S C BV
BH
0.00 0.00 0.00 1.0 0.190E+02 0.10
0.04
END OF MOD301: DISCHARGE MODULE
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
BEGIN MOD302: ZONE OF FLOW ESTABLISHMENT
Control volume inflow:
X Y Z S C BV
BH
0.00 0.00 0.00 1.0 0.190E+02 0.10
0.04
r-,
VERTICAL MIXING occurs in the initial zone of flow establishment.
Profile definitions:
BV = Gaussian We (37%) vertical thickness
BH = Gaussian l/e (37%) horizontal half -width, normal to trajectory
S = hydrodynamic centerline dilution
C = centerline concentration (includes reaction effects, if any)
** CMC HAS BEEN FOUND **
The pollutant concentration in the plume falls below CMC value of 0.740E+02
due to mixing in this control volume. '
The actual extent of the TOXIC DILUTION ZONE will be smaller than control
volume outflow values predicted below.
Control volume outflow: SIGMA = 89.89
X Y Z S C BV BH
0.00 0.59 0.00 1.0 0.190E+02 0.10 0.09
Cumulative travel time = 1, sec
END OF MOD302: ZONE OF FLOW ESTABLISHMENT
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
BEGIN CORSURF (MOD310): BUOYANT SURFACE JET - NEAR -FIELD
Surface jet in shallow crossflow with strong buoyancy effects.
Profile definitions:
BV = water depth (vertically mixed)
BH = Gaussian 1/e (37%) horizontal half -width, normal to trajectory -'
S = hydrodynamic centerline dilution
C.= centerline concentration (includes reaction effects, if any)
Mi

X
Y
Z
S C
BV
BH
0.00
0.59
0.00
1.0 0.190E+02
0.10
0.09
0.00
0.64
0.00
1.1 0.176E+02
0.10
0.09
0.00
0.67
0.00
1.1 0.172E+02
0.10
0.10
0.00
0.71
0.00
1.1 0.168E+02
0.10
0.10
0.00
0.74
0.00
1.2 0.165E+02
0.10
0.10
0.00
0.77
0.00
1.2 0.162E+02
0.10
0.11
0.00
0.81
0.00
1.2 0.159E+02
0.10
0.11
0.00
0.84
0.00
1.2 0.156E+02
0.10
0.11
0.00
0.88
0.00
1.2 0.154E+02
0.10
0.12
0.00
0.91
0.00
1.3 0.151E+02
0.10
0.12
0.00
0.94
0.00
1.3 0.149E+02
0.10
0.12
0.00
0.98
0.00
1.3 0.147E+02
0.10
0.13
0.00
1.01
0.00
1.3 0.145E+02
0.10
0.13
0.00
1.05
0.00
1.3 0.143E+02
0.10
0.13
0.00
1.08
0.00
1.3 0.142E+02
0.10
0.14
0.01
1.12
0.00
1.4 0.140E+02
0.10
0.14
0.01
1.15
0.00
1.4 0.139E+02
0.10
0.15
0.01
1.18
0.00
1.4 0.137E+02
0.10
0.15
0.01
1.22
0.00
1.4 0.136E+02
0.10
0.15
0.01
1.25
0.00
1.4 0.135E+02
0.10
0.16
0.01
1.29
0.00
1.4 0.134E+02
0.10
0.16
0.01
1.32
0.00
1.4 0.132E+02
0.10
0.17
0.01
1.36
0.00
1.4 0.131E+02
0.10
0.17
0.01
1.39
0.00
1.5 0.130E+02
0.10
0.17
0.01
1.42
0.00
1.5 0.129E+02
0.10
0.18
0.01
1.46
0.00
1.5 0.128E+02
0.10
0.18
0.01
1.49
0.00
1.5 0.127E+02
0.10
0.19
0.01
1.53
0.00
1.5 0.127E+02
0.10
0.19
0.01
1.56
0.00
1.5 0.126E+02
0.10
0.20
0.01
1.60
0.00
1.5 0.125E+02
0.10
0.20
0.01
1.63
0.00
1.5 0.124E+02
0.10
0.20
0.02
1.66
0.00
1.5 0.123E+02
0.10
0.21
0.02
1.70
0.00
1.5 0.123E+02
0.10
0.21
0.02
1.73
0.00
1.6 0.122E+02
0.10
0.22
0.02
1.77
0.00
1.6 0.121E+02
0.10
0.22
0.02
1.80
0.00
1.6 0.121E+02
0.10
0.23
0.02
1.83
0.00
1.6 0.120E+02
0.10
0.23
0.02
1.87
0.00
1.6 0.120E+02
0.10
0.24
0.02
1.90
0.00
1.6 0.119E+02
0.10
0.24
0.02
1.94
0.00
1.6 0.119E+02
0.10
0.24
0.02
1.97
0.00
1.6 0.118E+02
0.10
0.25
0.02
2.01
0.00
1.6 0.118E+02
0.10
0.25
0.03
2.04
0.00
1.6 0.117E+02
0.10
0.26
0.03
2.07
0.00
1.6 0.117E+02
0.10
0.26
0.03
2.11
0.00
1.6 0.116E+02
0.10
0.27
0.03
2.14
0.00
1.6 0.116E+02
0.10
0.27
0.03
2.18
0.00
1.6 0.115E+02
0.10
0.28
0.03
2.21
0.00
1.7 0.115E+02
0.10
0.28
0.03
2.25
0.00
1.7 0.115E+02
0.10
0.29
0.03
2.28
0.00
1.7 0.114E+02
0.10
0.29
0.03
2.31
0.00
1.7 0.114E+02
0.10
0.30
0.04
2.35
0.00
1.7 0.114E+02
0.10
0.30
' 0.04
2.38
0.00
1.7 0.113E+02
0.10
0.31
0.04
2.42
0.00
1.7 0.113E+02
0.10
0.31
0.04
2.45
0.00
1.7 0.113E+02
0.10
0.32
0.04
2.48
0.00
1.7 0.112E+02
0.10
0.32

0.04 2.52 0.00 1.7 0.112E+02 0.10 0.33
0.04 2.55 0.00 1.7 0.112E+02 0.10 0.33
0.04 2.59 0.00 1.7 0.111E+02 0.10 0.34
0.05 2.62 0.00 1.7 0.111E+02 0.10 0.34
0.05 2.66 0.00 1.7 0.111E+02 0.10 0.35
0.05 2.69 0.00 1.7 0.111E+02 0.10 0.35
0.05 2.72 0.00 1.7 0.110E+02 0.10 0.36
0.05 2.76 0.00 1.7 0.110E+02 0.10 0.36
0.05 2.79 0.00 1.7 0.110E+02 0.10 0.37
0.05 2.83 0.00 1.7 0.110E+02 0.10 0.37
0.05 2.86 0.00 1.7 0.110E+02 0.10 0.38
0.06 2.90 0.00 1.7 0.109E+02 0.10 0.38
0.06 2.93 0.00 1.7 0.109E+02 0.10 0.39
0.06 2.96 0.00 1.7 0.109E+02 0.10 0.39
0.06 3.00 0.00 1.7 0.109E+02 0.10 0.40
0.06 3.03 0.00 1.7 0.109E+02 0.10 0.41
0.06 3.07 0.00 1.8 0.108E+02 0.10 0.41
0.07 3.10 0.00 1.8 0.108E+02 0.10 0.42
0.07 3.13 0.00 1.8 0.108E+02 0.10 0.42
0.07 3.17 0.00 1.8 0.108E+02 0.10 0.43
0.07 3.20 0.00 1.8 0.108E+02 0.10 0.43
0.07 3.24 0.00 1.8 0.108E+02 0.10 0.44
0.07 3.27 0.00 1.8 0.108E+02 0.10 0.44
0.08 3.31 0.00 1.8 0.107E+02 0.10 0.45
0.08 3.34 0.00 1.8 0.107E+02 0.10 0.45
0.08 3.37 0.00 1.8 0.107E+02 0.10 0.46
0.08 3.41 0.00 1.8 0.107E+02 0.10 0.47
0.08 3.44 0.00 1.8 0.107E+02 0.10 0.47
0.08 3.48 0.00 1.8 0.107E+02 0.10 0.48
0.08 3.49 0.00 1.8 0.107E+02 0.10 0.48
Jet/plume RESTRATIFIES at the above position.
BV = Gaussian 1/e (37%) vertical thickness
** WATER QUALITY STANDARD OR CCC HAS BEEN FOUND --
The pollutant concentration in the plume falls below water quality standard
.or CCC value of 0.820E+01 in the current prediction interval.
This is the spatial extent of concentrations exceeding the water quality
standard or CCC value.
0.09 3.51 0.00 2.4 0.787E+01 0.10 1.64
0.09 3.54 0.00 1.8 0.104E+02 0.05 1.66
0.09 3.58 0.00 1.9 0.102E+02 0.05 1.68
0.09 3.61 0.00 1.9 0.101E+02 0.06 1.71
0.09 3.65 0.00 1.9 0.999E+01 0.06 1.73
0.09 3.68 0.00 1.9 0.987E+01 0.06 1.76
0.10 3.72 0.00 1.9 0.976E+01 0.06 1.78
0.10 3.75 0.00 2.0 0.965E+01 0.06 1.81
0.10 3.78 0.00 2.0 0.954E+01 0.06 1.83
0.10 3.82 0.00 2.0 0.944E+01 0.06 1.85
0.11 3.85 0.00 2.0 0.934E+01 0.06 1.88
0.11 3.89 0.00 2.1 0.924E+01 0.06 1:90
0.11 3.92 0.00 2.1 0.914E+01 0.06 1.93
0.11 3.95 0.00 2.1 0.904E+01 0.06 1.95
0.11 3.99 0.00 2.1 0.895E+01 0.06 1.98
0.12 4.02 0.00 2.1 0.885E+01 0.07 2.00
Buoyant jet regime ends with local CRITICAL CONDITIONS. ^'
Cumulative travel time = 24. sec
END OF CORSURF '(MOD310): BUOYANT SURFACE JET - NEAR -FIELD
�1

-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
** End of NEAR -FIELD REGION (NFR) **
----------------------------------------
The initial plume WIDTH/THICKNESS VALUE in the next far -field module will be
CORRECTED by a factor 2.21 to conserve the mass flux in the far -field!
The correction factor is quite large because of the small ambient velocity
relative to the strong mixing characteristics of the discharge!
This indicates localized RECIRCULATION REGIONS and internal hydraulic JUMPS.
Some bank/shore interaction occurs at end of near -field.
In the next prediction module, the jet/plume centerline will be set
to follow the bank/shore.
-----------------------------------------------------------------------------
BEGIN MOD341: BUOYANT AMBIENT SPREADING
Plume is ATTACHED to RIGHT bank/shore.
Plume width is now determined from RIGHT bank/shore.
Plume Stage 2 (bank attached):
X
Y
Z
0.12
0.00
0.00
6.20
0.00
0.00
12.29
0.00
0.00
18.37
0.00
0.00
24.46
0.00
0.00
30.54
0.00
0.00
36.63
0.00
0.00
42.71
0.00
0.00
48.79
0.00
0.00
54.00
0.00
0.00
Cumulative
travel time
=
S
C
BV
BH
2.8
0.691E+01
0.14
8.87
2.8
0.671E+01
0.05
36.62
2.6
0.717E+01
0.04
53.22
2.6
0.736E+01
0.03
66.07
2.6
0.731E+01
0.03
76.85
2.7
0.709E+01
0.03
86.28
2.8
0.677E+01
0.03
94.75
3.0
0.638E+01
0.02
102.51
3.2
0.596E+01
0.02
109.71
3.4
0.559E+01
0.02
115.50
5412.
sec
CORMIX prediction has been TERMINATED at last prediction interval.
Limiting time due to TIDAL REVERSAL has been reached.
END OF MOD341: BUOYANT AMBIENT SPREADING
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
CORMIX3: Buoyant Surface Discharges End of Prediction File
33333333333333333333333333333333333333333333333333333333333333333333333333333

r
I
************************** FLOW CLASS DESCRIPTION ***************************
The following description of flow class FJ3 applies to the FULL WATER DEPTH at the
discharge site:
FLOW_CLASS_FJ3 ,ry
This flow exhibits no bank interaction in the near -field. However, I}
the ambient water depth is shallow and the flow will interact with
the bottom in the near -field. It is oriented at a large enough
discharge angle to prevent Coanda attachment with the downstream
shoreline. The buoyancy is relatively strong and will distort the
cross-section of the flow significantly in the near -field.
The flow consists of the following regimes:
1) Weakly deflected 3-dimensional jet: The mixing is dominated by
the initial momentum, causing relatively constant spreading in ,
both the horizontal and the vertical directions. The deflection
by the ambient crossflow is relatively weak.
2) Weakly deflected 2-dimensional jet: The flow interacts with the
bottom of the receiving water body and is considered to be
2-dimensional (i.e.: fully vertically mixed). The dilution is due
to momentum dominated mixing. At the end of this regime, the flow
restratifies and becomes 3-dimensional in character. The deflection
by the ambient current is relatively weak.
3) Weakly deflected plume: The flow cross-section becomes distorted
by the buoyancy, resulting in thinning of the flow and increased
non -linear lateral spreading. The dilution is reduced in this
regime due to suppression of the vertical mixing by buoyancy forces.
The deflection by the ambient current is relatively weak.
4) Strongly deflected plume: The cross-section of the flow is
distorted due to buoyancy -induced lateral spreading. This may
result in thinning of the plume. The flow is strongly deflected by
the ambient current.
5) Far -field buoyant spreading: The plume spreads laterally along the
surface while being advected downstream with the ambient current.
There is no net change in the centerline trajectory. The mixing
rate is relatively small and the thickness may decrease in this
regime. The plume may interact with the shoreline.
6) Passive ambient diffusion: The ambient turbulence becomes the
predominant mixing process in this regime. The plume will grow in
both the vertical and horizontal directions at a rate that is
dependent on the magnitude of the ambient turbulence. The flow may
interact with the bottom or the shoreline in this regime.
SPECIAL CASE: If the receiving water is stagnant, the simulation will
terminate at the end of the weakly deflected plume regime (3).
END OF FLOW CLASS DESCRIPTION ***********************************************

APPENDIX B.2
flow rate
'ORT
REPORT
DESCRIPTION

7
r-•
CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
CORMIX: CORNELL MIXING ZONE EXPERT SYSTEM
CORMIX-GI Version 4.1GT
SITE NAME/LABEL:
DESIGN CASE: BASE CASE - Surface Discharge
FILE NAME: P:\ABC Cleaners\CORMIX\Input Files\ABC
Cleaners -Scenario 1 110gpm.prd
Using subsystem CORMIX3: Buoyant Surface Discharges
Start of session: 03/22/2001--11:38:49
SUMMARY OF INPUT DATA:
-----------------------------------------------------------------------------
AMBIENT PARAMETERS:
Cross-section = unbounded
Average depth HA = 0.14 m
Depth at discharge HD = 0.10 m
Darcy-Weisbach friction factor F = 0.1862
Calculated from Manning's n = 0.035
Wind velocity UW = 1 m/s
TIDAL SIMULATION at time Tsim = 3 hours
Instantaneous ambient velocity UA = 0.01 m/s
Maximum tidal velocity UaMAX = 0.01 m/s
Rate of tidal reversal dUA/dt = 0.0033 (m/s)/hour
Period of reversal T = 12.4 hours
Stratification Type STRCND = U
Surface density RHOAS = 1008 kg/m^3
Bottom density RHOAB = 1008 kg/m^3
-----------------------------------------------------------------------------
DISCHARGE PARAMETERS: Buoyant Surface Discharge
Discharge located on = right bank/shoreline
Discharge configuration = flush discharge
Distance from bank to outlet DISTB = 0 m
Discharge angle SIGMA = 90 deg
Depth near discharge outlet HDO = 0.10 m
Bottom slope at discharge SLOPE = 0 deg
Circular pipe diameter = 0.1006 m
Equivalent rectangular discharge:
Discharge cross-section area
AO
= 0.007946 m^2
Discharge channel width
BO
= 0.078998 m
Discharge channel depth
HO
= 0.100584 m
Discharge aspect ratio
AR
= 1.273240
Discharge flowrate
QO
= 0.006940 m^3/s
Discharge velocity
UO
= 0.87 m/s
Discharge temperature (freshwater)
= 19.72 degC
Corresponding density
RHO0
= 998.2621 kg/m^3
Density difference
DRHO
= 9.7379 kg/m^3
Buoyant acceleration
GPO
= 0.0947 m/s^2
Discharge concentration
CO
= 19 ppb
Surface heat exchange coeff.
KS
= 0 m/s
Coefficient of decay
KD
= 0 /s
------------------------------------
DISCHARGE/ENVIRONMENT LENGTH SCALES:
LQ = 0.09 m Lm = 7.79 m Lbb = 657.48 m
LM = 0.85 m
UNSTEADY TIDAL SCALES:
Tu = 1.2485 hours Lu = 18.71 m Lmin= 7.79 m

-----------------------------------------------------------------------------
NON-DIMENSIONAL PARAMETERS:
Densimetric Froude number FRO
= 9.50 (based on LQ)
Channel densimetric Froude no. FRCH
= 8.95 (based on HO)
Velocity ratio' R
= 87.34
---------=-------------------------------------------------------------------
r
MIXING ZONE / TOXIC DILUTION ZONE / AREA
OF -INTEREST PARAMETERS:
Toxic discharge
= yes
CMC concentration CMC
= 74 ppb
CCC concentration CCC
= 8.200000 ppb
Water quality standard specified
= given by CCC value
Regulatory mixing zone
= no
Region of interest
= 1000 m downstream
HYDRODYNAMIC CLASSIFICATION:
*------------=-----------*
FLOW CLASS = SA2 I
------------------------
MIXING ZONE EVALUATION (hydrodynamic and
regulatory summary):
-----------------------------------------------------------------------------
X-Y-Z Coordinate system:
Origin is located at water surface and at centerline of discharge channel:
0 m from the right bank/shore.
Number of display steps NSTEP = 100 per module.
-----------------------------------------------------------------------------
NEAR-FIELD REGION (NFR) CONDITIONS :
Note: The NFR is the zone of strong initial mixing. It has no regulatory
implication. However, this information may be useful for the discharge
designer because the mixing in the NFR is usually sensitive to the
discharge design conditions.
Pollutant concentration at edge of NFR = 7.8544 ppb
Dilution at edge of NFR = 2.4
NFR Location: x = 0.13 m
(centerline coordinates) y = 5.40 m
z = 0 m
NFR plume dimensions: half -width = 2.97 m
thickness = 0.04 m
-----------------------------------------------------------------------------
Buoyancy assessment:
The effluent density is less than the surrounding ambient water
density at the discharge level.
Therefore, the effluent is POSITIVELY BUOYANT and will tend to rise towards
the surface.
-----------------------------------------------------------------------------
Weak contact/interaction of the discharge plume with one bank/shore occurs
within the NFR.
-----------------------------------------------------------------------------
FAR-FIELD MIXING SUMMARY:
Plume becomes vertically fully mixed WITHIN NEAR -FIELD at 0 m
downstream, but RE -STRATIFIES LATER and is not mixed in the far -field.
-----------------------------------------------------------------------------
PLUME BANK CONTACT SUMMARY: -'
Plume in unbounded section contacts nearest bank at 0 m downstream.
-----------------------------------------------------------------------------
UNSTEADY TIDAL ASSESSMENT:

Within the region of interest (ROI), the location and trajectory of flow
are well represented using steady-state analysis and are not limited by
�. any tidal restrictions.
For this condition AFTER TIDAL REVERSAL, mixed water from the previous
half -cycle becomes re -entrained into the near field of the discharge,
�N increasing pollutant concentrations compared to steady-state predictions.
A pool of mixed water formed at slack tide will be advected downstream
in this phase.
************************ TOXIC DILUTION ZONE SUMMARY ************************
r Recall: The TDZ corresponds to the three (3) criteria issued in the USEPA
Technical Support Document (TSD) for Water Quality -based Toxics Control,
1991 (EPA/505/2-90-001).
Criterion maximum concentration (CMC) = 74 ppb
Corresponding dilution = 0.256757
The CMC was encountered within a control volume describing a portion
of the discharge plume.
Therefore, the following plume conditions are a conservative estimate (with
lower concentrations or with larger dimensions) for the region at whose
boundary the CMC is met:
Local boundary concentration = 19 ppb
Corresponding dilution = 1
Plume location: x = 0.00 m
(centerline coordinates) y = 0.63 m
z = 0 m
Plume dimension: half -width = 0.09 m
thickness = 0.10 m
CRITERION 1: This location is within 50 times the discharge length scale of
Lq = 0.09 m.
+++++ The discharge length scale TEST for the TDZ has been SATISFIED. ++++++
CRITERION 2: This location is within 5 times the ambient water depth of
HD = 0.10 m.
++++++++++ The ambient depth TEST for the TDZ has been SATISFIED.+++++++++++
CRITERION 3: No RMZ has been defined. Therefore, the Regulatory Mixing zone
test for the TDZ cannot be applied.
The diffuser discharge velocity is equal to 0.87 m/s.
This is below the value of 3.0 m/s recommended in the TSD.
*** All three CMC criteria for the TDZ are SATISFIED for this discharge. ***
********************** REGULATORY MIXING ZONE SUMMARY ***********************
No RMZ has been specified.
However:
The CCC was encountered at the following plume position:
The CCC for the toxic pollutant was encountered at the following
plume position:
CCC = 8.200000 ppb
Corresponding dilution = 2.3
Plume location: x = 0.12 m
(centerline coordinates) y = 5.27 m
z = 0 m
Plume dimensions: half -width = 2.61 m
thickness = 0.10 m
********************* FINAL DESIGN ADVICE AND COMMENTS **********************
REMINDER: The user must take note that HYDRODYNAMIC MODELING by any known
technique is NOT AN EXACT SCIENCE.
Extensive comparison with field and laboratory data has shown that the

e-.
CORMIX predictions on dilutions and concentrations (with associated
plume geometries) are reliable for the majority of cases and are accurate
to within about +-50% (standard deviation).
As a further safeguard, CORMIX will not give predictions whenever it judges
the design configuration as highly complex and uncertain for prediction.

CORMIX3 PREDICTION FILE:
33333333333333333333333333333333333333333333333333333333333333333333333333333
CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIX3: Subsystem version:
Buoyant Surface Discharges CORMIX-GI Version 4.1GT
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
CASE DESCRIPTION
Site name/label:
Design case: BASE CASE - Surface Discharge
FILE NAME: P:\...IX\Input Files\ABC Cleaners -Scenario 1 110gpm.prd
Time stamp: Thu Mar 22 11:38:56 2001
ENVIRONMENT PARAMETERS (metric units)
Unbounded section
HA = 0.14 HD = 0.10
Tidal Simulation at TIME = 3.000 h
PERIOD= 12.40 h UAmax = 0.010 dUa/dt= 0.003 (m/s)/h
UA = 0.010 F = 0.186 USTAR =0.1526E-02
UW = 1.000 UWSTAR=0.1071E-02
Uniform density environment
STRCND= U RHOAM = 1008.0000
DISCHARGE PARAMETERS (metric units)
BANK = RIGHT DISTB = 0.00 Configuration: flush_ discharge
SIGMA = 90.00 HDO = 0.10 SLOPE = 0.00
Circular discharge pipe:
DO = 0.101 AO = 0.008
Dimensions of equivalent rectangular discharge:
BO = 0.079 HO = 0.101 AO =0.7946E-02 AR = 1.273
UO = 0.873 QO = 0.007 =0.6940E-02
RHO0 = 998.2620 DRHO0 =0.9738E+01 GPO =0.9474E-01
CO = 0.1900E+02 CUNITS= ppb
IPOLL = 1 KS =0.0000E+00 KD =0.0000E+00
FLUX VARIABLES (metric units)
QO =0.6940E-02 MO =0.6061.E-02 JO =0.6575E-03
Associated length scales (meters)
LQ = 0.09 LM = 0.85 Lm = 7.79 Lb = 657.48
LQ2D = 0.08 LM2D = 1.72 Lm2D = 602.60
Tidal: Tu = 1.2485 h Lu = 18.706 Lmin = 7.785
NON -DIMENSIONAL PARAMETERS
FRO = 9.50 FRCH = 8.95 R = 87.34
FLOW CLASSIFICATION
333333333333333333333333333333333333333333
3 Flow class (CORMIX3) = SA2 3
3 Applicable layer depth HS = 0.10 3
333333333333333333333333333333333333333333
MIXING ZONE / TOXIC DILUTION / REGI.ON OF INTEREST PARAMETERS
CO = 0.1900E+02 CUNITS= ppb
NTOX = 1 CMC =0.7400E+02 CCC = CSTD
NSTD = 1 CSTD =0.8200E+01
REGMZ = 0
XINT = 1000.00 XMAX = 1000.00

e-y
X-Y-Z COORDINATE SYSTEM:
ORIGIN is located at the WATER SURFACE and at center of discharge
channel/outlet: 0.00 m from the RIGHT bank/shore.
X-axis points downstream
Y-axis points to left as seen by an observer looking downstream
Z-axis points vertically upward (in CORMIX3, all values Z = 0.00)
NSTEP =100 display intervals per module
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
BEGIN MOD301: DISCHARGE MODULE
Efflux conditions:
X Y Z S C BV BH
0.00 0.00 0.00 1.0 0.190E+02 0.10 0.04
END OF MOD301: DISCHARGE MODULE
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
BEGIN MOD302: ZONE OF FLOW ESTABLISHMENT
Control volume inflow:
X Y Z S C BV BH
0.00 0.00 0.00 1.0 0.190E+02 0.10 0.04
VERTICAL MIXING occurs in the initial zone of flow establishment.
Profile definitions:
BV = Gaussian l/e (37%) vertical thickness
BH = Gaussian l/e (37%) horizontal half -width, normal to trajectory
S = hydrodynamic centerline dilution
C = centerline concentration (includes reaction effects, if any)
** CMC HAS BEEN FOUND **
The pollutant concentration in the plume falls below CMC value of 0.740E+02
due to mixing in this control volume.
The actual extent of the TOXIC DILUTION ZONE will be smaller than control
volume outflow values predicted below.
Control volume outflow: SIGMA = 89.93
X Y Z S C BV BH
0.00 0.63 0.00 1.0 0.190E+02 0.10 0.09
Cumulative travel time = 1. sec
END OF MOD302: ZONE OF FLOW ESTABLISHMENT
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
BEGIN CORSURF (MOD310): BUOYANT SURFACE JET - NEAR -FIELD
Surface jet in shallow crossflow with shoreline -attachment.
Profile definitions:
BV = water depth (vertically mixed)
BH = Gaussian l/e (37%) horizontal half -width, normal to trajectory
S = hydrodynamic centerline dilution
C = centerline concentration (includes reaction effects, if any)

r-
X
Y
Z
S C
BV
BH
0.00
0.63
0.00
1.0 0.190E+02
0.10
0.09
0.00
0.70
0.00
1.1 0.173E+02
0.10
0.10
0.00
0.75
0.00
1.1 0.167E+02
0.10
0.10
0.00
0.80
0.00
1.2 0.163E+02
0.10
0.11
Z.. 0.00
0.85
0.00
1.2 0.159E+02
0.10
0.11
0.00
0.89
0.00
1.2 0.155E+02
0.10
0.12
0.00
0.94
0.00
1.3 0.152E+02
0.10
0.12
0.00
0.99
0.00
1.3 0.149E+02
0.10
0.13
0.00
1.04
0.00
1.3 0.146E+02
0.10
0.13
0.00
1.08
0.00
1.3 0.143E+02
0.10
0.14
0.00
1.13
0.00
1.3 0.141E+02
0.10
0.14
0.00
1.18
0.00
1.4 0.139E+02
0.10
0.15
0.00
1.23
0.00
1.4 0.137E+02
0.10
0.15
0.00
1.27
0.00
1.4 0.135E+02
0.10
0.16
0.00
1.32
0.00
1.4 0.133E+02
0.10
0.16
0.01
1.37
0.00
1.4 0.131E+02
0.10
0.17
0.01
1.41
0.00
1.5 0.130E+02
0.10
0.17
0.01
1.46
0.00
1.5 0.129E+02
0.10
0.18
0.01
1.51
0.00
1.5 0.127E+02
0.10
0.19
0.01
1.56
0.00
1.5 0.126E+02
0.10
0.19
0.01
1.60
0.00
1.5 0.125E+02
0.10
0.20
0.01
1.65
0.00
1.5 0.124E+02
0.10
0.20
0.01
1.70
0.00
1.5 0.123E+02
0.10
0.21
0.01
1.75
0.00
1.6 0.122E+02
0.10
0.22
0.01
1.79
0.00
1.6 0.121E+02
0.10
0.22
0.01
1.84
0.00
1.6 0.120E+02
0.10
0.23
0.01
1.89
0.00
1.6 0.119E+02
0.10
0.23
0.01
1.94
0.00
1.6 0.118E+02
0.10
0.24
0.01
1.98
0.00
1.6 0.117E+02
0.10
0.25
0.01
2.03
0.00
1.6 0.117E+02
0.10
0.25
0.02
2.08
0.00
1.6 0.116E+02
0.10
0.26
0.02
2.13
0.00
1.6 0.115E+02
0.10
0.27
0.02
2.17
0.00
1.7 0.115E+02
0.10
0.27
0.02
2.22
0.00
1.7 0.114E+02
0.10
0.28
0.02
2.27
0.00
1.7 0.114E+02
0.10
0.28
0.02
2.32
0.00
1.7 0.113E+02
0.10
0.29
0.02
2.36
0.00
1.7 0.112E+02
0.10
0.30
0.02
2.41
0.00
1.7 0.112E+02
0.10
0.30
0.02
2.46
0.00
1.7 0.112E+02
0.10
0.31
0.02
2.51
0.00
1.7 0.111E+02
0.10
0.32
0.03
2.55
0.00
1.7 0.111E+02
0.10
0.33
0.03
2.60
0.00
1.7 0.110E+02
0.10
0.33
0.03
2.65
0.00
1.7 0.110E+02
0.10
0.34
0.03
2.70
0.00
1.7 0.109E+02
0.10
0.35
0.03
2.74
0.00
1.7 0.109E+02
0.10
0.35
0.03
2.79
0.00
1.7 0.109E+02
0.10
0.36
0.03
2.84
0.00
1.8 0.108E+02
0.10
0.37
0.03
2.89
0.00
1.8 0.108E+02
0.10
0.37
0.03
2.93
0.00
1.8 0.108E+02
0.10
0.38
.0.04
2.98
0.00
1.8 0.107E+02
0.10
0.39
0.04
3.03
0.00
1.8 0.107E+02
0.10
0.40
0.04
3.08
0.00
1.8 0.107E+02
0.10
0.40
' 0.04
3.12
0.00
1.8 0.107E+02
0.10
0.41
0.04
3.17
0.00
1.8 0.106E+02
0.10
0.42
0.04
3.22
0.00
1.8 0.106E+02
0.10
0.42
0.04
3.26
0.00
1.8 0.106E+02
0.10
0.43

e-7
0.04 3.31 0.00 1.8 0.106E+02 0.10 0.44
0.05 3.36 0.00 1.8 0.105E+02 0.10 0.45
0.05 3.41 0.00 1.8 0.105E+02 0.10 0.45 }
0.05 3.45 0.00 1.8 0.105E+02 0.10 0.46
0.05 3.50 0.00 1.8 0.105E+02 0.10 0.47
0.05 3.55 0.00 1.8 0.105E+02 0.10 0.48
0.05 3.60 0.00 1.8 0.105E+02 0.10 0.48
0.05 3.64 0.00 1.8 0.104E+02 0.10 0.49
0.06 3.69 0.00 1.8 0.104E+02 0.10 0.50
0.06 3.74 0.00 1.8 0.104E+02 0.10 0.51
0.06 3.79 0.00 1.8 0.104E+02 0.10 0.52
0.06 3.83 0.00 1.8 0.104E+02 0.10 0.52
0.06 3.88 0.00 1.8 0.104E+02 0.10 0.53
0.06 3.93 0.00 1.8 0.104E+02 0.10 0.54 +
0.07 3.98 0.00 1.8 0.103E+02 0.10 0.55
0.07 4.02 0.00 1.8 0.103E+02 0.10 0.56
0.07 4.07 0.00 1.8 0.103E+02 0.10 0.56 y
0.07 4.12 0.00 1.8 0.103E+02 0.10 0.57
0.07 4.17 0.00 1.8 0.103E+02 0.10 0.56
0.07 4.21 0.00 1.8 0.103E+02 0.10 0.59
0.08 4.26 0.00 1.8 0.103E+02 0.10 0.60
0.08 4.31 0.00 1.9 0.103E+02 0.10 0.60
0.08 4.36 0.00 1.9 0.103E+02 0.10 0.61
0.08 4.40 0.00 1.9 0.103E+02 0.10 0.62
0.08 4.45 0.00 1.9 0.102E+02 0.10 0.63
0.09 4.50 0.00 1.9 0.102E+02 0.10 0.64
0.09 4.55 0.00 1.9 0.102E+02 0.10 0.65
0.09 4.59 0.00 1.9 0.102E+02 0.10 0.65
0.09 4.64 0.00 1.9 0.102E+02 0.10 0.66
0.09 4.69 0.00 1.9 0.102E+02 0.10 0.67
0.10 4.73 0.00 1.9 0.102E+02 0.10 0.68
0.10 4.78 0.00 1.9 0.102E+02 0.10 0.69
0.10 4.83 0.00 1.9 0.102E+02 0.10 0.70
0.10 4.88 0.00 1.9 0.102E+02 0.10 0.71
0.10 4.92 0.00 1.9 0.102E+02 0.10 0.71
0.11 4.97 0.00 1.9 0.102E+02 0.10 0.72
0.11 5.02 0.00 1.9 0.102E+02 0.10 0.73
0.11 5.07 0.00 1.9 0.102E+02 0.10 0.74
0.11 5.11 0.00 1.9 0.102E+02 0.10 0.75
0.11 5.16 0.00 1.9 0.102E+02 0.10 0.76
0.12 5.21 0.00 1.9 0.102E+02 0.10 0.77
0.12 5.26 0.00 1.9 0.102E+02 0.10 0.78
Jet/plume RESTRATIFIES at the above position.
BV = Gaussian l/e (37%) vertical thickness
0.12 5.26 0.00 2.1 0.903E+01 0.10 2.22
** WATER QUALITY STANDARD OR CCC HAS BEEN FOUND **
The pollutant concentration in the plume falls below water quality standard
or CCC value of 0.820E+01 in the current prediction interval.
This is the spatial extent of concentrations exceeding the water quality
standard or CCC value.
0.12 5.30 0.00 2.5 0.752E+01 0.10 2.93
0.12 5.35 0.00 2.5 0.751E+01 0.10 2.94
0.13 5.40 0.00 1.8 0.105E+02 0.04 2.97
Buoyant jet regime ends with local CRITICAL CONDITIONS.
Cumulative travel time = 28. sec
END OF CORSURF (MOD310): BUOYANT SURFACE JET - NEAR -FIELD

-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
�' ** End of NEAR -FIELD REGION (NFR) **
-----------------------------------------------------------------------------
__ The initial plume WIDTH/THICKNESS VALUE in the next far -field module will be
CORRECTED by a factor 2.55 to conserve the mass flux in the far -field!
The correction factor is quite large because of the small ambient velocity
relative to the strong mixing characteristics of the discharge!
This indicates localized RECIRCULATION REGIONS and internal hydraulic JUMPS.
Flow appears highly UNSTEADY and prediction results are UNRELIABLE!
SIMULATION STOPS!
Some bank/shore interaction occurs at end of near -field.
-----------------------------------------------------------------------------
CORMIX3: Buoyant Surface Discharges End of Prediction File
33333333333333333333333333333333333333333333333333333333333333333333333333333

************************** FLOW CLASS DESCRIPTION ***************************
The following description of flow class SA2 applies to the FULL WATER DEPTH at the
discharge site:
FLOW_CLASS_SA2
This flow is dynamically attached to the downstream bank. Along the
bank is a zone of recirculating effluent exists which reduces the
dilution. The penetration into the crossflow is reduced due to this
dynamic attachment. Since the discharge depth is equal or nearly equal
to the depth of the receiving water at the discharge point, the flow
becomes attached to the bottom. This attachment to the bottom could
effectively block off the ambient current and be the cause of the
attachment to the downstream shoreline.
The flow consists of the following regimes:
1) Weakly deflected shoreline attached jet (2-D): The mixing is dominated
by the initial momentum causing relatively constant spreading in the
horizontal direction. The deflection by the crossflow is relatively .t
weak. This regime tends to be very short or non-existent in shoreline
attached flows.
2) Strongly deflected shoreline attached jet (2-D): The mixing in this
regime is dominated by the initial momentum, causing relatively
constant spreading in the horizontal direction. The flow is strongly
bent over and is dynamically attached to the shoreline. A zone of
recirculating effluent exists between the core of the flow and the
shoreline. The flow remains attached to the bottom throughout this
regime.
3) Strongly deflected shoreline attached plume: The flow may lift off
the bottom if it contains sufficient buoyancy. The cross-section of
the flow becomes distorted due to strong buoyancy -induced lateral
spreading. Some of the effluent from this region is recirculated
back upstream along the shoreline. However, the overall mixing rate
is small and the thickness may decrease in this regime.
4) Far -field buoyant spreading: The plume spreads laterally along the
surface while being advected downstream with the ambient current.
There is no net change in the centerline trajectory. The mixing
rate is relatively small and the thickness may decrease in this ,
regime. The plume remains attached to the shoreline.
5) Passive ambient diffusion: The ambient turbulence becomes the
predominant mixing process in this regime. The plume will grow in -�
both the vertical and horizontal directions at a rate that is
dependent on the magnitude of the ambient turbulence. The flow may
interact with the bottom or the opposite shoreline in this regime.
END OF FLOW CLASS DESCRIPTION ***********************************************

APPENDIX B.3
NARIO 2 — 70 gpm flow rate
INCLUDES:
- SESSION REPORT
- PREDICTION REPORT
- FLOW CLASS DESCRIPTION

Table 12
Sensitivity Analysis - Results
Dependent Variable
Independent Variable
Base value
Test Value
% Change in
Independent Variable
Distance to CCC
(y direction; meters)
% Change in
Dependent
Max Tidal Velocity
0.01
0.05
Variable
500%
3.49
-1%
Tidal Velicity
0.10
1000%
3.49
-1 %
(note max velocity raised to match
0.01
0.02
200%
3.46
_1%
tidal velocity)
0.03
300%
3.39
_3%
0.04
400%
3.72
6%
0.05
500%
3.1
-12%
Manning's n
0.10
1000%
2.29
-34.8%
0.035
0.028
-20%
4.64
32.2%
0.042
20%
>3.278
Wind Speed
1
0
NA
3.51
0%
2
200%
3.51
0%
Effluent Flow Rate
0.10
0.075
-25%
>3 288
---
Ambient density
1008
0.125
1000
25%
4.32
23.1%
-20%
7.03
100.3%
Effluent Temperature
67.5
1015
60
20%
2.63
-25.1%
-11
3.63
3.4%
Bottom Slope
8.3
75
11 %
3.35
-4.6%
6.23
-20%
3.51
0%
Bottom Depth
10.38
20%
3.51
0%
0.45
2.0
344%
1.72
-51%
0.9
100%
1.73
-51 %
Horizontal Sigma
90
0.54
20%
1.72
-51 %
70
-20%
3.27
-7%
110
22%
3.3
-6%
a CCC not encountered within modeled region
Share520\DAI\sensitivity analysis.xls
3/22/01

r-.
1
SCALE 1:24 000
1 2 0 1 MILE
IODO 0 1000 2000 3000 4000 5000 6000 7000 FEET
1 .5 0 1 KILOMETER Figure 1
Study Area
CONTOUR INTERVAL 5 FEET
NATIONAL GEODETIC VERTICAL DATUM OF 1929
DEPTH CURVES AND SOUNDINGS IN FEET -DATUM IS MEAN LOW WATER
SHORELINE SHOWN REPRESENTS THE APPROXIMATE LINE OF MEAN HIGH WATER
THE MEAN RANGE OF TIDE IS 2 FEET
CAMP LEJEUNE, N. C.
34077-F3-TF-024
1952
PHOTOREVISED 1971
DMA 5553 III NE -SERIES V842
J
QUADRANGLE LOCATION

FIGURE 2
TN NORTHE�pSr CREG k
A P.nx,,rnc�,le locu�iaYi
' aF NC tAkLVrG?UA'4
Mm-,,,-I.r.r3 s{C'l`lwl
(3t
m
Mai v, U-,avlvNe k
o� Nor_l4)eCve, k
-,-300 4'ee4
rou ndwa4e.f -F�m
eaners, NOT TO
3000 -Vee4- SCALD
�-

PHOTOGRAPHS OF NORTHEAST CREEK — TAKEN FEBRUARY 7, 2001
Photo 2. Discharge pipe on Northeast Creep.
t.. W:W-
w
Photo 1. Northeast Creek. View from discharge looking upstream.
Photo 3. Discharge pipe on Northeast Creek.

APPENDIX A
MIXING ZONES IN NORTH CAROLINA

CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
CORMIX: CORNELL
MIXING ZONE EXPERT SYSTEM
CORMIX-GI
Version
4.1GT
SITE NAME/LABEL:
DESIGN CASE:
Scenario 2 - 10' extension; 70 gpm
FILE NAME:
P:\ABC Cleaners\CORMIX\Input Files\ABC
Cleaners-scenario2 70gpm.prd
Using subsystem CORMIX3:
Buoyant
Surface Discharges
Start of session:
03/22/2001--11:42:26
SUMMARY OF INPUT DATA:
----------------------------------------------------------
AMBIENT PARAMETERS:
Cross-section
= unbounded
Average depth
HA
= 0.37 m
Depth at discharge
HD
= 0.30 m
Darcy-Weisbach friction factor
F
= 0.1343
Calculated from Manning's n
= 0.035
Wind velocity
UW
= 1 m/s
TIDAL SIMULATION at time
Tsim
= 3 hours
Instantaneous ambient velocity
UA
= 0.01 m/s
Maximum tidal velocity
UaMAX
= 0.01 m/s
Rate of tidal reversal dUA/dt =
0.0033 (m/s)/hour
Period of reversal
T
= 12.4 hours
Stratification Type
STRCND
= U
Surface density
RHOAS
= 1008 kg/m^3
Bottom density
-------------------------------------------------------
RHOAB
= 1008 kg/m^3
DISCHARGE PARAMETERS:
Buoyant
Surface Discharge
Discharge located on
= right bank/shoreline
Discharge configuration
= protruding discharge
Distance from bank to outlet
DISTB
= 3.05 m
Discharge angle
SIGMA
= 90 deg
Depth near discharge outlet
HDO
= 0.10 m
Bottom slope at discharge
SLOPE
= 8.30 deg
Circular pipe diameter
=
0.1006 m
Equivalent rectangular discharge:
Discharge cross-section area
AO =
0.007946 m^2
Discharge channel width
BO =
0.078998 m
Discharge channel depth
HO =
0.100584 m
Discharge aspect ratio
AR =
1.273240
Discharge flowrate
QO =
0.004381 m^3/s
Discharge velocity
UO =
0.55 m/s
Discharge temperature (freshwater) =
19.72 degC
Corresponding density
RHOO =
998.2621 kg/m^3
Density difference
DRHO =
9.7379 kg/m^3
Buoyant acceleration
GPO =
0.0947 m/s^2
Discharge concentration
CO =
19 ppb
Surface heat exchange coeff.
KS =
0 m/s
Coefficient of decay
KD =
0 /s
-------------------------------------------------------
DISCHARGE/ENVIRONMENT LENGTH SCALES:
LQ = 0.09 m Lm = 4.92
m
Lbb = 415.08 m
LM = 0.53 m
UNSTEADY TIDAL SCALES:
Tu = 1.0711 hours Lu = 13.77 m
Lmin= 4.92 m

n
ra
-----------------------------------------------------------------------------
NON-DIMENSIONAL PARAMETERS:
Densimetric Froude number FRO = 6.00 (based on LQ) '
Channel densimetric Froude no. FRCH = 5.65 (based on HO)
Velocity ratio R = 55.14
-----------------------------------------------------------------------------
MIXING ZONE / TOXIC DILUTION ZONE / AREA OF INTEREST PARAMETERS:
Toxic discharge = yes
CMC concentration CMC = 74 ppb
CCC concentration CCC = 8.200000 ppb
Water quality standard specified = given by CCC value
Regulatory mixing zone = no
Region of interest = 1000 m downstream
HYDRODYNAMIC CLASSIFICATION:
*------------------------*
I FLOW CLASS = FJ1
------------------------
MIXING ZONE EVALUATION (hydrodynamic and regulatory summary):
-----------------------------------------------------------------------------
X-Y-Z Coordinate system:
Origin is located at water surface and at centerline of discharge channel:
3.05 m from the right bank/shore.
Number of.display steps NSTEP = 100 per module.
-----------------------------------------------------------------------------
NEAR-FIELD REGION (NFR) CONDITIONS :
Note: The NFR is the zone of strong initial mixing. It has no regulatory
implication. However, this information may be useful for the discharge
designer because the mixing in the NFR is usually sensitive to the
discharge design conditions.
Pollutant concentration at edge of NFR = 2.6138 ppb
Dilution at edge of NFR = 7.3
NFR Location: x = 0.86 m
(centerline coordinates) y = 7.91 m
z = 0 m
NFR plume dimensions: half -width = 4.09 m
thickness = 0.09 m
-----------------------------------------------------------------------------
Buoyancy assessment:
The effluent density is less than the surrounding ambient water
density at the discharge level.
Therefore, the effluent is POSITIVELY BUOYANT and will tend to rise towards
the surface.
-----------------------------------------------------------------------------
PLUME BANK CONTACT SUMMARY:
Plume in unbounded section contacts nearest bank at 1.16 m downstream.
-----------------------------------------------------------------------------
UNSTEADY TIDAL ASSESSMENT:
Because of the unsteadiness of the ambient current during the tidal
reversal, CORMIX predictions have been TERMINATED at:
x = 54 m
y = -3.05 m '
z = 0 m.
For this condition AFTER TIDAL REVERSAL, mixed water from the previous
half -cycle becomes re -entrained into the near field of the discharge,

r
increasing pollutant concentrations compared to steady-state predictions.
A pool of mixed water formed at slack tide will be advected downstream
in this phase.
************************ TOXIC DILUTION ZONE SUMMARY ************************
Recall: The TDZ corresponds to the three (3) criteria issued in the USEPA
F-,
Technical Support Document (TSD) for Water Quality -based Toxics Control,
1991 (EPA/505/2-90-001).
Criterion maximum concentration (CMC) = 74 ppb
Corresponding dilution = 0.256757
The CMC was encountered within a control volume describing a portion
of the discharge plume.
Therefore, the following plume conditions are a conservative estimate (with
lower concentrations or with larger dimensions) for the region at whose
boundary the CMC is met:
Local boundary concentration = 19 ppb
Corresponding dilution = 1
r Plume location: x = 0.00 m
(centerline coordinates) y = 0.56 m
z = 0 m
Plume dimension: half -width = 0.08 m
thickness = 0.11 m
CRITERION 1: This location is within 50 times the discharge length scale of
Lq = 0.09 m.
+++++ The discharge length scale TEST for the TDZ has been SATISFIED. ++++++
CRITERION 2: This location is within 5 times the ambient water depth of
HD = 0.30 m.
++++++++++ The ambient depth TEST for the TDZ has been SATISFIED.+++++++++++
CRITERION 3: No RMZ has been defined. Therefore, the Regulatory Mixing zone
test for the TDZ cannot be applied.
The diffuser discharge velocity is equal to 0.55 m/s.
This is below the value of 3.0 m/s recommended in the TSD.
*** All three CMC criteria for the TDZ are SATISFIED for this discharge. ***
********************** REGULATORY MIXING ZONE SUMMARY ***********************
No RMZ has been specified.
However:
The CCC was encountered at the following plume position:
The CCC for the toxic pollutant was encountered at the following
plume position:
CCC = 8.200000 ppb
Corresponding dilution = 2.3
Plume location: x = 0.04 m
(centerline coordinates) y = 1.69 m
Z = 0 m
Plume dimensions: half -width = 0.43 m
thickness = 0.12 m
********************* FINAL DESIGN ADVICE AND COMMENTS **********************
REMINDER: The user must take note that HYDRODYNAMIC MODELING by any known
technique is NOT AN EXACT SCIENCE.
Extensive comparison with field and laboratory data has shown that the
CORMIX predictions on dilutions and concentrations (with associated
plume geometries) are reliable for the majority of cases and are accurate
to within about +-50% (standard deviation).
As a further safeguard, CORMIX will not give predictions whenever it judges
the design configuration as highly complex and uncertain for prediction.

CORMIX3 PREDICTION FILE:
33333333333333333333333333333333333333333333333333333333333333333333333333333
CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIX3: Subsystem version:
Buoyant Surface Discharges CORMIX-GI Version 4.1GT
-----------------------------------------------------------------------------
----------------------------------------------=------------------------------
CASE DESCRIPTION
Site name/label:
Design case: Scenario 2 - 10' extension; 70 gpm
FILE NAME: P:\...RMIX\Input Files\ABC Cleaners-scenario2 70gpm.prd-
Time stamp: Thu Mar 22 12:05:35 2001
ENVIRONMENT PARAMETERS (metric units)
Unbounded section
HA = 0.37 HD = 0.30
Tidal Simulation at TIME = 3.000 h
PERIOD= 12.40 h UAmax = 0.010 dUa/dt= 0.003 (m/s)/h
UA = 0.010 F = 0.134 USTAR =0.1296E-02
UW = 1.000 UWSTAR=0.1071E-02
Uniform density environment
STRCND= U RHOAM = 1008.0000
DISCHARGE PARAMETERS (metric units)
BANK = RIGHT DISTB = 3.05 Configuration: protruding -discharge
SIGMA = 90.00 HDO = 0.10 SLOPE = 8.30
Circular discharge pipe:
DO
= 0.101
AO
= 0.008
Dimensions of equivalent
rectangular
discharge:
BO
= 0.079
HO
= 0.101
AO =0.7946E-02 AR =
UO
= 0.551
QO
= 0.004
=0.4381E-02
RH00
= 998.2620
DRH00
=0.9738E+01
GPO =0.9474E-01
CO
= 0.1900E+02
CUNITS= ppb
IPOLL
= 1
KS
=0.0000E+00
KD =0.0000E+00
FLUX VARIABLES (metric units)
QO =0.4381E-02
MO
=0.2416E-02
JO
=0.4151E-03
Associated length
scales
(meters)
LQ = 0.09
LM
= 0.53
Lm
= 4.92 Lb =
Tidal:
Tu
= 1.0711 h
Lu
= 13.766 Lmin =
NON -DIMENSIONAL PARAMETERS
FRO = 6.00
FRCH
= 5.65
R
= 55.14
FLOW CLASSIFICATION
333333.333333333333333333333333333333333333
3 Flow class (CORMIX3) = FJ1 3
3 Applicable layer depth HS = 0.30 3
333333333333333333333333333333333333333333
MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
CO = 0.1900E+02 CUNITS= ppb
NTOX = 1 CMC =0.7400E+02 CCC = CSTD
NSTD = 1 CSTD =0.8200E+01
REGMZ = 0
XINT = 1000.00 XMAX = 1000.00
1.273
415.08
4.915

X-Y-Z COORDINATE SYSTEM:
ORIGIN is located at the WATER SURFACE and at center of discharge
channel/outlet: 3.05 m from the RIGHT bank/shore.
X-axis points downstream
Y-axis points to left"as seen by an observer looking downstream
Z-axis points vertically upward (in CORMIX3, all values Z = 0.00)
NSTEP =100 display intervals per module
-----------------------------------------------------------------------
-----------------------------------------------------------------------
BEGIN MOD301: DISCHARGE MODULE
Efflux conditions:
X Y Z S C BV BH
0.00 0.00 0.00 1.0 0.190E+02 0.10 0.04
END OF MOD301: DISCHARGE MODULE
-------------------------------------------------------------------
------------------------------------------------------------------
BEGIN MOD302: ZONE OF FLOW ESTABLISHMENT
Control volume inflow:
X Y Z S C BV BH
0.00 0.00 0.00 1.0 0.190E+02 0.10 0.04
Profile definitions:
BV = Gaussian 1/e (37%) vertical thickness
BH = Gaussian 1/e (37%) horizontal half -width, normal to trajectory
S = hydrodynamic centerline dilution
C = centerline concentration (includes reaction effects, if any)
** CMC HAS BEEN FOUND **
The pollutant concentration in the plume falls below CMC value of 0.740E+02
due to mixing in.this control volume.
The actual extent of the TOXIC DILUTION ZONE will be smaller than control
volume outflow values predicted below.
Control volume outflow: SIGMA = 89.57
X Y Z S C BV BH
0.00 0.56 0..00 1.0 0.190E+02 0.11 0.08
Cumulative travel time = 1. sec
END OF MOD302: ZONE OF FLOW ESTABLISHMENT
----------------------------------------------------------------
--------------------------------------------------------------
BEGIN CORSURF (MOD310): BUOYANT SURFACE JET -"NEAR-FIELD
Surface jet in deep crossflow with strong buoyancy effects..
Profile definitions:
BV = Gaussian 1/e (37%) vertical thickness
BH = Gaussian 1/e (37%) horizontal half -width, normal to trajectory
S = hydrodynamic centerline dilution
C = centerline concentration (includes reaction effects, if any)
X Y Z S C BV BH
0.00 0.56 0.00. 1.0 0.190E+02 0.11 0.08
0.01 0.65 0.00 1.2 0.158E+02 0.11 0.11

M
r+
0.01 0.72 0.00 1.3 0.148E+02 0.10 0.13
0.01 0.80 0.00 1.4 0.138E+02 0.10 0.15
0.01 0.87 0.00 1.5 0.131E+02 0.10 0.17
0.01 0.95 0.00 1..5 0.123E+02 0.10 0.19
0.01 1.02 0.00 1.6 0.117E+02 0.10 0.21
0.01 1.09 0.00 1.7 0.112E+02 0.11 0.23 ,
0.02 1.17 0.00 1.8 0.107E+02 0.11 0.25
0.02 1.24 0.00 1.9 0.102E+02 0.11 0.28
0.02 1.32 0.00 1.9 0.978E+01 0.11 0.30
0.03 1.39 0.00 2.0 0.942E+01 0.11 0.32
0.03 1.46 0.00 2.1 0.910E+01 0.11 0.35
0.03 1.54 0.00 2.2 0.876E+01 0.11 0.37
0.04 1.61 0.00 2.2 0.850E+01 0.12 0.40
0.04 1.69 0.00 2.3 0.822E+01 0.12 0.42
** WATER QUALITY STANDARD OR CCC HAS BEEN FOUND **
The pollutant concentration in the plume falls below water quality standard
or CCC value of 0.820E+01 in the current prediction interval.
This is the spatial extent of concentrations exceeding the water quality
standard or CCC value.
0.04 1.76 0.00 2.4 0.799E+01 0.12 0.45
0.05 1.83 0.00 2.4 0.778E+01 0.12 0.47
0.05 1.91 0.00 2.5 0.756E+01 0.12 0.50
0.06 1.98 0.00 2.6 0.738E+01 0.12 0.53
0.06 2.06 0.00 2.6 0.719E+01 0.12 0.56
0.07 2.13 0.00 2.7 0.704E+01 0.12 0.59
0.07 2.20 0.00 2.8 0.689E+01 0.12 0.62
0.08 2.28 0.00 2.8 0.674E+01 0.12 0.65
0.08 2.35 0.00 2.9 0.661E+01 0.12 0.68
0.09 2.43 0.00 2.9 0.648E+01 0.12 0.71
0.09 2.50 0.00 3.0 0.637E+01 0.12 0.74
0.10 2.57 0.00 3.0 0.626E+01 0.12 0.77
0.10 2.65 0.00 3.1 0.615E+01 0.13 0.80
0.11 2.72 0.00 3.1 0.605E+01 0.13 0.83
0.12 2.80 0.00 3.2 0.595E+01 0.13 0.86
0.12 2.87 0.00 3.2 0.587E+01 0.13 0.90
0.13 2.94 0.00 3.3 0.579E+01 0.13 0.93
0.14 3.02 0.00 3.3 0.570E+01 0.13 0.96
0.14 3.08 0.00 3.4 0.563E+01 0.13 0.99
0.15 3.16 0.00 3.4 0.555E+01 0.13 1.03
0.16 3.23 0.00 3.5 0.548E+01 0.13 1.06
0.17 3.30 0.00 3.5 0.542E+01 0.13 1.10
0.17 3.38 0.00 3.6 0.535E+01 0.13 1.13
0.18 3.45 0.00 3.6 0.529E+01 0.13 1.17
0.19 3.53 0.00 3.6 0.522E+01 0.13 1.20
0.20 3.60 0.00 3.7 0.517E+01 0.13 1.24
0.20 3.67 0.00 3.7 0.512E+01 0.13 1-.27
0.21 3.75 0.00 3.8 0.506E+01 0.13 1.31
0.22 3.82 0.00 3.8 0.501E+01 0.13 1.35
0.23 3.90 0.00 3.8 0.496E+01 0.13 1.38
0.24 3.97 0.00 3.9 0.491E+01 0.13 1.42
0.25 4.04 0.00 3.9 0.487E+01 0.13 1.46
0.26 4.12 0.00 3.9 0.482E+01 0.13 1.50
0.26 4.19 0.00 4.0 0.478E+01 0.13 1.53
0.27 4.27 0.00 4.0 0.473E+01 0.13 1.57
0.28 4.34 0.00 4.0 0.469E+01 0.13 1.61
0.29 4.41 0.00 4.1 0.466E+01 0.13 1.65
0.30 4.49 0.00 4.1 0.461E+01 0.13 1.69

r-
0.31
4.56
0.00
4.1 0.458E+01
0.13
1.72
0.32
4.63
0.00
4.2 0.454E+01
0.13
1.77
- 0.33
4.70
0.00
4.2 0.451E+01
0.13
1.80
0.34
4.77
0.00
4.2 0.447E+01
0.13
1.84
0.35
4.85
0.00
4.3 0.444E+01
0.13
1.89
0.36
4.92
0.00
4.3 0.441E+01
0.13
1.92
0.37
5.00
0.00
4.3 0.437E+01
0.13
1.97
0.38
5.07
0.00
4.4 0.434E+01
0.13
2.01
0.39
5.14
0.00
4.4 0.432E+01
0.13
2.05
0.40
5.22
0.00
4.4 0.428E+01
0.13
2.09
0.41
5.29
0.00
4.5 0.426E+01
0.13
2.13
0.42
5.37
0.00
4.5 0.423E+01
0.13
2.17
0.43
5.44
0.00
4.5 0.420E+01
0.13
2.21
0.44
5.51
0.,00
4.6 0.418E+01
0.13
2.25
0.46
5.59
0.00
4.6 0.415E+01
0.13
2.30
0.47
5.65
0.00
4.6 0.412E+01
0.13
2.34
0.48
5.73
0.00
4.6 0.410E+01
0.13
2.39
0.49
5.80
0.00
4.7 0.407E+01
0.13
2.43
0.50
5.87.
0.00
4.7 0.405E+01
0.13
2.47
0.51
5.95
0.00
4.7 0.402E+01
0.13
2.52
0.52
6.02
0.00
4.7 0.400E+01
0.13
2.56
0.54
6.10
0.00
4.8 0.398E+01
0.13
2.61
0.55
6.17
0.00
4.8 0.396E+01
0.13
2.65
0.56
6.24
0.00
4.8 0.394E+01
0.13
2.69
0.57
6.32
0.00
4.9 0.391E+01
0.13
2.74
0.58
6.38
0.00
4.9 0.389E+01
0.13
2.78
0.60
6.46
0.00
4.9 0.387E+01
0.13
2.83
0.61
6.53
0.00
4.9 0.385E+01
0.13
2.87
0.62
6.60
0.00
5.0 0.383E+01
0.13
2.92
0.63
6.68
0.00
5.0 0.381E+01
0.13
2.97
0.65
6.75
0.00
5.0 0.379E+01
0.13
3.01
0.66
.6.83
0.00
5.0 0.377E+01
0.13
3.06
0.67
6.90
0.00
5.1 0.376E+01
0.13
3.10
0.68
6.97
0.00
5.1 0.374E+01
0.13
3.15
0.70
7.05
0.00
5.1 0.372E+01
0.13
3.20
0.71
7.11
0.00
5.1 0.370E+01
0.13
3.24
0.72
7.19
0.00
5.2 0.368E+01
0.13
3.30
0.74
7.26
0.00
5.2 0.366E+01
0.13
3.34
0.75
7.33
0.00
5.1 0.371E+01
0.12
3.39
0.76
7.41
0.00
5.2 0.367E+01
0.13
3.44
0.78
7.48
0.00
5.2 0.363E+01
0.13
3.49
0.79
7.56
0.00
5.2 0.365E+01
0.12
3.54
0.80
7.63
0.00
5.2 0.368E+01
0.12
3.59
0.82
7.69
0.00
5.2 0364E+01
0.12
3.64
0.83
7.77
0.00
5.3 0.360E+01
0.12
3.69
0.84
7.84
0.00
5.3 0.356E+01
0.13
3.74
0.86
7.91
0.00
4.8 0.396E+01
0.09
4.09
Buoyant jet
regime ends
with
local CRITICAL CONDITIONS.
Cumulative travel time
=
77. sec
END OF CORSURF (MOD310): BUOYANT SURFACE JET - NEAR -FIELD
-----------------------------------------------------------------------------
--------------------------------------------------------------------------
** End of NEAR -FIELD REGION (NFR) **
-------------------------------------------------------------------------
The initial plume WIDTH/THICKNESS VALUE in the next far -field module will be

CORRECTED by a factor 2.05 to conserve the mass flux in the far -field!
The correction factor is quite large because of the small ambient velocity
relative to the strong mixing characteristics of the discharge!
This indicates localized RECIRCULATION REGIONS and internal hydraulic JUMPS.
---------------------------------------=-------------------------------------
BEGIN MOD341: BUOYANT AMBIENT SPREADING
Profile definitions:
BV = top -hat thickness,measured vertically
BH = top -hat half -width, measured horizontally from bank/shoreline
S = hydrodynamic average (bulk) dilution
C = average (bulk) concentration (includes reaction effects, if any)
Plume Stage
1 (not
bank attached):
X
Y
Z
S C
BV
BH
0.86
7.91
0.00
4.8 0.396E+01
0.19
8.37
0.86
7.91
0.00
4.8 0.396E+01
0.19
8.40
0.86
7.91
0.00
4.8 0.395E+01
0.19
8.42
0.87
7.91
0.00
4.8 0.395E+01
0.19
8.45
0.87
7.91
0.00
4.8 0.395E+01
0.19
8.48
0.87
7.91
0.00
4.8 0.394E+01
0.19
8.50
0.88
7.91
0.00
4.8 0.394E+01
0.19
8.54
0.88
7.91
0.00
4.8 0.394E+01
0.19
8.56
0.88
7.91
0.00
4.8 0.393E+01
0.19
8.59
0.89
7.91
0.00
4.8 0.393E+01
0.19
8.62
0.89
7.91
0.00
4.8 0.393E+01
0.19
8.64
0.89
7.91
0.00
4.8 0.392E+01
0.19
8.67
0.89
7.91
0.00
4.8 0.392E+01
0.18
8.70
0.90
7.91
0.00
4.9 0.392E+01
0.18
8.73
0.90
7.91
0.00
4.9 0.392E+01
0.18
8.75
0.90
7.91
0.00
4.9 0.391E+01
0.18
8.78
0.91
.7.91
0.00
4.9 0.391E+01
0.18
8.81
0.91
7.91
0.00
4.9 0.391E+01
0.18
8.84
0.91
7.91
0.00
4.9 0.390E+01
0.18
8.86
0.91
7.91
0.00
4.9 0.390E+01
0.18
8.89
0.92
7.91
0.00
4.9 0.390E+01
0.18
8.92
0.92
7.91
0.00
4.9 0.389E+01
0.18
8.94
0.92
7.91
0.00
4.9 0.389E+01
0.18
8.97
0.93
7.91
0.00
4.9 0.389E+01
0.18
8.99
0.93
7.91
0.00
4.9 0.388E+01
0.18
9.03
0.93
7.91
0.00
4.9 0.388E+01
0.18
9.05
0.94
7.91
0.00
4.9 0.388E+01
0.18
9.08
0.94
7.91
0.00
4.9 0.388E+01
0.18
9.10
0.94
7.91
0.00
4.9 0.387E+01
0.18
9.13
0.94
7.91
0.00
4.9 0.387E+01
0.18
9.16
0.95
7.91
0.00
4.9 0.387E+01
0.18
9.18
0.95
7.91
0.00
4.9 0.386E+01
0.18
9.21
0.95
7.91
0.00
4.9 0.386E+01
G.18
9.24
0.96
7.91
0.00
4.9 0.386E+01
0.18
9.26
0.96
7.91
0.00
4.9 0.386E+01
0.18
9.29
0.96
7.91
0.00
4.9 0.385E+01
0.18
9.31
0.97
7.91
0.00
4.9 0.385E+01
0.18
9.34
0.97
7.91
0.00
4.9 0.385E+01
0.17
9.37
0.97
7.91
0.00
4.9 0.385E+01
0.17
9.39
0.97
7.91
0.00
4.9 0.384E+01
0.17
9.42
0.98
7.91
0.00
4.9 0.384E+01
0.17
9.45
0.98
7.91
0.00
5.0 0.384E+01
0.17
9.48

0.98 7.91 0.00 5.0 0.384E+01 0.17 9.50
0.99 7.91 0.00 5.0 0.383E+01 0.17 9.52
0.99 7.91 . 0.00 5.0 0.383E+01 0.17 9.55
0.99 7.91 0.00 5.0 0.383E+01 0.17 9.58
1.00 7.91 0.00 5.0 0.383E+01 0.17 9.60
1.00 7.91 0.00 5.0 0.382E+01 0.17 9.63
1.00 7.91 0.00 5.0 0.382E+01 0.17 9.65
1.00 7.91 0.00 5.0 0.382E+01 0.17 9.68
1.01 7.91 0.00 5.0 0.381E+01 0.17 9.71
1.01 7.91 0.00 5.0 0.381E+01 0.17 9.73
1.01 7.91 0.00 5.0 0.381E+01 0.17 9.76
1.02 7.91 0.00 5.0 0.381E+01 0.17 9.79
1.02 7.91 0.00 5.0 0.380E+01 0.17 9.81
1.02 7.91 0.00 5.0 0.380E+01 0.17 9.84
1.03 7.91 0.00 5.0 0.380E+01 0.17 9.86
1.03 7.91 0.00 5.0 0.380E+01 0.17 9.89
1.03 7.91 0.00 5.0 0.380E+01 0.17 9.91
1.03 7.91 0.00 5.0 0.379E+01 0.17 9.94
1.04 7.91 0.00 5.0 0.379E+01 0.17 9.96
1.04 7.91 0.00 5.0 0.379E+01 0.17 9.99
1.04 7.91 0.00 5.0 0.379E+01 0.17 10.01
1.05 7.91 0.00 5.0 0.378E+01 0.17 10.04
1.05 7.91 0.00 5.0 0.378E+01 0.17 10.06
1.05 7.91 0.00 5.0 0.378E+01 0.17 10.09
1.06 7.91 0.00 5.0 0.378E+01 0.17 10.11
1.06 7.91 0.00 5.0 0.377E+01 0.16 10.14
1.06 7.91 0.00 5.0 0.377E+01 0.16 10.17
1.06 7.91 0.00 5.0 0.377E+01 0.16 10.20
1.07 7.91 0.00 5.0 0.377E+01 0.16 10.22
1.07 7.91 0.00 5.0 0.376E+01 0.16 10.24
1.07 7.91 0.00 5.1 0.376E+01 0.16 10.26
1.08 7.91 0.00 5.1 0.376E+01 0.16 10.29
1.08 7.91 0.00 5.1 0.376E+01 0.16 10.32
1.08 7.91 0.00 5.1 0.376E+01 0.16 10.34
1.09 7.91 0.00 5.1 0.375E+01 0,16 10.37
1.09 7.91 0.00 5.1 0.375E+01 0.16 10.39
1.09 7.91 0.00 5.1 0.375E+01 0.16 10.41
1.09 7.91 0.00 5.1 0.375E+01 0.16 10.44
1.10 7.91 0.00 5.1 0.374E+01 0.16 10.46
1.10 7.91 0.00 5.1 0.374E+01 0.16 10.49
1.10 7.91 0.00 5.1 0.374E+01 0.16 10.51
1.11 7.91 0.00 5.1 0.374E+01 0.16 10.54
1.11 7.91 0.00 5.1 0.374E+01 0.16 10.56
1.11 7.91 0.00 5.1 0.373E+01 0.16 10.59
1.11 7.91 .0.00 5.1 0.373E+01 0.16 10.62
1.12 7.91 0.00 5.1 0.373E+01 0.16 10.64
1.12 7.91 0.00 5.1 0.373E+01 0.16 10.67
1.12 7.91 0.00 5.1 0.372E+01 0.16 10.69
1.13 7.91 0.00 5.1 0.372E+01 0.16 10.71
1.13 7.91 0.00 5.1 0.372E+01 0.16 10.74
1.13 7.91 0.00 5.1 0.372E+01 0.16 10.76
1.14 7.91 0.00 5.1 0.372E+01 0.16 10.79
1.14 7.91 0.00 5.1 0.371E+01 0.16 10.81
1.14 7.91 0.00 5.1 0.371E+01 0.16 10.84
1.14 7.91 0.00 5.1 0.371E+01 0.16 10.86
1.15 7.91 0.00 5.1 0.371E+01 0.16 10.88
1.15 7.91 0.00 5.1 0.371E+01 0.16 10.91

1.15 7.91 0.00 5.1 0.370E+01 0.16 10.93
1.16 7.91 0.00 5.1 0.370E+01 0.16 10.95
Cumulative travel time = 107. sec
---------------------------------------------------------------------------
Plume is ATTACHED to RIGHT bank/shore.
Plume width is now determined from RIGHT bank/shore.
Plume Stage 2 (bank attached):
X
Y
Z
1.16
-3.05
0.00
11.15
-3.05
0.00
21.13
-3.05
0.00
31.12
-3.05
0.00
41.11
-3.05
0.00
51.10
-3.05
0.00
54.00
-3.05
0.00
Cumulative
travel time
=
S
C
BV
BH
6.3
0.304E+01
0.16
21.91
6.4
0.298E+01
0.07
70.86
6.1
0.310E+01
0.05
100.49
6.3
0.303E+01
0.04
123.35
6.7
0.285E+01
0.04
142.46
7.2
0.263E+01
0.04
159.13
7.4
0.256E+01
0.04
163.48
5391. sec
CORMIX prediction has been TERMINATED at last prediction interval.
Limiting time due to TIDAL REVERSAL has been reached.
END OF MOD341: BUOYANT AMBIENT SPREADING
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
CORMIX3: Buoyant Surface Discharges End of Prediction File
33333333333333333333333333333333333333333333333333333333333333333333333333333

************************** FLOW CLASS DESCRIPTION ***************************
The following description of flow class FJ1 applies to the FULL WATER DEPTH at the
discharge site:
FLOW CLASS FJ1
This flow exhibits no bank interaction or bottom interaction in the
near -field. It is oriented at a large enough angle from the down-
stream shoreline to prevent Coanda attachment. The buoyancy is
relatively strong and will distort the cross-section of the flow
significantly in the near -field.
The flow consists of the following regimes:
1) Weakly deflected 3-dimensional jet: The mixing is dominated by the
initial momentum, causing relatively constant spreading in both
the horizontal and the vertical directions. The deflection by the
ambient crossflow is relatively weak.
2) Weakly deflected plume: The flow cross-section becomes distorted
by the buoyancy, resulting in thinning of the flow and increased
non -linear lateral spreading. The dilution is reduced in this
regime due to suppression of the vertical mixing by buoyancy forces.
3) Strongly deflected plume: The cross-section of the flow is
distorted due to buoyancy -induced lateral spreading. This may
result in thinning of the plume. The flow is strongly deflected by
the ambient current.
4) Far -field buoyant spreading: The plume spreads laterally along the
surface while being advected downstream with the ambient current.
There is no net change in the centerline trajectory. The mixing
rate is relatively small and the thickness may decrease in this
regime. The plume may interact with the shoreline.
5) Passive ambient diffusion: The ambient turbulence becomes the
predominant mixing process in this regime. The plume will grow in
both the vertical and horizontal directions at a rate that is
dependent on the magnitude of the ambient turbulence. The flow may
interact with the bottom or the shoreline in this regime.
SPECIAL CASE: If the receiving water is stagnant, the simulation will
terminate at the end of the weakly deflected plume regime (2).
END OF FLOW CLASS DESCRIPTION ***********************************************

IX B,4
gpm flow rate
d REPORT
'ION REPORT
_ASS DESCRIPTION

CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
CORMIX: CORNELL MIXING ZONE EXPERT SYSTEM
CORMIX-GI Version 4.1GT
SITE NAME/LABEL:
DESIGN CASE: Scenario 2 - 10' extension; 110 gpm
FILE NAME: P:\ABC Cleaners\CORMIX\Input Files\ABC
Cleaners-scenario2 110gpm.prd
Using subsystem CORMIX3: Buoyant Surface Discharges
Start of session: 03/22/2001--11:43:13
SUMMARY OF INPUT DATA:
-----------------------------------------------------------------------------
AMBIENT PARAMETERS:
Cross-section
= unbounded
Average depth
HA
= 0.37 m
Depth at discharge
HD
= 0.30 m
Darcy-Weisbach friction factor
F
= 0.1343
Calculated from Manning's n
= 0.035
Wind velocity
UW
= 1 m/s
TIDAL SIMULATION at time
Tsim
= 3 hours
Instantaneous ambient velocity
UA
= 0.01 m/s
Maximum tidal velocity
UaMAX
= 0.01 m/s
Rate of tidal reversal dUA/dt
=
0.0033 (m/s)/hour
Period of reversal
T
= 12.4 hours
Stratification Type
STRCND
= U
Surface density
RHOAS
= 1008 kg/m^3
Bottom density
-----------------------------------------------------------------------------
RHOAB
= 1008 kg/m^3
DISCHARGE PARAMETERS:
Buoyant
Surface Discharge
Discharge located on
= right bank/shoreline
Discharge configuration
= protruding discharge
Distance from bank to outlet
DISTB
= 3.05 m
Discharge angle
SIGMA
= 90 deg
Depth near discharge outlet
HDO
= 0.10 m
Bottom slope at discharge
SLOPE
= 8.30 deg
Circular pipe diameter
= 0.1006 m
Equivalent rectangular discharge:
Discharge cross-section area AO
Discharge channel width
BO
Discharge channel depth
HO
Discharge aspect ratio
AR
Discharge flowrate
QO
Discharge velocity
UO
Discharge temperature (freshwater)
Corresponding density
RHO0
Density difference
DRHO
Buoyant acceleration
GPO
Discharge concentration
CO
Surface heat exchange coeff. KS
Coefficient of decay
KD
--------------------------------------
DISCHARGE/ENVIRONMENT LENGTH
SCALES:
LQ = 0.09 m Lm =
7.79 m
LM = 0.85 m
UNSTEADY TIDAL SCALES:
Tu = 1.2485 hours Lu
= 1B.71 m
0.007946 m^2
0.078998 m
0.100584 m
1.273240
0.006940 m^3/s
= 0.87 m/s
= 19.72 degC
= 998.2621 kg/m^3
= 9.7379 kg/m^3
= 0.0947 m/s^2
= 19 ppb
= 0 m/s
= 0 /s
Lbb = 657.48 m
Lmin= 7.79 m

-----------------------------------------------------------------------------
NON-DIMENSIONAL PARAMETERS:
Densimetric Froude number FRO = 9.50 (based on LQ)
Channel densimetric Froude no. FRCH = 8.95 (based on HO)
Velocity ratio R = 87.34
-----------------------------------------------------------------------------
MIXING ZONE/ TOXIC DILUTION ZONE / AREA OF INTEREST PARAMETERS:
Toxic discharge = yes
CMC concentration CMC = 74 ppb
CCC concentration CCC = 8.200000 ppb
Water quality standard specified = given by CCC value
Regulatory mixing zone = no
Region of interest = 1000 m downstream
*****************************************************************************
HYDRODYNAMIC CLASSIFICATION:
*------------------------*
I FLOW CLASS = FJ1 I
*------------------------*
*****************************************************************************
MIXING ZONE EVALUATION (hydrodynamic and regulatory summary):
-----------------------------------------------------------------------------
X-Y-Z Coordinate system:
Origin is located at water surface and at centerline of discharge channel:
3.05 m from the right bank/shore.
Number of display steps NSTEP = 100 per module.
-----------------------------------------------------------------------------
NEAR-FIELD REGION (NFR) CONDITIONS :
Note: The NFR is the zone of strong initial mixing. It has no regulatory
implication. However, this information may be useful for the discharge
designer because the mixing in the NFR is usually sensitive to the
discharge design conditions.
Pollutant concentration at edge of NFR = 1.5179 ppb
Dilution at edge of NFR = 12.5
NFR Location: x = 1.49 m
(centerline coordinates) y = 12.75 m
z = 0 m
NFR plume dimensions: half -width = 6.12 m
thickness = 0.19 m
-----------------------------------------------------------------------------
Buoyancy assessment:
The effluent density is less than the surrounding ambient water
density at the discharge level. '+
Therefore, the effluent is POSITIVELY BUOYANT and will tend to rise towards
the surface.
-----------------------------------------------------------------------------
FAR -FIELD MIXING SUMMARY:
Plume becomes vertically fully mixed WITHIN NEAR -FIELD at 0 m
downstream, but RE -STRATIFIES LATER and is not mixed in the far -field.
-----------------------------------------------------------------------------
PLUME BANK CONTACT SUMMARY:
Plume in unbounded section contacts nearest bank at 1.81 m downstream.
-----------------------------------------------------------------------------
UNSTEADY TIDAL ASSESSMENT:
Because of the unsteadiness of the ambient current during the tidal
reversal, CORMIX predictions have been TERMINATED at:
x = 54 m

y = -3.05 m
z=0m.
For this condition. AFTER TIDAL REVERSAL, mixed water from the previous
half -cycle becomes re -entrained into the near field of the discharge,
increasing pollutant concentrations compared to steady-state predictions.
A pool of mixed water formed at slack tide will be advected downstream
in this phase.
************************ TOXIC DILUTION ZONE SUMMARY ************************
Recall: The TDZ corresponds to the three (3) criteria issued in the USEPA
Technical Support Document (TSD) for Water Quality -based Toxics Control,
1991 (EPA/505/2-90-001).
Criterion maximum concentration (CMC) = 74 ppb
Corresponding dilution = 0.256757
The CMC was encountered within a control volume describing a portion
of the discharge plume.
Therefore, the following plume conditions are a conservative'estimate (with
lower concentrations or with larger dimensions) for the region at whose
boundary the CMC is met:
Local boundary concentration = 19 ppb
Corresponding dilution = 1
Plume location: x = 0.00 m
(centerline coordinates) y = 0.61 m
z = 0 m
Plume dimension: half -width = 0.08 m
thickness = 0.12 m
CRITERION 1: This location is within 50 times the discharge length scale of
Lq = 0.09 m.
+++++ The discharge length scale TEST for the TDZ has been SATISFIED. ++++++
CRITERION 2: This location is within 5 times the ambient water depth of
HD = 0.30 m.
++++++++++ The ambient depth TEST for the TDZ has been SATISFIED.+++++++++++
CRITERION 3: No RMZ has been defined. Therefore, the Regulatory Mixing zone
test for the TDZ cannot be applied..
The diffuser discharge velocity is equal to 0.87 m/s.
This is below the value of 3.0 m/s recommended in the TSD.
*** All three CMC criteria for the TDZ are SATISFIED for this discharge. ***
********************** REGULATORY MIXING ZONE'SUMMARY ***********************
No RMZ has been specified.
However:
The CCC was encountered at the following plume position:
The CCC for the toxic pollutant was encountered at the following
plume position:
CCC = 8.200000 ppb
Corresponding dilution = 2,3
Plume location: x = 0.02 m
(centerline coordinates) y = 1.68 m
z = 0 m
Plume dimensions: half -width = 0.33 m
thickness = 0.15 m
********************* FINAL DESIGN ADVICE AND COMMENTS **********************
REMINDER: The user must take note that HYDRODYNAMIC MODELING by any known
technique is NOT AN EXACT SCIENCE.
Extensive comparison with field and laboratory data has shown that the
CORMIX predictions on dilutions and concentrations (with associated

plume geometries) are reliable for the majority of cases and are accurate
to within about +-50% (standard deviation).
As a further safeguard, CORMIX will not give predictions whenever it judges
the design configuration as highly complex and uncertain for prediction.

CORMIX3 PREDICTION FILE:
33333333333333333333333333333333333333333333333333333333333333333333333333333
CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIX3: Subsystem version:
Buoyant Surface Discharges CORMIX-GI Version 4.1GT
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
CASE DESCRIPTION
Site name/label:
Design case: Scenario 2 - 10' extension
FILE NAME: P:\...MIX\Input Files\ABC Cleaners-scenario2 110gpm.prd
Time stamp: Thu Mar 22 12:07:06 2001
ENVIRONMENT PARAMETERS (metric units)
Unbounded section
HA = 0.37 HD = 0.30
Tidal Simulation at TIME = 3.000 h
PERIOD= 12.40 h UAmax = 0.010 dUa/dt= 0.003 (m/s)/h
UA = 0.010 F = 0.134 USTAR =0.1296E-02
UW = 1.000 UWSTAR=0.1071E-02
Uniform density environment
STRCND= U RHOAM = 1008.0000
DISCHARGE PARAMETERS (metric units)
BANK = RIGHT DISTB = 3.05 Configuration: protruding_discharge
SIGMA = 90.00 HDO = 0.10 SLOPE = 8.30
Circular discharge pipe:
DO
= 0.101
AO
= 0.008
Dimensions
of equivalent
rectangular
discharge:
BO
= 0.079
HO
= 0.101
AO =0.7946E-02 AR =
UO
= 0.873
QO
= 0.007
=0.6940E-02
RHOO
= 998.2620
DRHOO
=0.9738E+01
GPO =0.9474E-01
CO
= 0.1900E+02
CUNITS= ppb
IPOLL
= 1
KS
=0.0000E+00
KD =0.0000E+00
FLUX VARIABLES (metric units)
QO =0.6940E-02
MO
=0.6061E-02
JO
=0.6575E-03
Associated length
scales
(meters)
LQ = 0.09
LM
= 0.85
Lm
= 7.79 Lb =
Tidal:
Tu
= 1.2485 h
Lu
= 18.706 Lmin =
NON -DIMENSIONAL PARAMETERS
FRO = 9.50
FRCH
= 8.95
R
= 87.34
FLOW CLASSIFICATION
333333333333333333333333333333333333333333
3 Flow class (CORMIX3) = FJ1 3
3 Applicable layer depth HS = 0.30 3
333333333333333333333333333333333333333333
MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
CO = 0.1900E+02 CUNITS= ppb .
NTOX = 1 CMC =0.7400E+02 CCC = CSTD
NSTD = 1 CSTD =0.8200E+01
REGMZ = 0
XINT = 1000.00 XMAX = 1000.00
1.273
657.48
7.785

r
X-Y-Z COORDINATE SYSTEM:
ORIGIN is located at the WATER SURFACE and at center of discharge
channel/outlet: 3.05 m from the RIGHT bank/shore.
X-axis points downstream
Y-axis points to left as seen by an observer looking downstream
Z-axis points vertically upward (in CORMIX3, all values Z = 0.00)
NSTEP =100 display intervals per module
-----------------------------------------------------------------------------
------------------------------------------------------------------------=----
BEGIN MOD301: DISCHARGE MODULE
Efflux conditions:
X Y Z S C BV BH
0.00 0.00 0.00 1.0 0.190E+02 0.10 0.04
END OF MOD301: DISCHARGE MODULE
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
BEGIN MOD302: ZONE OF FLOW ESTABLISHMENT
Control volume inflow:
X Y Z S C BV BH
0.00 0.00 0.00 1.0 0.190E+02 0.10 0.04
Profile definitions:
BV = Gaussian 1/e (37%) vertical thickness
BH = Gaussian 1/e (37%) horizontal half -width, normal to trajectory
S = hydrodynamic centerline dilution
C = centerline concentration (includes reaction effects, if any)
** CMC HAS BEEN FOUND **
The pollutant concentration in the plume falls below CMC value of 0.740E+02
due to mixing in this control volume.
The actual extent of the TOXIC DILUTION ZONE will be smaller than control
volume outflow values predicted below.
Control volume outflow: SIGMA = 89.73
X Y Z S C BV BH
0.00 0.61 0.00 1.0 0.190E+02 0.12 0.08
Cumulative travel time = 1. sec
END OF MOD302: ZONE OF FLOW ESTABLISHMENT
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
BEGIN CORSURF (MOD310): BUOYANT SURFACE JET - NEAR -FIELD.
Surface jet in deep crossflow with strong buoyancy effects.
Profile definitions:
BV = Gaussian l/e (37%) vertical thickness
BH = Gaussian 1/e (37%) horizontal half -width, normal to trajectory
S = hydrodynamic centerline dilution
C = centerline concentration (includes reaction effects, if any)
X Y Z S C BV BH
0.00 0.61 0.00 1.0 0.190E+02 0.12 0.08
0.00 0.75 0.00 1.3 0.149E+02 0.12 0.11
rn
r1
r -1
r-i

0.01 0.87 0.00 1.4 0.135E+02 0.12 0.14
0.01 0.99 0.00 1.5 0.123E+02 0.12 0.16
0.01 1.11 0.00 1.7 0.113E+02 0.13 0.19
0.01 1.24 0.00 1.8 0.104E+02 0.13 0.22
0.01 1.36 0.00 2.0 0.965E+01 0.13 0.25
0.02 1.48 0.00 2.1 0.903E+01 0.14 0.28
0.02 1.60 0.00 2.2 0.849E+01 0.14 0.31
** WATER QUALITY STANDARD OR CCC HAS BEEN FOUND **
The pollutant concentration in the plume falls below water quality standard
or CCC value of 0.820E+01 in the current prediction interval.
This is the spatial extent of concentrations exceeding the water quality
standard or CCC value.
0.03 1.73 0.00 2.4 0.798E+01 0.15 0.35
0.03 1.85 0.00 2.5 0.757E+01 0.15 0.38
0.03 1.97 0.00 2.6 0.720E+01 0.16 0.42
0.04 2.09 0.00 2.8 0.687E+01 0.16 0.45
0.05 2.21 0.00 2.9 0.658E+01 0.16 0.49
0.05 2.34 0.00 3.0 0.630E+01 0.17 0.53
0.06 2.46 0.00 3.1 0.606E+01 0.17 0.57
0.06 2.58 0.00 3.2 0.585E+01 0.17 0.61
0.07 2.70 0.00 3.4 0.566E+01 0.18 0.65
0.08 2.83 0.00 3.5 0.547E+01 0.18 0.70
0.09 2.95 0.00 3.6 0.531E+01 0.18 0.74
0.09 3.07 0.00 3.7 0.517E+01 0.18 0.78
0.10 3.19 0.00 3.8 0.504E+01 0.19 0.83
0.11 3.32 0.00 3.9 0.491E+01 0.19 0.88
0.12 3.44 0.00 4.0 0.479E+01 0.19 0.92
0.13 3.56 0.00 4.1 0.469E+01 0.19 0.97
0.14 3.68 0.00 4.1 0.459E+01 0.19 1.02
0.15 3.80 0.00 4.2 0.450E+01 0.19 1.07
0.16 3.93 0.00 4.3 0.441E+01 0.19 1.12
0.17 4.05 0.00 4.4 0.433E+01 0.19 1.17
0.18 4.17 0.00 4.5 0.426E+01 0.19 1.22
0.19 4.29 0:00 4.5 0.419E+01 0.20 1.27
0.20 4.42 0.00 4.6 0.411E+01 0.20 1.33
0.22 4.54 0.00 4.7 0.405E+01 0.20 1.38
0.23 4.66 0.00 4.8 0.399E+01 0.20 1.43
0.24 4.78 0.00 4.8 0.394E+01 0.20 1.48
0.25 4.91 0.00 4.9 0.388E+01 0.20 1.54
0.27 5.02 0.00 5.0 0.383E+01 0.20 1.60
0.28 5.14 0.00 5.0 0.378E+01 0.20 1.65
0.29 5.26 0.00 5.1 0.373E+01 0.20 1.71
0.30 5.38 0.00 5.1 0.369E+01 0.20 1.76
0.32 5.51 0.00 5.2 0.365E+01 0..20 1.82
0.33 5.63 0.00 5.3 0.360E+01 0.20 1.88
0.35 5.75 0.00 5.3 0.357E+01 0.20 1.94
0.36 5.87 0.00 5.4 0.353E+01 0.20 2.00
0.38 6.00 0.00 5.4 0.349E+01 0.20 2.06
0.39 6.12 0.00 5.5 0.346E+01 0.20 2.12
0.40 6.24 0.00 5.6 0.342E+01 0.20 2.18
0.42 6.36 0.00 5.6 0.339E+01 0.20 2.24
0.44 6.48 0.00 5.7 0.336E+01 0.20 2.31
0.45 6.60 0.00 5.7 0.333E+01 0.20 2.37
0.47 6.72 0.00 5-8 0.330E+01 0.20 2.43
0.48 6.84 0.00 5.8 0.327E+01 0.20 2.49
0.50 6.96 0.00 5.9 0.324E+01 0.20 2.55
0.52 7.09 0.00 5.9 0.321E+01 0.20 2.62

r
0.53
7.21
0.00
6.0 0.319E+01
0.20
2.68
0.55
7.33
0.00
6.0 0.316E+01
0.20
2.75
0.57
7.45
0.00
6.1 0.314E+01
0.20
2.81
0.58
7.57
0.00
6.1 0.311E+01
0.20
2.88
0.60
7.69
0.00
6.1 0.309E+01
0.20
2.95
0.62
7.81
0.00
6.2 0.307E+01
0.20
3.01
0.64
7.93
0.00
6.2 0.305E+01
0.20
3.08
0.66
8.06
0.00
6.3 0.302E+01
0.20
3.15
0.67
8.18
0.00
6.3 0.300E+01
0.20
3.22
0.69
8.30
0.00
6.4 0.298E+01
0.20
3.28
0.71
8.42
0.00
6.4 0.296E+01
0.20
3.35
0.73
8.53
0.00
6.5 0.294E+01
0.20
3.42
0.75
8.66
0.00
6.5 0.292E+01
0.20
3.49
0.77
8.78
0.00
6.5 0.291E+01
0.20
3.56
0.79
8.90
0.00
6.6 0.289E+01
0.20
3.63
0.80
9.02
0.00
6.6 0.287E+01
0.20
3.70
0.83
9.15
0.00
6.7 0.285E+01
0.20
3.78
0.85
9.26
0.00
6.7 0.284E+01
0.20
3.85
0.86
9.38
0.00
•6.7 0.282E+01
0.20
3.92
0.88
9.50
0.00
6.8 0.280E+01
0.20
3.99
0.91
9.63
0.00
6.8 0.279E+01
0.20
4.06
,
0.93
9.75
0.00
6.9 0.277E+01
0.20
4.14
0.95
9.87
0.00
6.9 0.276E+01
0.20
4.21
0.97
9.98
0.00
6.9 0.274E+01
0.20
4.28
0.99
10.10
0.00
7.0 0.273E+01
0.20
4.35
1.01
10.23
0.00
7.0 0.271E+01
0.20
4.43
1.03
10.35
0.00
7.0 0.270E+01
0.20
4.51
1.05
10.47
0.00
7.1 0.268E+01
0.20
4.58
„
1.07
10.59
0.00
7.1 0.267E+01
0.20
4.66
1.10
10.71
0.00
7.2 0.265E+01
0.20
4.74
1.12
10.83
0.00
7.2 0.264E+01
.0.20
4.81
1.14
10.95
0.00
7.2 0.263E+01
0.20
4.89
1.16
11.07
0.00
7.3 0.261E+01
0.20
4.96
1.18
11.20
0.00
7.3 0.260E+01
0.20
5.05
1.21
11.31
0.00
7.3 0.259E+01
0.20
5.12
1.23
11.43
0.00
7.3 0.261E+01
0.20
5.20
1.25
11.55
0.00
7.3 0.259E+01
0.20
5.28
1.27
11.67
0.00
7.4 0.256E+01
0.20
5.36
1.30
11.79
0.00
7.5 0.254E+01
0.20
5.44
1.32
11.91
0.00
7.3 0.259E+01
0.19
5.53
1.34
12.03
0.,00
7.3 0.259E+01
0.19
5.61
1.37
12.15
0.00
7.4 0.256E+01
0.19
5.69
1.39
12.28
0.00
7.5 0.252E+01
0.20
5.78
1.42
12.39
0.00
7.6 0.249E+01
0..20
5.87
1.44
12.51
0.00
7.4 0.257E+01
0.18
5.95
1.46
12.63
0.00
7.5 0.254E+01
0.19
6.03
1.49
12.75
0.00
7.6 0.251E+01
0.19
6.12
Buoyant jet
regime ends
with
local CRITICAL CONDITIONS.
Cumulative
travel time
=
124. sec
END OF CORSURF (MOD310): BUOYANT SURFACE JET - NEAR -FIELD
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
** End of NEAR -FIELD REGION (NFR) **
-----------------------------------------------------------------------------
The initial plume WIDTH/THICKNESS VALUE in the next far -field module will be

r
r-
CORRECTED by a factor 1.94 to conserve the mass flux in the far -field!
The correction factor is quite large because of the small ambient velocity
relative to the strong mixing characteristics of the discharge!
This indicates localized RECIRCULATION REGIONS and internal hydraulic JUMPS.
-----------------------------------------------------------------------------
BEGIN MOD341: BUOYANT AMBIENT SPREADING
Profile definitions:
BV = top -hat thickness,measured
vertically
` BH = top -hat half -width,
measured horizontally
from
bank/shoreline
S = hydrodynamic
average
(bulk)
dilution
C = average (bulk)
concentration
(includes
reaction effects, if any)
r Plume Stage
1 (not bank attached):
X
Y
Z
S
C
BV
BH
1.49
12.75
0.00
7.6 0.251E+01
0.37
11.87
1.49
12.75
0.00
7.6 0.251E+01
0.37
11.91
1.49
12.75
0.00
7.6 0.251E+01
0.36
11.95
1.50
12.75
0.00
7.6
0.251E+01
0.36
12.00
1.50
12.75
0.00
7.6
0.250E+01
0.36
12.04
1.50
12.75
0.00
7.6
0.250E+01
0.36
12.08
1.51
12.75
0.00
7.6
0.250E+01
0.36
12.13
1.51
12.75
0.00
7.6
0.250E+01
0.36
12.17
1.51
12.75
0.00
7.6
0.250E+01
0.36
12.20
1.52
12.75
0.00
7.6
0.249E+01
0.36
12.25
1.52
12.75
0.00
7.6
0.249E+01
0.36
12.29
1.52
12.7.5
0.00
7.6
0.249E+01
0.36
12.33
1.53
12.75
0.00
7.6
0.249E+01
0.35
12.37
1.53
12.75
0.00
7.6
0.249E+01
0.35
12.41
1.53
12.75
0.00
7.7
0.248E+01
0.35
12.45
1.54
12.75
0.00
7.7
0.248E+01
0.35
12.50
1.54
12.75
0.00
7.7
0.248E+01
0.35
12.54
1.54
12.75
0.00
7.7
0.248E+01
0.35
12.58
1.55
12.75
0.00
7.7
0.247E+01
0.35
12.63
1.55
12.75
0.00
7.7
0.247E+01
0.35
12.67
1.55
12.75
0.00
7.7
0.247E+01
0.35
12.70
1.56
12.75
0.00
7.7
0.247E+01
0.35
12.75
1.56
12.75
0.00
7.7
0.247E+01
0.35
12.79
1.56
12.75
0.00
7.7
0.246E+01
0.35
12.83
1.56
12.75
0.00
7.7
0.246E+01
0.34
12.87
1.57
12.75
0.00
7.7
0.246E+01
0.34
12,91
1.57
12.75
0.00
7.7
0.246E+01
0.34
12.95
1.57
12.75
0.00
7.7
0.246E+01
0.34
13.00
1.58
12.75
0.00
7.7
0.246E+01
0.34
13.03
1.58
12.75
0.00
7.7
0.245E+01
0.34
13.08
1.58
12.75
0.00
7.8
0.245E+01
0.34
13.11
1.59
12.75
0.00
•7.8
0.245E+01
0.34
13.16
1.59
12.75
0.00
7.8
0.245E+01
0.34
13.19
1.59
12.75
0.00
7.8
0.245E+01
0.34
13.23
1.60
12.75
0.00
7.8
0.244E+01
0.34
13.28
1.60
12.75
0.00
7.8
0.244E+01
0.34
13.31
1.60
12.75
0.00
7.8
0.244E+01
0.34
13.35
1.61
12.75
0.00
7.8
0.244E+01
0.33
13.39
1.61
12.75
0.00
7.8
0.244E+01
0.33
13.43
1.61
12.75
0.00
7.8
0.243E+01
0.33
13.48
1.62
12.75
0.00
7.8
0.243E+01
0.33
13.51
1.62
12.75
0.00
7.8
0.243E+01
0.33
13.55

1.62
12.75
0.00
7.8
0.243E+01
0'33
13.59
1.63
12.75
0.00
7.8
0.243E+01
0.33
13.64
1.63
12.75
0.00
7.8
0.243E+01
0.33
13.67
1.63
12.75
0.00
768
0.242E+01
0.33
13.70
1.64
12.75
0.00
7.8
0.242E+01
0.33
13.74
1.64
12.75
0.00
7.8
0.242E+01
0.33
13.79
1.64
12.75
0.00
7.9
0.242E+01
0.33
13.82
1.65
12.75
O.bo
7.9
0.242E+01
0.33
13.86
1.65
12.75
0.00
7.9
0.242E+01
0.33
13.90
1.65
1.2.75
0.00
7.9
0.241E+01
0.32
13.95
1.66
12.75
0.00
7.9
0.241E+01
0.32
13.99
1.66
12.75
0.00
7.9
0.241E+01
0.32
14.03
1.66
12.75
0.00
7.9
0.241E+01
0.32
14.06
1.67
12.75
0.00
7.9
0.241E+01
0.32
14.11
1.67
12.75
0.00
7.9
0.241E+01
0.32
14.14
1.67
12.75
0.00
7.9
0.240E+01
0.32
14.18
1.68
12.75
0.00
7.9
0.240E+01
0.32
14.22
1.68
12.75
0.00
7.9
0.240E+01
0.32
14.26
1.68
12.75
0.00
7.9
0.240E+01
0.32
14.29
1.69
12.75
0.00
7.9
0.240E+01
0.32
14.34
1.69
12.75
0.00
7.9
0.240E+01
0.32
14.37
1.69
12.75
0.00
7.9
0.239E+01
0.32
14.41
1.70
12.75
0.00
7.9
0.239E+01
0.32
14.45
1.70
12.75
0.00
7.9
0.239E+01
0.32
14.49
1.70
12.75
0.00
8.0
0.239E+01
0.31
14.53
1.71
12.75
0.00
8.0
0.239E+01
0.31
14.56
1.71
12.75
0.00
8.0
0.239E+01
0.31
14.61
1.71
12.75
0.00
8.0
0.238E+01
0.31
14.64
1.72
12.75
0.00
8.0
0.238E+01
0.31
14.67
1.72
12.75
0.00
8.0
0.238E+01
0.31
14.71
1.72
12.75
0.00
8.0
0.238E+01
0.31
14.75
1.72
12.75
0.00
8.0
0.238E+01
0.31
14.79
1.73
12.75.
0.00
8.0
0.238E+01
0.31
14.82
1.73
12.75
0.00
8.0
0.238E+01
0.31
14.86
1.73
12.75
0.00
8.0
0.237E+01
0.31
14.91
1.74
12.75
0.00
8.0
0.237E+01
0.31
14.94
1.74
12.75
0.00
8.0
0.237E+01
0.31
14.98
1.74
12.75
0.00
8.0
0.237E+01
0.31
15.02
1.75
12.75
0.00
8.0
0.237E+01
0.31
15.05
1.75
12.75
0.00
8.0
0.237E+01
0.31
15.09
1.75
12.75
0.00
8.0
0.237E+01
0.31
15.13
1.76
12.75
0.00
8.0
0.236E+01
0.30
15.17
1.76
12.75
0.00
8.0
0.236E+01
0.30
15.21
1.76
12.75
0.00
8.0
0.236E+01
0.30
15.25
1.77
12.75
0.00
8.1
0.236E+01
0.30
15.28
1.77
12.75
0.00
8.1
0.236E+01
0.30
15.32
1.77
12.75
0.00
8.1
0.236E+01
0.30
15.36
1.78
12.75
0.00
8.1
0.236E+01
0.30
15.39
1.78
12.75
0.00
8.1
0.235E+01
0.30
15.43
1.78
12.75
0.00
8.1
0.235E+01
0.30
15.47
1.79
12.75
0.00
8.1
0.235E+01
0.30
15.50
1.79
12.75
0.00
8.1
0.235E+01
0.30
15.54
1.79
12.75
0.00
8.1
0.235E+01
0.30
15.58
1.80
12.75
0.00
8.1 0.235E+01
0.30
15.62
1.80
12.75
0.00
8.1 0.235E+01
0.30
15.65
1.80
12.75
0.00
8.1 0.234E+01
0.30
15.69
1.81
12.75
0.00
8.1 0.234E+01
0.30
15.72
1-4
r ,%
s�
rIN
--,
w
w
�i

1.81 12.75 0.00 8.1 0.234E+01 0.30 15.76
1.81 12.75 0.00 8.1 0.234E+01 0.30 15.79
Cumulative travel time = 157. sec
-----------------------------------------------------------------------------
Plume is ATTACHED to RIGHT bank/shore.
Plume width is now determined from RIGHT bank/shore.
Plume Stage 2 (bank attached):
X Y Z S C BV BH
1.81 -3.05 0.00 10.9 0.174E+01 0.30 31.59
11.79 -3.05 0.00 11.2 0.170E+01 0.13 101.47
21.78 -3.05 0.00 10.7 0.177E+01 0.10 144.95
31.76 -3.05 0.00 10.8 0.176E+01 0.08 178.79
41.74 -3.05 0.00 11.2 0.169E+01 0.07 207.18
51.72 -3.05 0.00 11.9 0.160E+01 0.07 231.96
54.00 -3.05 0.00 12.1 0.157E+01 0.07 237.03
Cumulative travel time = 5376. sec
CORMIX prediction has been TERMINATED at last prediction interval.
Limiting time due to TIDAL REVERSAL has been reached.
END OF MOD341: BUOYANT AMBIENT SPREADING
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
CORMIX3: Buoyant Surface Discharges End of Prediction File
33333333333333333333333333333333333333333333333333333333333333333333333333333

rq
************************** FLOW CLASS DESCRIPTION ***************************
The following description of flow class FJ1 applies to the FULL WATER DEPTH at the rl
discharge site:
FLOW CLASS FJ1
This flow exhibits no bank interaction or bottom interaction in the
near -field. It is oriented at a large enough angle from the down-
stream shoreline to prevent Coanda attachment. The buoyancy is rn
relatively strong and will distort the cross-section of the flow
significantly in the near -field.
The flow consists of the following regimes: '�
1) Weakly deflected 3-dimensional jet: The mixing is dominated by the
initial momentum, causing relatively constant spreading in both
the horizontal and the vertical directions. The deflection by the
ambient crossflow is relatively weak.
2) Weakly deflected plume: The flow cross-section becomes distorted
by the buoyancy, resulting in thinning of the flow and increased
non -linear lateral spreading. The dilution is reduced in this
regime due to suppression of the vertical mixing by buoyancy forces.
3) Strongly deflected plume: The cross-section of the flow is
distorted due to buoyancy -induced lateral spreading. This may
result in thinning of the plume. The flow is strongly deflected by
the ambient current.
4) Far -field buoyant spreading: The plume spreads laterally along the
surface while being advected downstream with the ambient current.
There is no net change in the centerline trajectory. The mixing
rate is relatively small and the thickness may decrease in this
.regime. The plume may interact with the shoreline.
5) Passive ambient diffusion: The ambient turbulence becomes the
predominant mixing process in this regime. The plume will grow in
both the vertical and horizontal directions at a rate that is'
dependent on the magnitude of the ambient turbulence. The flow may
interact with the bottom or the shoreline in this regime.
SPECIAL CASE: If the receiving water is stagnant, the simulation will
terminate at the end of the weakly deflected plume regime (2).
END OF FLOW CLASS DESCRIPTION ***********************************************
,-I
-7

APPENDIX B.5
SCENARIO 3 — 70 gpm flow rate
INCLUDES:
- SESSION REPORT
- PREDICTION REPORT
- FLOW CLASS DESCRIPTION

CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
CORMIX: CORNELL MIXING ZONE EXPERT SYSTEM
CORMIX-GI Version 4.1GT
SITE NAME/LABEL:
DESIGN CASE: Scenario 3 - 70 gpm
FILE NAME: P:\ABC Cleaners\CORMIX\Input Files\ABC
Cleaners-scenario3 70 gpm.prd
Using subsystem CORMIXI: Submerged Single Port Discharges
Start of session: 03/22/2001--11:43:46
SUMMARY OF INPUT DATA:
-----------------------------------------------------------------------------
AMBIENT PARAMETERS:
Cross-section
Width
Channel regularity
Ambient flowrate
Average depth
Depth at discharge
Darcy-Weisbach friction facto
Calculated from Manning's n
Wind velocity
TIDAL SIMULATION at time
Instantaneous ambient velocity
Maximum tidal velocity
Rate of tidal reversal
Period of reversal
Stratification Type
r
= bounded
BS
= 259.08 m
ICHREG
= 2
QA
= 60.65 m^3/s
HA
= 1.92 m
HD
= 2.13 m
F
= 0.0773
= 0.035
UW
= 1 m/s
Tsim
= 2.8 hours
UA
= 0.1219 m/s
UaMAX
= 0.2134 m/s
dUA/dt =
0.0435 (m/s)/hour
T
= 12.4 hours
STRCND
= A
Surface density
RHOAS
= 1003.4 kg/m^3
Bottom density
-----------------------------------------------------------------------------
RHOAB
= 1011.1 kg/m^3
DISCHARGE PARAMETERS:
Submerged Single Port Discharge
Nearest bank
= right
Distance to bank
DISTB
= 100.58 m
Port diameter
DO
= 0.1006 m
Port cross -sectional area
AO
= 0.0079 m^2
Discharge velocity
UO
= 0.55 m/s
Discharge flowrate
QO
= 0.004381 m^3/s
Discharge port height
HO
= 0 m
Vertical discharge angle
THETA
= 0 deg
Horizontal discharge angle
SIGMA
= 90 deg
Discharge temperature (freshwater)
= 19.72 degC
Corresponding density
RHO0
= 998.2621,kg/m^3
Density difference
DRHO
= 12.8379 kg/m^3
Buoyant acceleration
GPO
= 0.1245 m/s-2
Discharge concentration
CO
= 19 ppb
Surface heat exchange coeff. KS
= 0 m/s
Coefficient of decay
KD
= 0 /s
-----------------------------------------------------------------------------
DISCHARGE/ENVIRONMENT LENGTH
SCALES:
LQ = 0.09 m Lm =
0.40 m
Lb = 0.30 m
LM = 0.47 m Lm' =
0.51 m
Lb' = 0.54 m
UNSTEADY TIDAL SCALES:
Tu = 0.1931 hours Lu
= 5.85 m
Lmin= 0.42 m
-----------------------------------------------------------------------------
NON-DIMENSIONAL PARAMETERS:

rr
rq
Port densimetric Froude number FRO = 4.93
Velocity ratio R . = 4.52
-----------------------------------------------------------------------------
MIXING ZONE / TOXIC DILUTION ZONE / AREA OF INTEREST PARAMETERS:
Toxic discharge = yes
CMC concentration CMC = 74 ppb
CCC concentration CCC = 8.200000 ppb
Water quality standard specified = given by CCC value
Regulatory mixing zone = no
Region of interest = 3000 m downstream
+�
HYDRODYNAMIC CLASSIFICATION:
*------------------------*
I FLOW CLASS = S4 I
------------------------
This flow configuration applies to a layer corresponding to the linearly
stratified density layer at the discharge site.
Applicable layer depth = water depth = 2.13 m
*****************************************************************************
MIXING ZONE EVALUATION (hydrodynamic and regulatory summary):
-----------------------------------------------------------------------------
X-Y-Z Coordinate system:
Origin is located at the bottom below the port center:
100.58 m from the right bank/shore.
Number of display steps NSTEP = 100 per module.
-----------------------------------------------------------------------------
NEAR-FIELD REGION (NFR) CONDITIONS :
Note: The NFR is the zone of strong initial mixing. It has no regulatory
implication. However, this information may be useful for the discharge
designer because the mixing in the NFR is usually sensitive to the
discharge design conditions.
Pollutant concentration at edge of NFR = 0.588 ppb
Dilution at edge of NFR = 32.3
NFR Location: x = 4.14 m
(centerline coordinates) y = 1.11 m
z = 0.50 m
NFR plume dimensions: half -width = 0.76 m
thickness = 0.76 m
-----------------------------------------------------------------------------
Buoyancy assessment:
The effluent density is less than the surrounding ambient.water
density at the discharge level.
•�
Therefore, the effluent is POSITIVELY BUOYANT and will tend to rise towards
the surface.
-----------------------------------------------------------------------------
Stratification assessment:
rT
The specified ambient density stratification is dynamically important.
The discharge near field flow .is trapped within the linearly stratified
ambient density layer.
-----------------------------------------------------------------------------
PLUME BANK CONTACT SUMMARY:
Plume in bounded section contacts nearest bank at 401.42 m downstream.
Plume contacts second bank at 595.47 m downstream.
---------------------------------------------------=-------------------------
UNSTEADY TIDAL ASSESSMENT:
Because of the unsteadiness of the ambient current during the tidal
,_�

f-
reversal, CORMIX predictions have been TERMINATED at:
x = 467.11 m
y =-100.58 m
z = 0.50 m.
For this condition AFTER TIDAL REVERSAL, mixed water from the previous
half -cycle becomes re -entrained into the near field of the discharge,
increasing pollutant concentrations compared to steady-state predictions.
A pool of mixed water formed at slack tide will be advected downstream
in this phase.
************************ TOXIC DILUTION ZONE SUMMARY ************************
Recall: The TDZ corresponds to the three (3) criteria issued in the USEPA
Technical Support Document (TSD) for Water Quality -based Toxics Control,
1991 (EPA/505/2-90-001).
Criterion maximum concentration (CMC) = 74 ppb
Corresponding dilution = 0.256757
The CMC was encountered within a control volume describing a portion
of the discharge plume.
Therefore, the following plume conditions are a conservative estimate (with
lower concentrations or with larger dimensions) for the region at whose
boundary the CMC is met:
Local boundary concentration = 19 ppb
Corresponding dilution = 1
Plume location: x = 0 m
(centerline coordinates) y = 0 m
z = 0 m
Plume dimension: half -width = 0.05 m
thickness = 0.05 m
CRITERION 1: This location is within 50 times the discharge length scale of
Lq = 0.09 m.
+++++ The discharge length scale TEST for the TDZ has been SATISFIED. ++++++
CRITERION 2: This location is within 5 times the ambient water depth of
HD = 2:13 m.
++++++++++ The ambient depth TEST for the TDZ has been SATISFIED.+++++++++++
CRITERION 3: No RMZ has been defined. Therefore, the Regulatory Mixing zone
test for the TDZ cannot be applied.
The diffuser discharge velocity is equal to 0.55 m/s.
This is below the value of 3.0 m/s recommended in the TSD.
*** All three CMC criteria for the TDZ are SATISFIED for this discharge. ***
********************** REGULATORY MIXING ZONE SUMMARY ***********************
No RMZ has been specified.
However:
The CCC was encountered at the following plume position:
The CCC for the toxic pollutant was encountered at the following
plume position:
CCC = 8.200000 ppb
Corresponding dilution = 2.3
Plume location: x = 0.15 m
(centerline coordinates) y = 0.47 m
z = 0.06 m
Plume dimensions: half -width = 0.01 m
thickness = 0.01 m
********************* FINAL DESIGN ADVICE AND COMMENTS **********************
REMINDER: The user must take note that HYDRODYNAMIC MODELING by any known
technique is NOT AN EXACT SCIENCE.

Extensive comparison with field and laboratory data has shown that the
CORMIX predictions on dilutions and concentrations (with associated
plume geometries) are reliable for the majority of cases and are accurate
to within about +-500 (standard deviation).
As a further safeguard, CORMIX will not give predictions whenever it judges
the design configuration as highly complex and uncertain for prediction.

r
CORMIXI PREDICTION FILE:
11111111111111111111111111111111111111111111111111111111111111111111111111111
CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIXI: Submerged Single Port Discharges
CORMIX-GI Version 4.1GT
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
CASE DESCRIPTION
Site name/label:
Design case: Scenario 3 - 70 gpm
FILE NAME: P:\...MIX\Input Files\ABC Cleaners-scenario3 70 gpm.prd
Time stamp: Thu Mar 22 11:43:46 2001
ENVIRONMENT PARAMETERS (metric units)
Bounded section
BS = 259.08 AS = 497.50 QA = 60.65 ICHREG= 2
HA = 1.92 HD = 2.13
Tidal Simulation at TIME = 2.800 h
PERIOD= 12.40 h UAmax = 0.213 dUa/dt= 0.044 (m/s)/h
UA = 0.122 F = 0.077 USTAR =0.1199E-01
UW = 1.000 UWSTAR=0.1071E-02
Density stratified environment
STRCND= A RHOAM = 1007.2500
RHOAS = 1003.4000 RHOAB = 1011.1000 RHOAHO= 1011.1000 E =0.3500E-01
DISCHARGE PARAMETERS (metric units)
BANK = RIGHT DISTB = 100.58
DO = 0.101 AO = 0.008 HO = 0.00
THETA = 0.00 SIGMA = 90.00
UO = 0.551 QO = 0.004 =0.4381E-02
RH00 = 998.2620 DRH00 =0.1284E+02 GPO =0.1245E+00
CO = 0.1900E+02 CUNITS= ppb
IPOLL = 1 KS =0.0000E+00 KD =0.0000E+00
FLUX VARIABLES (metric units)
QO =0.4381E-02 MO =0.2416E-02 JO =0.5455E-03 SIGNJO= 1.0
Associated length scales (meters)
LQ = 0.09 LM = 0.47 Lm = 0.40 Lb = 0.30
Lmp = 0.51 Lbp = 0.54
Tidal: Tu = 0.1931 h Lu = 5.845 Lmin = 0.418
NON -DIMENSIONAL PARAMETERS
FRO = 4.93 R = 4.52
FLOW CLASSIFICATION
111111111111111111111111111111111111111111
1 Flow class (CORMIXI) = S4 1
1 Applicable layer depth HS = 2.13 1
111111111111111111111111111111111111111111
MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
CO = 0.1900E+02 CUNITS= ppb
NTOX = 1 CMC =0.7400E+02 CCC = CSTD
NSTD = 1 CSTD =0.8200E+01
REGMZ = 0
XINT = 3000.00 XMAX = 3000.00

FIV
X-Y-Z COORDINATE SYSTEM:
ORIGIN is located at the bottom and below the center of the port:
100.58 m from the RIGHT bank/shore. rl
X-axis points downstream, Y-axis points to left, Z-axis points upward.
NSTEP =100 display intervals per module
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
BEGIN MOD101: DISCHARGE MODULE
X Y Z S C B ri
0.00 0.00 0.00 1.0 0.190E+02 0.05
** CMC HAS BEEN FOUND **
The pollutant concentration in the plume falls below CMC value of 0.740E+02
due to mixing in this control volume.
The actual extent of the TOXIC DILUTION ZONE will be smaller than control
volume outflow values predicted below.
END OF MOD101: DISCHARGE MODULE
-----------------------------------------------------------------------------
----------------------------------------------------------------------------- "'►
BEGIN CORJET (MOD110): JET/PLUME NEAR -FIELD MIXING REGION
Plume -like motion in linear stratification with strong crossflow.
Zone of flow establishment: THETAE= 0.00 SIGMAE= 84.77
LE = 0.13 XE = 0.01 YE. = 0.13 ZE = 0.00
Profile definitions:
B = Gaussian l/e (37%) half -width, normal to trajectory
S = hydrodynamic centerline dilution
C = centerline concentration (includes reaction effects, if any)
X
Y
Z
S
C
B
0.00
0.00
0.00
1.0
0.190E+02
0.05
0.01
0.13
0.00
1.0
0.190E+02
0.05
r`
0.01
0.15
0.00
1.0
0.190E+02
0.06
0.01
0.18
0.00
1.0
0.187E+02
0.06
0.02
0.22
0.00
1.1
0.170E+02
0.0.7
0.03
0.26
0.01
1.2
0.154E+02
0.07
0.04
0.29
0.01
1.4
0.140E+02
0.08
0.06
0.33
0.02
1.5
0.126E+02
0.08
0.07
0.36
0.02
1.7
0.114E+02
0.09
0.09
0.39
0.03
1.8
0.104E+02
0.10
0.11
0.43
0.04
2.0
0.944E+01
0.10
0.15
0.47
0.06
2.3
0.824E+01
0.11
** WATER QUALITY STANDARD OR
CCC HAS BEEN FOUND
**
The pollutant
concentration
in the
plume falls
below water quality standard
or CCC value of 0.820E+91
in the
current prediction interval.
This is the spatial
extent of concentrations exceeding the water quality
=�
standard or
CCC value.
0.16
0.48
0.06
2.4
0.790E+01
0.12
0.19
0.51
0.07
2.6
0.727E+01
0.12
0.21
0.53
0.09
2.8
0.671E+01
0.13
0..24
0.55
0.10
3.0
0.623E+01
0.14
0.27
0.58
0.11
3.3
0.581E+01
0.14
0.30
0.60
0.13
3.5
0.543E+01
0.15

0.33 0.61 0.14 3.7 0.509E+01 0.15
0.36 0.63 0.15 4.0 0.480E+01 0.16
0.39 0.65 0.17 4.2 0.453E+01 0.16
0.42 0.66 0.18 4.4 0.429E+01 0.17
0.46 0.68 0.20 4.7 0.407E+01 0.17
0.49 0.69 0.21 4.9 0.387E+01 0.18
0.52 0.70 0.22 5.1 0.369E+01 0.18
0.56 0.72 0.24 5.4 0.352E+01 0.19
0.59 0.73 0.25 5.6 0.337E+01 0.19
0.62 0.74 0.27 5.9 0.323E+01 0.20
0.66 0.75 0.26 6.1 0.310E+01 0.20
0.69 0.76 0.29 6.4 0.298E+01 0.21
0.73 0.77 0.31 6.6 0.287E+01 0.21
0.76 0.78 0.32 6.9 0.277E+01 0.22
0.79 0.79 0.33 7.1 0.267E+01 0.22
0.83 0.80 0.35 7.4 0.258E+01 0.23
0.86 0.80 0.36 7.6 0.250E+01 0.23
0.90 0.81 0.37 7.9 0.242E+01 0.23
0.94 0.82 0.38 8.1 0.235E+01 0.24
0.97 0.83 0.40 8.3 0.228E+01 0.24
1.01 0.83 0.41 8.6 0.221E+01 0.25
1.04 0.84 0.42 8.8 0.215E+01 0.25
1.08 0.85 0.43 9.1 0.210E+01 0.25
1.11 0.85 0.44 9.3 0.204E+01 0.26
1.15 0.86 0.45 9.5 0.199E+01 0.26
Level of buoyancy reversal in stratified ambient.
1.19 0.87 0.46 9.8 0.195E+01 0.27
1.22 0.87 0.47 10.0 0.190E+01 0.27
1.26 0.88 0.48 10.2 0.186E+01 0.27
1.30 0.88 0.49 10.4 0.182E+01 0.28
1.33 0.89 0.50 10.6 0.176E+01 0.28
1.37 0.89 0.51 10.9 0.175E+01 0.28
1.41 0.90 0.52 11.1 0.172E+01 0.29
1.44 0.90 0.53 11.3 0.169E+01 0.29
1.48 0.91 0.54 11.5 0.166E+01 0.29
1.52 0.91 0.54 11.7 0.163E+01 0.29
1.55 0.92 0.55 11.8 0.160E+01 0.30
1.59 0.92 0.56 12.0 0.158E+01 0.30
1.63 0.93 0.56 12.2 0.156E+01 0.30
1.67 0.93 0.57 12.4 0.154E+01 0.31
1.70 0.94 0.58 12.5 0.152E+01 0.31
1.74 0.94 0.58 12.7 0.150E+01 0.31
1.78 0.94 0.59 12.8 0.148E+01 0.31
1.82 0.95 0.59 13.0 0.146E+01 0.31
1.85 0.95 :0.59 13.1 0.145E+01 0.32
1.89 0.96 0.60 13.2 0.144E+01 0.32
1.93 0.96 0.60 13.4 0.142E+Oi 0.32
1.99 0.97 0.61 13.5 0.140E+01 0.32
2.03 0.97 0.61 13.7 0.139E+01 0.32
2.06 0.97 0.61 13.8 0.138E+01 0.33
2.10 0.98 0.61 13.9 0.137E+01 0.33
2.14 0.98 0.61 14.0 0.136E+01 0.33
2.18 0.99 0.61 14.1 0.135E+01 0.33
2.22 0.99 0.61 14.2 0.134E+01 0.33
Maximum jet height has been reached.
2.25 0.99 0.61 14.2 0.133E+01 0.33
2.29 1.00 0.61 14.3 0.133E+01 0.33

2.33
i.00
0.61
14.4
0.132E+01
0.33
2.37
1.00
0.61
14.5
0.131E+01
0.34
2.41
1.01
0.61
14.6
0.130E+01
0.34
2.44
1.01
0.61
14.7
0.329E+01
0.34
2.48
1.02
0.61
14.8
0.128E+01
0.34
2.52
1.02
0.60
14.9
0.127E+01
0.34
2.56
1.02
0.60
15.0
0.126E+01
0.34
2.59
1.03
0.60
15.1
0.125E+01
0.34
2.63
1.03
0.59
15.3
0.124E+01
0.34
2.67
1.03
0.59
15.4
0.124E+01
0.35
2.71
1.04
0.59
15.5
0.123E+01
0.35
2.75
1.04
0.58
15.6
0.122E+01
0.35
2.78
1.04
0.58
15.8
0.121E+01
0.35
2.82
1.05
0.57
15.9
0.120E+01
0.35
2.86
1.05
0.57
16.0
0.119E+01
0.35
2.90
1.05
0.57
16.2
0.118E+01
0.36
2.94
1.05
0.56
16.3
0.117E+01
0.36
2.97
1.06
0.56
16.4
0.116E+01
0.36
3.01
1.06
0.55
16.6
0.115E+01
0.36
3.05
1.06
0.55
16.7
0.114E+01
0.36
3.09
1.07
0.54
16.•9
0.113E+01
0.36
3.12
1.07
0.54
17.0
0.112E+01
0.37
3.16
1.07
0.53
17.2
0.111E+01
0.37
3.20
1.07
0.53
17.3
0.110E+01
0.37
3.24
1.08
0.52
17.5
0.109E+01
0.37
3.28
1.08
0.51
17.6
0.108E+01
0.37
3.31
1.08
0.51
17.8
0.107E+01
0.37
3.35
1.09
0.50
17.9
0.106E+01
0.38
3.39
1.09
0.50
18.0
0.106E+01
0.38.
Terminal
level in stratified
ambient
has been
reached.
Cumulative
travel time
=
22.
sec
END OF CORJET (MOD110): JET/PLUME NEAR -FIELD MIXING REGION
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
BEGIN MOD131: LAYER BOUNDARY/TERMINAL LAYER APPROACH
Control volume inflow:
X Y Z S C B
3.39 1.09 0.50 18.0 0.106E+01 0.38
Profile definitions:
BV = top -hat thickness, measured vertically
BH = top -hat half -width, measured horizontally in Y-direction
ZU = upper plume boundary (Z-coordinate)
ZL = lower plume boundary (Z-coordinate)
S = hydrodynamic average (bulk) dilution
C = average (bulk) concentration (includes reaction effects, if any)
X
Y
Z
S
C
BV
BH
ZU
ZL
3.01
1.07
0.50
18.1
0.105E+01
0.00
0.00
0.50
0.50
3.12
1.08
0.50
18.1
0.105E+01
0.48
0.24
0.74
0.26
3.24
1.08
0.50
18.0
0.105E+01
0.57
0.34
0.78
0.22
3.35
1.09
0.50
18.0
0.106E+01
0.63
0.42
0.81
0.19
3.46
1.09
0.50
18.5
0.103E+01
0.67
0.48
0.83
0.17
3.58
1.09
0.50
20.7
0.916E+00
0.70
0.54
0.85
0.15
3.69
1.10
0.50
23.9
0.796E+00
0.72
0.59
0.86
0.14
,--T
7
W

r-
3.80
1.10
0.50
26.7
0.712E+00
0.74
0.64
0.87
0.13
3.92
1.11
0.50
28.6
0.664E+00
0.75
0.68
0.88
0.12
r 4.03
1.11
0.50
29.6
0.641E+00
0.76
0.72
0.88
0.12
4.14
1.11
0.50
30.3
0.628E+00
0.76
0.76
0.88
0.12
Cumulative travel time
=
28.
sec
r END OF MOD131:
-----------------------------------------------------------------------------
LAYER
BOUNDARY/TERMINAL LAYER APPROACH
** End of NEAR
�.
-FIELD
REGION
(NFR) **
-----------------------------------------------------------------------------
BEGIN MOD142:
BUOYANT
TERMINAL LAYER
SPREADING
Profile definitions:
BV = top -hat thickness, measured vertically
BH = top -hat half -width, measured horizontally in Y-direction
ZU = upper plume boundary (Z-coordinate)
ZL = lower plume boundary (Z-coordinate)
S = hydrodynamic average (bulk) dilution
C = average (bulk) concentration (includes reaction effects, if any)
Plume Stage
1 (not
bank attached):
X
Y
Z
S
C
4.14
1.11
0.50
30.3
0.628E+00
8.12
1.11
0.50
39.6
0.479E+00
12.09
1.11
0.50
42.5
0.447E+00
16.06
1.11
0.50
44.9
0.423E+00
20.03
1.11
0.50
47.6
0.400E+00
24.01
1.11
0.50
50.7
0.375E+00
27.98
1.11
0.50
54.3
0.350E+00
31.95
1.11
0.50
58.2
0.326E+00
35.93
1.11
0.50
62.6
0.303E+00
39.90
1.11
0.50
67.3
0.282E+00
43.87
1.11
0.50
72.3
0.263E+00
47.84
1..11
0.50
77.6
0.245E+00
51.82
1.11
0.50
83.2
0.228E+00
55.79
1.11
0.50
89.1
0.213E+00
59.76
1.11
0.50
95.3
0.199E+00
63.74
1.11
0.50
101.7
0.187E+00
67.71
1.11
0.50
108.4
0.175E+00
71.68
1.11
0.50
115.3
0.165E+00
75.65
1.11
0.50
122.6
0.155E+00
79.63
1.11
0.50
130.1
0.146E+00
83.60
1.11
0.50
137.9
0.138E+00
87.57
1.11
0.50
146.0
0.130E+00
91.54
1.11
0.50
154.4
0.123E+00
95.52
1.11
0.50
163.1
0.116E+00
99.49
1.11
0.50
172.1
0.110E+00
103.46
1.11
0.50
181.4
0.105E+00
107.44
1.11
0.50
191.0
0.995E-01
111.41
1.11
0.50
200.9
0.946E-01
115.38
1.11
0.50
211.2
0.900E-01
119.35
1.11
0.50
221.7
0.857E-01
123.33
1.11
0.50
232.6
0.817E-01
127.30
1.11
0.50
243.8
0.779E-01
131.27
1.11
0.50
255.3
0.744E-01
135.25
1.11
0.50
267.2
0.711E-01
139.22
1.11
0.50
279.4 0.680E-01
BV
BH
ZU
ZL
0.76
0.76
0.88
0.12
0.30
2.66
0.65
0.35
0.23
3.84
0.62
0.38
0.20
4.81
0.60
0.40
0.19
5.68
0.59
0.40
0.18
6.50
0.59
0.41
0.18
7.29
0.59
0.41
0.18
8.07
0.59
0.41
0.18
8.84
0.59
0.41
0.18
9.60
0.59
0.41
0.18
10.38
0.59
0.41
0.18
11.15
0.59
0.41
0.18
11.94
0.59
0.41
0.18
12.73
0.59
0.41
0.19
13.52
0.59
0.41
0.19
14.33
0.59
0.40
0.19
15.14
0.60
0.40
0.19
15.97
0.60
0.40
0.20
16.80
0.60
0.40
0.20
17.63
0.60
0.40
0.20
18.48
0.60
0.40
0.20
19.33
0.60
0.40
0.21
20.20
0.60
0.40
0.21
21.06
0.60
0.40
0.21
21.94
0.60
0.39
0.21
22.82
0.61
0.39
0.21
23.71
0.61
0.39
0.22
24.61
0.61
0.39
0.22
25.51
0.61
0.39
0.22
26.42
0.61
0.39
0.22
27.34
0.61
0.39
0.22
28.26
0.61
0.39
0.23
29.19
0.61
0.39
0.23
30.12
0.61
0.39
0.23
31.06
0.61
0.38

r
n
143.19
1.11
0.50
291.9 0.651E-01
0.23
32.01
0.62
0.38
147.16
1.11
0.50
304.8 0.623E-01
0.23
32.96
0.62
0.38
151.14
1.11
0.50
318.0 0.598E-01
0.23
33.91
0.62
0:38
155.11
1.11
0.50
331.5 0.573E-01
0.24
34.87
0.62
0.38
159.08
1.11
0.50
345.4 0.550E-01
0.24
35.84
0.62
0.38
163.06
1.11
0.50
359.6 0.528E-01
0.24
36.81
0.62
0.38
,
167.03
1.11
0.50
374.2 0.508E-01
0.24
37.79
0.62
0.38
171.00
1.11
0.50
389.0 0.488E-01
0.24
38.77
0.62
0.38
174.97
1.11
0.50
404.3 0.470E-01
0.25
39.75
0.62
0.38
178.95
1.11
0.50
419.8 0.453E-01
0.25
40.74
0.62
0.38
182.92
1.11
0.50
435.7 0.436E-01
0.25
41.74
0.62
0.38
186.89
1.11
0.50
451.9 0.420E-01
0.25
42.74
0.62
0.37
190.86
1.11
0.50
468.5 0.406E-01
0.25
43.74
0.63
0.37
194.84
1.11
0.50
485.4 0.391E-01
0.25
44.75
0.63
0.37
198.81
1.11
0.50
502.6 0.378E-01
0.25
45.76
0.63
0.37
202.78
1.11
0.50
520.1 0.365E-01
0.26
46.78
0.63
0.37
206.76
1.11
0.50
537.9 0.353E-01
0.26
47.80
0.63
0.37
210.73
1.11
0.50
556.1 0.342E-01
0.26
48.83
0.63
0.37
214.70
1.11
0.50
574.5 0.331E-01
0.26
49.85
0.63
0.37
218.67
1.11
0.50
593.3 0.320E-01
0.26
50.89
0.63
0.37
222.65
1.11
0.50
612.4 0.310E-01
0.26
51.92
0.63
0.37
�
226.62
1.11
0.50
631.7 0.301E-01
0.26
52.96
0.63
0.37
230.59
1.11
0.50
651.4 0.292E-01
0.27
54.01
0.63
0.37
234.57
1.11
0.50
671.4 0.283E-01
0.27
55.05
0.63
0.37
238.54
1.11
0.50
691.6 0.275E-01
0.27
56.10
0.63
0.36
242.51
1.11
0.50
712.1 0.267E-01
0.27
57.16
0.63
0.36
246.48
1.11
0.50
732.9 0.259E-01
0.27
58.22
0.64
0.36
250.46
1.11
0.50
754.0 0.252E-01
0.27
59.28
0.64
0.36
r
254.43
1.11
0.50
775.3 0.245E-01
0.27
60.34
0.64
0.36
258.40
1.11
0.50
796.9 0.238E-01
0.28
61.41
0.64
0.36
262.37
1.11
0.50
818.8 0.232E-01
0.28
62.48
0.64
0.36
266.35
1.11
0.50
840.9 0.226E-01
0.28
63.56
0.64
0.36
270.32
1.11
0.50
863.3 0.220E-01
0.28
64.63
0.64
0.36
274.29
1..11
0.50
885.8 0.214E-01
0.28
65.71
0.64
0.36
278.27
1.11
0.50
908.7 0.209E-01
0.28
66.80
0.64
0.36
282.24
1.11
0.50
931.7 0.204E-01
0.28
67.88
0.64
0.36
286.21
1.11
0.50
955.0 0.199E-01
0.28
68.97
0.64
0.36
290.18
1.11
0.50
978.5 0.194E-01
0.29
70.07
0.64
0.36
294.16
1.11
0.50
1002.3 0.190E-01
0.29
71.16
0.64
0.36
298.13
1.11
0.50
1026.2 0.185E-01
0.29
72.26
0.64
0.36
302.10
1.11
0.50
105-0.3 0.181E-01
0.29
73.36
0.64
0.35
306.08
1.11
0.50
1074.7 0.177E-01
0.29
74.46
0.64
0.35
310.05
1.11
0.50
1099.2 0.173E-01
0.29
75.57
0.65
0.35
314.02
1.11
0.50
1123.9 0.169E-01
0.29
76.68
0.65
0.35
317.99
1.11
0.50
1148.8 0.165E-01
0.29
77.79
0.65
0.35
321.97
1.11
0.50
1173.9 0.162E-01
0.30
78.91
0.65
0.35
325.94
1.11
0.50
1199.2 0.158E-01
0.30
80.02
0.65
0.35
329.91
1.11
0.50
1224.7 0.155E-01
0.30
81.14
0.65
0.35
333.88
1.11
0.50
1250.3 0.152E-01
0.30
82.27
0.65
0.35
337.86
1.11
0.50
1276.1 0:149E-01
0.30
83.39
0.65
0.35
,
341.83
1.11
0.50
1302.0 0.146E-01
0.30
84.52
0.65
0.35
345.80
1.11
0.50
1328.1 0.143E-01
0.30
85.65
0.65
0.35
349.78
1.11
0.50
1354.4 0.140E-01
0.30
86.78
0.65
0.35
353.75
1.11
0.50
1380.8 0.138E-01
0.30
87.91
0.65
0.35
-'
357.72
1.11
0.50
1407.4 0.135E-01
0.31
89.05
0.65
0.35
361.69
1.11
0.50
1434.1 0.132E-01
0.31
90.19
0.65
0.35
365.67
1.11
0.50
1460.9 0.130E-01
0.31
91.33
0.65
0.35

369.64
1.11
0.50
1487.9
0.128E-01
0.31
92.47
0.65
0.35
373.61
1.11
0.50
1515.0
0.125E-01
0.31
93.62
0.65
0.34
377.59
1.11
0.50
1542.3
0.123E-01
0.31
94.77
0.65
0.34
381.56
1.11
0.50
1569.6
0.121E-01
0.31
95.92
0.66
0.34
385.53
1.11
0.50
1597.2
0.119E-01
0.31
97.07
0.66
0.34
389.50
1.11
0.50
1624.8
0.117E-01
0.31
98.22
0.66
0.34
393.48
1.11
0.50
1652.6
0.115E-01
0.31
99.38
0.66
0.34
397.45
1.11
0.50
1680.4
0.113E-01
0.32
100.54
0.66
0.34
401.42
1.11
0.50
1708.4
0.111E-01
0.32
101.70
0.66
0.34
Cumulative
travel time
=
3286. sec
----------------------------------------------------------------------------
Plume is ATTACHED to RIGHT bank/shore.
Plume width is now determined from RIGHT bank/shore.
Plume Stage 2 (bank attached):
X Y Z S C BV BH ZU ZL
401.42-100.58 0.50 1717.6 0.111E-01 0.32 203.40 0.66 0.34
403.36-100.58 0.50 172.9.8 0.110E-01 0.32 203.88 0.66 0.34
405.30-100.58 0.50 1741.9 0.109E-01 0.32 204.38 0.66 0.34
407.24-100.58 0.50 1753.9 0.108E-01 0.32 204.87 0.66 0.34
409.18-100.58 0.50 1765.9 0.108E-01 0.32 205.37 0.66 0.34
411.12-100.58 0.50 1777.9 0.107E-01 0.32 205.86 0.66 0.34
413.06-100.58 0.50 1789.8 0.106E-01 0.32 206.36 0.66 0.34
415.01-100.58 0.50 1801.7 0.105E-01 0.32 206.86 0.66 0.34
416.95-100.58 0.50 1813.50.105E-01 0.33 207.37 0.66 0.34
418.89-100.58 0.50 1825.3 0.104E-01 0.33 207.87 0.66 0.34
420.83-100.58 0.50 1837.1 0.103E-01 0.33 208.38 0.66 0.34
422.77-100.58 0.50 1848.8 0.103E-01 0.33 208.89 0.66 0.33
424.71-100.58 0.50 1860.5 0.102E-01 0.33 209.40 0.66 0.33
426.65-100.58 0.50 1872.1 0.101E-01 0.33 209.91 0.67 0.33
428.59-100.58 0.50 1883.8 0.101E-01 0.33 210.43 0.67 0.33
430.53-100.58 0.50 1895.4 0.100E-01 0.33 210.94 0.67 0.33
432.47-100.58 0.50 1906.9 0.996E-02 0.33 211.46 0.67 0.33
434.41-100.58 0.50 1918.4 0.990E-02 0.34 211.98 0.67 0.33
436.35-100.58 0.50 1929.9 0.984E702 0.34 212.50 0.67 0.33
438.29-100.58 0.50 1941.4 0.979E-02 0.34 213.02 0.67 0.33
440.23-100.58 0.50 1952.8 0.973E-02 0.34 213.54 0.67 0.33
442.17-100.58 0.50 1964.2 0.967E-02 0.34 214.07 0.67 0.33
444.11-100.58 0.50 1975.6 0.962E-02 0.34 214.60 0.67 0.33
446.05-100.58 0.'50 1987.0 0.956E-02 0.34 215.12 0.67 0.33
447.99-100.58 0.50 1998.3 0.951E-02 0.34 215.65 0.67 0.33
449.93-100.58 0.50 2009.6 0.945E-02 0.34 216.19 0.67 0.33
451.87-100.58 0.50 2020.9 0.940E-02 0.34 216.72 0.67 0.33
453.81-100.58 0.50 2032.1 0.935E-02 0.34 217.25 0.67 0.33
455.75-100.58 0.50 2043.3 0.930E-02 . 0.35 217.79 0.67 0.33
457.70-100.58 0.50 2054.5 0.925E-02 0.35 218.33 0.67 0.33
459.64-100.58 0.50 2065.7 0.920E-02 0.35 218.86 0.67 0.33
461.58-100.58 0.50 2076.9 0.915E-02 0.35 219.40 0.67 0.33
463.52-100.58 0.50 2088.0 0.910E-02 0.35 219.94 0.67 0.32
465.46-100.58 0.50 2099.1 0.905E-02 0.35 220.49 0.67 0.32
467.11-100.58 0.50 2108.6 0.901E-02 0.35 220.95 0.67 0.32
Cumulative travel time = 3825. sec
CORMIX prediction has been TERMINATED at last prediction interval.
Limiting distance due to TIDAL REVERSAL has been reached.

END OF MOD142: BUOYANT TERMINAL LAYER SPREADING
-------------------------------------------------------------------
-----------------------------------------------------------------------------
CORMIXI: Submerged Single Port Discharges End of Prediction File
11111111111111111111111111111111111111111111111111111111111111111111111111111

EWW
************************** FLOW CLASS DESCRIPTION ***************************
The following description of flow class S1 applies to the FULL WATER DEPTH at the
discharge site.
FLOW_CLASS_S1
This flow configuration is profoundly affected by the linear
ambient density stratification. The predominantly jet -like flow
gets trapped at some terminal (equilibrium) level. The trapping
is also affected by the reasonably strong ambient crossflow.
Following the trapping zone, the discharge flow forms an internal
layer that is further influenced by buoyant spreading and passive
diffusion.
The following flow zones exist:
1) Weakly deflected jet in crossflow: The flow is initially
dominated by the effluent momentum (jet -like) and is weakly
deflected by the ambient current.
2) Strongly deflected jet in crossflow: The jet has become strongly
deflected by the ambient current and is slowly rising toward the
trapping level.
3) Terminal layer approach: The bent -over submerged jet/plume
approaches the terminal level. Within a short distance the
concentration distribution becomes relatively uniform across the
plume width and thickness.
*** The zones listed above constitute the NEAR -FIELD REGION
in which strong initial mixing takes place. ***
4) Buoyant spreading in internal layer: The discharge flow within
the internal layer spreads laterally while it is being advected by
the ambient current. The plume thickness may decrease during this
phase. The mixing rate is relatively small. The plume may interact
with a nearby bank or shoreline.
5) Passive ambient mixing: After some distance the background
turbulence in the ambient'shear flow becomes the dominating mixing
mechanism. The passive plume is growing in depth and in width. The
plume may interact with the upper layer boundary, channel bottom
and/or banks.
*** Predictions will be terminated in zone 4 or 5 depending on
the definitions of the REGULATORY MIXING ZONE or the REGION OF
INTEREST. ***
END OF FLOW CLASS DESCRIPTION ***********************************************

PENDIX B.6
- 110 gpm flow rate
.UDES:
SSION REPORT
EDICTION REPORT
)W CLASS DESCRIPTIO

CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
CORMIX: CORNELL MIXING
ZONE EXPERT SYSTEM
CORMIX-GI
Version
4.1GT
SITE NAME/LABEL:
DESIGN CASE:
Scenario
3; 110 gpm
FILE NAME:
P:\ABC Cleaners\CORMIX\Input
Files\ABC
Cleaners-scenario3 110 gpm.prd
Using subsystem CORMIXI:
Submerged Single Port Discharges
Start of session:
03/22/2001--11:44:17
SUMMARY OF INPUT DATA:
-----------------------------------------------------------------------------
AMBIENT PARAMETERS:
Cross-section
= bounded
Width
BS
= 259.08 m
Channel regularity
ICHREG
= 2
Ambient flowrate
QA
= 60.65 m^3/s
Average depth
HA
= 1.92 m
Depth at discharge
HD
= 2.13 m
Darcy-Weisbach friction factor
F
= 0.0773
Calculated from Manning's n
= 0.035
Wind velocity
UW
= 1 m/s
TIDAL SIMULATION at time
Tsim
= 2.8 hours
Instantaneous ambient velocity
UA
= 0.1219 m/s
Maximum tidal velocity
UaMAX
= 0.2134 m/s
Rate of tidal reversal dUA/dt =
0.0435 (m/s)/hour
Period of reversal
T
= 12.4 hours
Stratification Type
STRCND
= A
Surface density
RHOAS
= 1003.4 kg/m^3
Bottom density
-----------------------------------------------------------------------------
RHOAB
= 1011.1 kg/m^3
DISCHARGE PARAMETERS:
Submerged Single Port Discharge
Nearest bank
= right
Distance to bank
DISTB
= 100.58 m
Port diameter
DO
= 0.1006 m
Port cross -sectional area
AO
= 0.0679 m^2
Discharge velocity
UO =
0.87 m/s
Discharge flowrate
QO =
0.006940 m^3/s
Discharge port height
HO =
0 m
Vertical discharge angle
THETA =
O deg
Horizontal discharge angle
SIGMA =
90 deg
Discharge temperature (freshwater) =
19.72 degC
Corresponding density
RHOO =
998.2621 kg/m^3
Density difference
DRHO =
12.8379 kg/m^3
Buoyant acceleration
GPO =
0.1245 m/s^2
Discharge concentration
CO =
19 ppb
Surface heat exchange coeff.
KS =
0 m/s
Coefficient of decay
KD =
0 /s
DISCHARGE/ENVIRONMENT LENGTH SCALES:
LQ = 0.09 m Lm = 0.64 m
LM = 0.74 m Lm' = 0.65 m
UNSTEADY TIDAL SCALES:
Tu = 0.2251 hours Lu = 7.94 m
NON-DIMENSIONAL PARAMETERS:
Lb = 0.48 m
Lb' = 0.60 m
Lmin= 0.42 m
---------------------------------------

Port densimetric Froude number FRO = 7.80
Velocity ratio R = 7.16
-----------------------------------------------------------------------------
MIXING ZONE / TOXIC DILUTION ZONE / AREA OF INTEREST PARAMETERS:
Toxic discharge = yes
CMC concentration CMC = 74 ppb „
CCC concentration CCC = 8.200000 ppb
Water quality standard specified = given by CCC value
Regulatory mixing zone = no
Region of interest = 3000 m downstream
*****************************************************************************
HYDRODYNAMIC CLASSIFICATION:
------------------------
FLOW CLASS = S1 I
------------------------
This flow configuration applies to a layer corresponding to the linearly
stratified density layer at the discharge site. ,
Applicable layer depth = water depth = 2.13 m
*****************************************************************************
MIXING ZONE EVALUATION (hydrodynamic and regulatory summary):
------------------------- ---------------------------------------------------
X-Y-Z Coordinate system:.
Origin is located at the bottom below the port center:
100.58 m from the right bank/shore.
Number of display steps NSTEP = 100 per module.
-----------------------------------------------------------------------------
NEAR-FIELD REGION (NFR) CONDITIONS : ,
Note: The NFR is the zone of strong initial mixing. It has no regulatory
implication. However, this information may be useful for the discharge
designer because the mixing in the NFR is usually sensitive to the
discharge design conditions.
Pollutant concentration at edge of NFR = 0.5599 ppb
Dilution at edge of NFR = 33.9
NFR Location: x = 4.39 m
(centerline coordinates) y = 1.87 m
z = 0.49 m
NFR plume dimensions: half -width = 0.98 m
thickness = 0.98 m
-----------------------------------------------------------------------------
Buoyancy assessment:
The effluent density is less than the surrounding ambient, water
density at the discharge level.
Therefore, the effluent is POSITIVELY BUOYANT and will tend to rise towards
the surface.
------------------------------------------------ :
assessment:
The specified ambient density stratification is dynamically important.
The discharge near field flow.is trapped within the linearly stratified
ambient density layer. �1
-----------------------------------------------------------------------------
PLUME BANK CONTACT SUMMARY:
Plume in bounded section contacts nearest bank at 391.06 m downstream.
Plume contacts second bank at 580.05 m downstream.
-----------------------------------------------------------------------------
UNSTEADY TIDAL ASSESSMENT:
Because of the unsteadiness of the ambient current during the tidal

reversal, CORMIX predictions have been TERMINATED at:
r-+
x = 467.11 m
y =-100.58 m
z = 0.49 m.
For this condition AFTER TIDAL REVERSAL, mixed water from the previous
half -cycle becomes re -entrained into the near field of the discharge,
increasing pollutant concentrations compared to steady-state predictions.
A pool of mixed water formed at slack tide will be advected downstream
in this phase.
r ************************ TOXIC DILUTION ZONE SUMMARY ************************
Recall: The TDZ corresponds to the three (3) criteria issued in the.USEPA
Technical Support Document (TSD) for Water Quality -based Toxics Control,
1991 (EPA/505/2-90-001).
r
Criterion maximum concentration (CMC) = 74 ppb
Corresponding dilution = 0.256757
The CMC was encountered within a control volume describing a portion
of the discharge plume.
Therefore, the following plume conditions are a conservative estimate (with
lower concentrations or with larger dimensions) for the region at whose
boundary the CMC is met:
Local boundary concentration = 19 ppb
Corresponding dilution = 1
Plume location: x = 0 m
(centerline coordinates) y = 0 m
z = 0 m
Plume dimension: half -width = 0.05 m
thickness = 0.05 m
CRITERION 1: This location is within 50 times the discharge length scale of
Lq = 0.09 m.
+++++ The discharge length scale TEST for the TDZ has been SATISFIED. ++++++
CRITERION 2: This location is within 5 times the ambient water depth of
HD = 2.13 m.
++++++++++ The ambient depth TEST for the TDZ has been SATISFIED.+++++++++++
CRITERION 3: No RMZ has been defined. Therefore, the Regulatory Mixing zone
test for the TDZ cannot be applied.
The diffuser discharge velocity is equal to 0.87 m/s.
This is below the value of 3.0 m/s recommended in the TSD.
*** All three CMC criteria for the TDZ are SATISFIED for this discharge. ***
********************** REGULATORY MIXING ZONE SUMMARY ***********************
No RMZ has been specified.
However:
The CCC was encountered at the following plume position:
The CCC for the toxic pollutant was encountered at the following
plume position:
CCC = 8.200000 ppb
Corresponding dilution = 2.3
Plume location: x = 0.14 m
(centerline coordinates) y = 0.76 m
z = 0.05 m
Plume dimensions: half -width = 0.04 m
thickness = 0.04 m
********************* FINAL DESIGN ADVICE AND COMMENTS **********************
REMINDER: The user must take note that HYDRODYNAMIC MODELING by any known
technique is NOT AN EXACT SCIENCE.

Extensive comparison with field and laboratory data has shown that the
CORMIX predictions on dilutions and concentrations (with associated
plume geometries) are reliable for the majority of cases and are accurate
to within about +-500 (standard deviation).
As a further safeguard, CORMIX will not give predictions whenever it judges
the design configuration as highly complex and uncertain for prediction.

r
CORMIXI PREDICTION FILE:
11111111111111111111111111111111111111111111111111111111111111111111111111111
CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIXI: Submerged Single Port Discharges
CORMIX-GI Version 4.1GT
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
CASE DESCRIPTION
Site name/label:
Design case: Scenario 3; 110 gpm
FILE NAME: P:\...IX\Input Files\ABC Cleaners-scenario3 110 gpm.prd
Time stamp: Thu Mar 22 11:44:17 2001
ENVIRONMENT PARAMETERS (metric units)
Bounded section
BS = 259.08 AS = 497.50 QA = 60.65 ICHREG= 2
HA = 1.92 HD = 2.13
Tidal Simulation at TIME = 2.800 h
PERIOD= 12.40 h UAmax = 0.213 dUa/dt= 0.044 (m/s)/h
UA = 0.122 F = 0.077 USTAR =0.1199E-01
UW = 1.000 UWSTAR=0.1071E-02
Density stratified environment
STRCND= A RHOAM = 1007.2500
RHOAS = 1003.4000 RHOAB = 1011.1000 RHOAHO= 1011.1000 E =0.3500E-01
DISCHARGE PARAMETERS (metric units)
BANK = RIGHT DISTB = 100.58
DO = 0.101 AO = 0.008 HO = 0.00
THETA = 0.00 SIGMA = 90.00
UO = 0.873 QO = 0.007 =0.6940E-02
RHOO = 998.2620 DRHO0 =0.1284E+02 GPO =0.1245E+00
CO = 0.1900E+02 CUNITS= ppb
IPOLL = 1 KS =0.0000E+00 KD =0.0000E+00
FLUX VARIABLES (metric units)
QO =0.6940E-02 MO =0.6061E-02 JO =0.8641E-03 SIGNJO= 1.0
Associated length scales (meters)
LQ = 0.09 LM = 0.74 Lm = 0.64 Lb = 0.48
Lmp = 0.65 Lbp = 0.60
Tidal: Tu = 0.2251 h Lu = 7.943 Lmin = 0.418
NON -DIMENSIONAL PARAMETERS
FRO = 7.80 R = 7.16
FLOW CLASSIFICATION
111111111111111111111111111111111111111111
1 Flow class (CORMIXI) = S1 1
1 Applicable layer depth HS = 2.13 1
111111111111111111111111111111111111111111
MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
CO = 0.1900E+02 CUNITS= ppb
NTOX = 1 CMC =0.7400E+02 CCC = CSTD
NSTD = 1 CSTD =0.8200E+01
REGMZ = 0
XINT = 3000.00 XMAX = 3000.00

r-�
X-Y-Z COORDINATE SYSTEM:
ORIGIN is located at the bottom and below the center of the port:
100.58 m from the RIGHT bank/shore. '
X-axis points downstream, Y-axis points to left, Z-axis points upward.
NSTEP =100 display intervals per module
-----------------------------------------------------------------------------
�y
-----------------------------------------------------------------------------
BEGIN MOD101: DISCHARGE MODULE
X Y Z S C B
0.00 0.00 0.00 1.0 0.190E+02 0.05
** CMC HAS BEEN FOUND **
The pollutant concentration in the plume falls below CMC value of 0.740E+02
due to mixing in this control volume.
The actual extent of the TOXIC DILUTION ZONE will be smaller than control
volume outflow values predicted below.
END OF MOD101: DISCHARGE MODULE
-----------------------------------------------------------------------------
----------------------------------------------------------------------------- -
BEGIN CORJET (MOD110): JET/PLUME NEAR -FIELD MIXING REGION
Jet -like motion in linear stratification with strong crossflow.
Zone of flow establishment: THETAE= 0.00 SIGMAE= 86.69
LE = 0.27 XE = 0.01 YE = 0.27 ZE = 0.00
Profile definitions:
B = Gaussian 1/e (37%) half -width, normal to trajectory
S = hydrodynamic centerline dilution
C = centerline concentration (includes reaction effects, if any)
X
Y
Z
S
C
B
0.00
0.00
0.00
1.0
0.190E+02
0.05
0.01
0.27
0.00
1.0
0.190E+02
0.05
0.01
0.29
0.00
1.0
0.190E+02
0.06
0.01
0.33
0.00
1.0
0.190E+02
0.06
0.02
0.37
0.00
1.1
0.174E+02
0.07
0.02
0.41
0.00
1.2
0.161E+02
0.07
0.03
0.45
0.01
1.3
0.148E+02
0.08
0.04
0.49
0.01
1.4
0.137E+02
0.08
0.05
0.53
0.01
1.5
0.127E+02
0.09
0.06
0.57
0.02
1.6
0.118E+02
0.09
0.08
0.63
0.02
1.8
0.105E+02
0.10
0.10
0.67
0.03
1.9
0.979E+01
0.11
0.12
0.71
0.04
2.1
0.910E+01
0.12
0.13
0.74
0.05
2.2
0.846E+01
0.1.2
** WATER QUALITY STANDARD OR
CCC HAS BEEN FOUND
**
The pollutant
concentration
in the
plume falls
below water quality standard --�
or CCC value of 0.820E+01
in the
current prediction interval.
This is the spatial
extent of concentrations exceeding the water quality
standard or
CCC value.
0.15
0.78
0.05
2.4
0.787E+01
0.13
0,18
0.81
0.06
2.6
0.733E+01
0.14
0.20
0.85
0.07
2.8
0.684E+01
0.14
0.22
0.88
0.08
3.0
0.639E+01
0.15
LW

r--
F-
0.25 0.91 0.09 3.2 0.599E+01 0.16
0.28 0.94 0.10 3.4 0.562E+01 0.17
0.30 0.97 0.12 3.6 0.528E+01 0.17
0.33 1.00 0.13 3.8 0.498E+01 0.18
0.36 1.02 0.14 4.0 0.470E+01 0.19
0.39 1.05 0.15 4.3 0.445E+01 0.20
0.42 1.07 0.17 4.5 0.422E+01 0.20
0.45 1.09 0.18 4.7 0.401E+01 0.21
0.49 1.12 0.19 5.0 0.382E+01 0.22
0.52 1.14 0.21 5.2 0.364E+01 0.22
0.55 1.16 0.22 5.5 0.348E+01 0.23
0.59 1.18 0.23 5.7 0.333E+01 0.23
0.62 1.20 0.25 6.0 0.319E+01 0.24
0.66 1.22 0.26 6.2 0.306E+01 0.25
0.69 1.23 0.28 6.4 0.295E+01 0.25
0.73 1.25 0.29 6.7 0.284E+01 0.26
0.76 1.27 0.30 7.0 0.273E+01 0.26
0.80 1.28 0.32 7.2 0.264E+01 0.27
0.84 1.30 0.33 7.5 0.255E+01 0.28
0.87 1.31 0.34 7.7 0.247E+01 0.28
0.91 1.33 0.36 8.0 0.239E+01 0.29
0.95 1.34 0.37 8.2 0.231E+01 0.29
0.98 1.35 0.38 8.5 0.225E+01 0.30
1.02 1.37 0.39 8.7 0.218E+01 0.30
1.06 1.38 0.41 9.0 0.212E+01 0.31
1.10 1.39 0.42 9.2 0.206E+01 0.31
1.14 1.40 0.43 9.5 0.201E+01 0.32
Level of buoyancy reversal in stratified ambient.
1.17 1.41 0.44 9.7 0.196E+01 0.32
1.21 1.42 0.45 9.9 0-.191E+01 0.33
1.25 1.44 0.46 10.2 0.187E+01 0.33
1.29 1.45 0.47 10.4 0.182E+01 0.34
1.33 1.46 0.48 10.6 0.178E+01 0.34
1.35 1.46 0.49 10.8 0.177E+01 0.34
1.39 1.47 0.50 11.0 0.173E+01 0.35
1.43 1.48 0.51 11.2 0.169E+01 0.35
1.47 1.49 0.52 11.4 0.166E+01 0.36
1.51 1.50 0.52 11.7 0.163E+01 0.36
1.55 1.51 0.53 11.9 0.160E+01 0.36
1.59 1.52 0.54 12.1 0.157E+01 0.37
1.63 1.53 0.55 12.3 0.155E+01 0.37
1.67 1.54 0.55 12.5 0.152E+01 0.38
1.71 1.55 0.56 12.7 0.150E+01 0.38
1.75 1.55 0.57 12.9 0.148E+01 0.38
1.79 1.56 .0.57 13.1 0.146E+01 0.39
1.83 1.57 0.58 13.2 0.144E+01 0.39
1.87 1.58 0.58 13.4 0.142E+01 0.39
1.91 1.59 0.58 13.6 0.140E+01 0.40
1.95 1.59 0.59 13.8 0.138E+01 0.40
1.99 1.60 0.59 13.9 0.137E+01 0.40
2.03 1.61 0.59 14.1 0.135E+01 0.40
2.07 1.62 0.60 14.2 0.133E+01 0.41
2.11 1.62 0.60 14.4 0.132E+01 0.41
2.15 1.63 0.60 14.5 0.131E+01 0.41
2.19 1.64 0.60 14.7 0.129E+01 0.41
2.24 1.65 0.60 14.8 0.128E+01 0.42
�, Maximum jet height has been reached.

n
2.28
1.65
0.60
15.0
0.127E+01
0.42
2.32
1.66
0.60
15.1
0.126E+01
0.42
2.36
1.67
0.60
15.3
0.124E+01
0.42
2.40
1.67
0.60
15.4
0.123E+01
0.43
2.44
1.68
0.60
15.5
0.122E+01
0.43
2.48
1.69
0.60
15.7
0.121E+01
0.43
2.52
1.69
0.59
15.8
0.120E+01
0.43
2.56
1.70
0.59
16.0
0.119E+01
0.43
2.60
1.71
0.59
16.1
0.118E+01
0.44
2.65
1.71
0.58
16.3
0.117E+01
0.44
2.69
1.72
0.58
16.4
0.116E+01
0.44
2.73
1.72
0.58
16.6
0.115E+01
0.44
2.77
1.73
0.57
16.7
0.114E+01
0.44
2.81
1.74
0.57
16.9
0.113E+01
0.45
2.85
1.74
0.56
17.0
0.112E+01
0.45
2.89
1.75
0.56
17.2
0.111E+01
0.45
2.93
1.75
17.3
0.110E+01
0.45
.0.56
2.97
1.76
0.55
17.5
0.109E+01
0.46
3.01
1.76
0.55
17.7
0.108E+01
0.46
3.06
1.77
0.54
17.8
0.107E+01
0.46
3.10
1.78
0.53
18.0
0.106E+01
0.46
3.14
1.78
0.53
18.2
0.105E+01
0.46
3.18
1.79
0.52
18.3
0.104E+01
0.47
3.22
1.79
0.52
18.5
0.103E+01
0.47
3.26
1.80
0.51
18.7
0.102E+01
0.47
1
3.30
1.80
0.51
18.8
0.101E+01
0.47
3.34
1.81
0.50
19.0
0.100E+01
0.48
3.38
1.81
0.50
19.2.0.992E+00
0.48
3.42
1.82
0.49
19.3
0.983E+00
0.48
Terminal level in
stratified
ambient
has been
reached.
Cumulative travel time
=
21.
sec
END OF CORJET
-----------------------------------------------------------------------------
(MOD110):
JET/PLUME NEAR -FIELD MIXING REGION
-----------------------------------------------------------------------------
BEGIN MOD131:
LAYER
BOUNDARY/TERMINAL LAYER APPROACH
'
Control volume
inflow:
X
Y
Z
S
C
B
3.42
1.82
0.49
19.3 0.983E+00
0.48
Profile definitions:
BV = top -hat thickness, measured vertically
BH = top -hat half -width, measured horizontally in Y-direction
ZU = upper plume boundary (Z-coordinate)
ZL = lower plume boundary (Z-coordinate)
S = hydrodynamic average (bulk) dilution
C = average (bulk) concentration (includes reaction effects, if any)
X
Y
Z
S
C
BV
BH
ZU
ZL-?
2.95
1.79
0.49
19.4
0.980E+00
0.00
0.00
0.49
0.49
3.09
1.80
0.49
19.4
0.981E+00
0.62
0.31
0.80
0.18
3.23
1.81
0.49
19.4
0.982E+00
0.73
0.44
0.86
0.12
3.38
1.81
0.49
19.3
0.983E+00
0.81
0.54
0.89
0.09
3.52
1.82
0.49
19.9
0.956E+00
0.86
0.62
0.92
0.06
3.67
1.83
0.49
22.3
0.851E+00
0.90
0.69
0.94
0.04
3.81
1.84
0.49
25.7
0.740E+00
0.93
0.76
0.96
0.02
W

r-
3.95 1.85 0.49 28.7 0.661E+00 0.95 0.82 0.97 0.01
4.10 1.86 0.49 30.8 0.617E+00 0.97 0.88 0.98 0.01
4.24 1.87 0.49 31.9 0.595E+00 .0.98 0.93 0.98 0.00
4.39 1.87 0.49 32.6 0.582E+00 0.98 0.98 0.98 0.00
Cumulative travel time = 28. sec
END OF MOD131: LAYER BOUNDARY/TERMINAL LAYER APPROACH
-----------------------------------------------------------------------------
** End of NEAR -FIELD REGION (NFR) **
-----------------------------------------------------------------------------
BEGIN MOD142: BUOYANT TERMINAL LAYER SPREADING
Profile definitions:
BV = top -hat thickness, measured vertically
BH = top -hat half -width, measured horizontally in Y-direction
ZU = upper plume boundary (Z-coordinate)
ZL = lower plume boundary (Z-coordinate)
S = hydrodynamic average (bulk) dilution
C = average (bulk) concentration (includes reaction effects, if any)
- Plume Stage 1 (not bank attached):
X Y Z S C BV BH ZU ZL
4.39 1.87 0.49 32.6 0.582E+00 0.98 0.98 0.98 0.00
8.25 1.87 0.49 43.4 0.438E+00 0.39 3.39 0.69 0.30
12.12 1.87 0.49 46.7 0.407E+00 0.30 4.87 0.64 0.34
15.99 1.87 0.49 49.0 0.388E+00 0.26 6.07 0.62 0.36
19.85 1.87 0.49 51.1 0.372E+00 0.23 7.13 0.61 0.37
23.72 1.87 0.49 53.3 0.357E+00 0.22 8.11 0.60 0.38
27.59 1.87 0.49 55.6 0.342E+00 0.21 9.03 0.60 0.39
31.45 1.87 0.49 58.2 0.326E+00 0.20 9.92 0.59 0.39
35.32 1.87 0.49 61.0 0.311E+00 0.20 10.77 0.59 0.39
39.19 1.87 0.49 64.1 0.297E+00 0.20 11.62 0.59 0.39
43.05 1.87 0.49 67.3 0.282E+00 0.20 12.45 0.59 0.39
46.92 1.87 0.49 70.7 0.269E+00 0.20 13.28 0.59 0.39
50.79 1.87 0.49 74.3 0.256E+00 0.20 14.11 0.59 0.39
54.65 1.87 0.49 78.0 0.244E+00 0.20 14.93 0.59 0.39
58.52 1.87 0.49 81.9 0.232E+00 0.20 15.76 0.59 0.39
62.39 1.87 0.49 85.9 0.221E+00 0.20 16.59 0.59 0.39
66.25 1.87 0.49 90.0 0.211E+00 0.20 17.43 0.59 0.39
70.12 1.87 0.49 94.2 0.202E+00 0.20 18.26 0.59 0.39
73.99 1.87 0.40 96.6 0.193E+00 0.21 19.11 0.59 0.39
77.85 1.87 0.49 103.1 0.184E+00 0.21 19.96 0.59 0.39
81.72 1.87 0.49 107.7 0.176E+00 0.21 20.81 0.60 0.39
85.59 1.87 0.49 112.4 0.169E+00 0.21 21.67 0.60 0.39
89.45 1.87 0.49 117.2 0.162E+00 0.21 22.53 0.60 0.38
93.32 1.87 0.49 122.1 0.156E+00 0.21 23.40 0.60 0.38
97.19 1.87 0.49 127.2 0.149E+00 0.22 24.28 0.60 0.38
101.05 1.87 0.49 132.3 0.144E+00 0.22 25.16 0.60 0.38
104.92 1.87 0.49 137.6 0.138E+00 0.22 26.05 0.60 0.38
108.79 1.87 0.49 142.9 0.133E+00 0.22 26.94 0._60 0.38
112.65 1.87 0.49 148.4 0.128E+00 0.22 27.84 0.60 0.38
116.52 1.87 0.49 154.0 0.123E+00 0.23 28.74 0.60 0.38
120.39 1.87 0.49 159.7 0.119E+00 0.23 29.65 0.60 0.38
r 124.25 1.87 0.49 165.6 0.115.E+00 0.23 30.57 0.61 0.38
128.12 1.87 0.49 171.5 0.111E+00 0.23 31.48 0.61 0.38
131.99 1.87 0.49 177.6 0.107E+00 0.23 32.41 0.61 0.37
135.85 1.87 0.49 183.7 0.103E+00 0.23 33.34 0.61 0.37

rq
139.72
1.87
0.49
190.0 0.100E+00
0.24
34.27
0.61
0.37
143.59
1.87
0.49
196.4 0.967E-01
0.24
35.21
0.61
0.37
147.45
1.87
0.49
203.0 0.936E-01
0.24
36.15
0.61
0.37
n
151.32
1.87
0.49
209.7 0.906E-01
0.24
37.10
0.61
0.37
155.19
1.87
0.49
216.4 0.878E-01
0.24
38.05
0.61
0.37
159.05
1.87
0.49
223.3 0.851E-01
0.24
39.01
0.61
0.37
.�
162.92
1.87
0.49
230.4 0.825E-01
0.25
39.97
0.61
0.37
166.79
1.87
0.49
237.6 0.800E-01
0.25
40.94
0.61
0.37
170.65
1.87
0.49
244.8 0.776E-01
0.25
41.91
0.61
0.37
174.52
1.87
0.49
252.3 0.753E-01
0.25
42.88
0.62
0.37
178.39
1.87
0.49
259.8 0.731E-01
0.25
43.86
0.62
0.36
182.25
1.87
0.49
267.5 0.710E-01
0.25
44.84
0.62
0.36
186.12
1.87
0.49
275.3 0.690E-01
0.25
45.83
0.62
0.36
189.99
1.87
0.49
283.3 0.671E-01
0.26
46.82
0.62
0.36
193.85
1.87
0.49
291.4 b.652E-01
0.26
47.81
0.62
0.36
197.72
1.87
0.49
299.6 0.634E-01
0.26
48.81
0.62
0.36
201.59
1.87
0.49
308.0 0.617E-01
0.26
49.81
0.62
0.36
205.45
1.87
0.49
316.5 0.600E-01
0.26
50.82
0.62
0.36
209.32
1.87
0.49
325.1 0.584E-01
0.26
51.82
0.62
0.36
213.19
1.87
0.49
333.9 0.569E-01
0.26
52.84
0.62
0.36
217.05
1.87
0.49
342.8 0.554E-01
0.27
53.85
0.62
0.36
220.92
1.87
0.49
351.9 0.540E-01
0.27
54.87
0.62
0.36
224.79
1.87
0.49
361.1 0.526E-01
0.27
55.89
0.62
0.36
228.65
1.87
0.49
370.4 0.513E-01
0.27
56.92
0.63
0.36
232.52
1.87
0.49
379.9 0.500E-01
0.27
57.95
0.63
0.35
r�
236.39
1.87
0.49
389.5 0.488E-01
0.27
58.98
0.63
0.35
240.25
1.87
0.49
399.3 0.476E-01
0.27
60.02
0.63
0.35
244.12
1.87
0.49
409.2 0.464E-01
0.28
61.05
0.63
0.35
247.99
1.87
0.49
419.3 0.453E-01
0.28
62.10
0.63
0.35
251.85
1.87
0.49
429.5 0.442E-01
0.28
63.14
0.63
0.35
255.72
1.87
0.49
439.8 0.432E-01
0.28
64.19
0.63
0.35
259.59
1.87
0.49
450.3 0.422E-01
0.28
65.24
0.63
0.35
'
263.45
1.87
0.49
461.0 0..412E-01
0.28
66.29
0.63
0.35
267.32
1..87
0.49
471.8 0.403E-01
0.28
67.35
0.63
0.35
271.19
1.87
0.49
482.7 0.394E-01
0.28
68.41
0.63
0.35
275.06
1.87
0.49
493.8 0.385E-01
0.29
69.47
0.63
0.35
1
278.92
1.87
0.49
505.0 0.376E-01
0.29
70.53
0.63
0.35
282.79
1.87
0.49
516.4 0.368E-01
0.29
71.60
0.63
0.35
286.66
1.87
0.49
528.0 0.360E-01
0.29
72.67
0.63
0.35
t
290.52
1.87
0.49
539.7 0.352E-01
0.29
73.74
0.64
0.35
294.39
1.87
0.49
551.5 0.345E-01
0.29
74.82
0.64
0.35
298.26
1.87
0.49
563.5 0.337E-01
0.29
75.90
0.64
0.34
302.12
1.87
0.49
575.6 0.330E-01
0.29
76.98
0.64
0.34
'
305.99
1.87
0.49
587.9 0.323E-01
0.29
78.06
0.64
0.34
309.86
1.87
0.49
600.3 0.317E-01
0.30
79.14
0.64
0.34
313.72
1.87
0.49
612.9 0.310E-01
0.30
80.23
0.64
0.34
317.59
1.87
0.49
625.6 0.304E-01
0.30
81.32
0.64
0.34
t
321.46
1.87
0.49
638.5 0.298E-01
0.30
82.42
0.64
0.34
325.32
1.87
0.49
651.5 0.292E-01
0.30
83.51
0.64
0.34
329.19
1.87
0.49
664.7 0.286E-01
0.30
84.61
0.64
0.34
t
333.06
1.87
0.49
678.0 0.280E-01
0.30
85.71
0.64
0.34
336.92
1.87
0.49
691.4 0.275E-01
0.30
86.81
0.64
0.34
340.79
1.87
0.49
705.1 0.269E-01
0.30
87.91
0.64
0.34
344.66
1.87
0.49
718.8 0.264.E-01
0.31
89.02
0.64
0.34
.z
348.52
1.87
0.49
732.7 0.259E-01
0.31
90.13
0.64
0.34
352.39
1.87
0.49
746.8 0.254E-01
0.31
91.24
0.64
0.34
356.26
1.87
0.49
761.0 0.250E-01
0.31
92.35
0.64
0.34
-1

360.12
1.87
0.49
775.3
0.245E-01
0.31
93.46
0.65
0.34
363.99
1.87
0.49
789.8
0.241E-01
0.31
94.58
0.65
0.34
367.86
1.87
0.49
804.4
0.236E-01
0.31
95.70
0.65
0.33
371.72
1.87
0.49
819.2
0.232E-01
0.31
96.82
0.65
0.33
375.59
1.87
0.49
834.1
0.228E-01
0.31
97.94
0.65
0.33
379.46
1.87
0.49
849.1
0.224E-01
0.31
99.07
0.65
0.33
383.32
1.87
0.49
864.3
0.220E-01
0.32
100.20
0.65
0.33
387.19
1.87
0.49
879.6
0.216E-01
0.32
101.33
0.65
0.33
391.06
1.87
0.49
895.1
0.212E-01
0.32
102.46
0.65
0.33
Cumulative
travel time
=
3200.
sec
-----------------------------------------------------------------------------
Plume is ATTACHED to RIGHT bank/shore.
Plume width is now determined from RIGHT bank/shore.
Plume Stage 2 (bank attached):
X Y Z S C BV BH Zu ZL
391.06-100.58 0.49 904.6 0.210E-01 0.32 204.91 0.65 0.33
392.95-100.58 0.49 911.4 0.208E-01 0.32 205.39 0.65 0.33
394.84-100.58 0.49 918.3 0.207E-01 0.32 205.87 0.65 0.33
396.73-100.58 0.49 925.2 0.205E-01 0.32 206.35 0.65 0.33
398.62-100.58 0.49 932.0 0.204E-01 0.32 206.83 0.65 0.33
400.51-100.58 0.49 938.9 0.202E-01 0.32 207.32 0.65 0.33
402.40-100.58 0.49 945.8 0.201E-01 0.32 207.80 0.65 0.33
404.29 100.58 0.49 952.6 0.199E-01 0.33 208.29 0.65 0.33
406.18-100.58 0.49 959.4 0.198E-01 0.33 208.78 0.65 0.33
408.07-100.58 0.49 966.3 0.197E-01 0.33 209.27 0.65 0.33
409.96-100.58 0.49 973.1 0.195E-01 0.33 209.77 0.65 0.33
411.85-100.58 0.49 980.0 0.194E-01 0.33 210.26 0.66 0.33
413.74-100.58 0.49 986.8 0.193E-01 0.33 210.76 0.66 0.33
415.63-100.58 0.49 993.6 0.191E-01 0.33 211.26 0.66 0.32
417.52-100.58 0.49 1000.5 0.190E-01 0.33 211.76 0.66 0.32
419.41-100.58 0.49 1007.3 0.189E-01 0.33 212.26 0.66 0.32
421.30-100.58 0.49 1014.1 0.187E-01 0.33 212.76 0.66 .0.32
423.19-100.58 0.49 1021.0 0.186E-01 0.34 213.27 0.66 0.32
425.08-100.58 0.49 1027.8 0.185E-01 0.34 213.78 0.66 0.32
426.97-100.58 0.49 1034.6 0.184E-01 0.34 214.28 0.66 0.32
428.86-100.58 0.49 1041.5 0.182E-01 0.34 214.79 0.66 0.32
430.74-100.58 0.49 1048.3 0.181E-01 0.34 215.30 0.66 0.32
432.63-100.58 0.49 1055.1 0.180E-01 0.34 215.82 0.66 0.32
434.52-100.58 0.49 1062.0 0.179E-01 0.34 216.33 0.66 0.32
436.41-100.58 0.49 1068.8 0.178E-01 0.34 216.85 0.66 0.32
438.30-100.58 0.49 1075.6 0.177E-01 0.34 217.36 0.66 0.32
440.19-100.58 0.49 1082.5 0.176E-01 0.34 217.88 0.66 0.32
442.08-100.58 0.49 1089.3 0.174E-01 0.34 218.40 0.66 0.32
443.97-100.58 0.49 1096.1 0.173E-01 0.35 218.92 0.66 0.32
445.86-100.58 0.49 1103.0 0.172E-01 0.35 219.44 0.66 0.32
447.75-100.58 0.49 1109.8 0.171E-01 0.35 219.97 0.66 0.32
449.64-100.58 0.49 1116.7 0.170E-01 0.35 220.49 0.66 0.32
451.53-100.58 0.49 1123.5 0.169E-01 0.35 221.02 0.67 0.32
453.42-100.58 0.49 1130.4 0.168E-01 0.35 221.54 0.67 0.32
455.31-100.58 0.49 1137.2 0.167E-01 0.35 222.07 0.67 0.32
457.20-100.58 0.49 1144.1 0.166E-01 0.35 222.60 0.67 0.31
459.09-100.58 0.49 1150.9 0.165E-01 0.35 223.13 0.67 0.31
460.98 100.58 0.49 1157.8 0.164E-01 0.35 223.66 0.67 0.31
462.87-100.58 0.49 1164.7 0.163E-01 0.35 224.20 0.67 0.31
464.76-100.58 0.49 1171.5 0.162E-01 0.35 224.73 0.67 0.31

466.65-100.58 0.49 1178.4 0.161E-01 0.36 225.27 0.67 0.31
467.11-100.58 0.49 1180.1 0.161E-01 0.36 225.40 0.67 0.31
Cumulative travel time = 3823. sec
CORMIX prediction has been TERMINATED at last prediction interval.
Limiting distance due to TIDAL REVERSAL has been reached.
END OF MOD142: BUOYANT TERMINAL LAYER SPREADING
-----------------------------------------------------------------------------
-----------------------------------------------------------------------------
CORMIXI: Submerged Single Port Discharges End of Prediction File
11111111111111111111111111111111111111111111111111111111111111111111111111111

r--
************************** FLOW CLASS DESCRIPTION ***************************
The following description of flow class S1 applies to the FULL WATER DEPTH at the
discharge site.
FLOW CLASS S1
This flow configuration is profoundly affected by the linear
ambient density stratification. The predominantly jet -like flow
gets trapped at some terminal (equilibrium) level. The trapping
is also affected by the reasonably strong ambient crossflow.
Following the trapping zone, the discharge flow forms an internal
layer that is .further influenced by buoyant spreading and passive
diffusion.
The following flow zones exist:
1) Weakly deflected jet in crossflow: The flow is initially
dominated by the effluent momentum (jet -like) and is weakly
deflected by the ambient current.
2) Strongly deflected jet in crossflow: The jet has -become strongly
deflected by the ambient current and is slowly rising toward the
trapping level.
3) Terminal layer approach: The bent -over submerged jet/plume
approaches the terminal level. Within a short distance the
concentration distribution becomes relatively uniform across the
plume width and thickness.
*** The zones listed above constitute the NEAR -FIELD REGION
in which strong initial mixing takes place. ***
4) Buoyant spreading in internal layer: The discharge flow within
the internal layer spreads laterally while it is being advected by
the ambient current. The plume thickness may decrease during this
phase. The mixing rate is relatively small. The plume may interact
with a nearby bank or shoreline.
5) Passive ambient mixing: After some distance the background
turbulence in the ambient shear flow becomes the dominating mixing
mechanism. The passive plume is growing in depth and in width. The
plume may interact with the upper layer boundary, channel bottom
and/or banks.
*** Predictions will be terminated in zone 4 or 5 depending on
the definitions of the REGULATORY MIXING ZONE or the REGION OF
INTEREST. ***
END OF FLOW CLASS DESCRIPTION ***********************************************