[From the U.S. Government Printing Office, www.gpo.gov]

                                                             Project #93.4.11 - Part 2









      A REPORT OF FINDINGS FROM A SHORELINE SURVEY IN THE VICINITY OF
                             SEABROOK HARBOR, 1995

                                       And

       ASSESSMENT OF THE POTENTIAL FORFECAL CONTAMINATION OF THE
            SEABROOK CLAMFLATS FROM BO T DISCHARGE OF WASTES



                                    A Report to

                      The New Hampshire Office of State Planning
                                        and
      The New Hampshire Division of Public Health Services, Bureau of Food Protection

                                   Submitted by

                      Dr. Richard Langan and Dr. Stephen H. Jones
                Jackson Estuarine Laboratory, University of New Hampshire

                                    July 19, 1995














TD
424.35
.N4
L36 
1995













A REPORT OF FINDINGS FROM A SHORELINE SURVEY IN THE VICINITY OF
                       SEABROOK HARBOR, 1995

                                 And

 ASSESSMENT OF THE POTENTIAL FOR FECAL CONTAMINATION OF THE
      SEABROOK CLAMFLATS FROM BOAT DISCHARGE OF WASTES


                              A Report to

                The New Hampshire Office of State Planning
                                 and
The New Hampshire Division of Public Health Services, Bureau of Food Protection

                             Submitted by

                Dr. Richard Langan and Dr. Stephen H. Jones
         Jackson Estuarine Laboratory, University of New Hampshire

                              July 19, 1995








                        U. S. DEPARTMENT OF COMMERCE NOAA
                        COASTAL SERVICES CENTER
      STY_~          :     ~2234 SOUTH HOBSON AVENUE
                        CHARLESTON  SC 29405-2413






                              Property of CSC Library 
                                                        i








                           ACKNOWLEDGEMENTS


      The authors wish to thank Tom Orfe, the Director of the NH Port Authority
and Seabrook Harbormaster Steve Banewicz for providing information on boats and
moorings; Nat Moore of NH DOT for providing dredge project plans for Seabrook
Harbor; Andrea Tomlinson and Deborah Lamson of Jackson Estuarine Laboratory
for conducting the shoreline survey; Holly Clark-Gallagher of the UNH Department
of Civil Engineering for dilution/dispersion modeling; and Chris Nash of the NH
Coastal Program for making the initial dilution estimates.







                           TABLE OF CONTENTS


                                                               Page

SUMMARY                                                                1

INTRODUCTION I

METHODS                                                                2

RESULTS                                                                5

DISCUSSION                                                             7

REFERENCES                                                             8



                               List of Figures

Figure 1. Schematic of Seabrook Harbor showing shape and
dimensions of the harbor                                               9


Figure 2. Schematic of Seabrook Harbor showing depth
contours and dredge areas                                              10

Figure 3. Cross section of the Seabrook Harbor channel
showing depth and slope of dredged area                                11


Appendix I

Appendix HI

Appendix III









                                    SUMMARY

      A shoreline survey conducted in June of 1995 in the area adjacent to the
Seabrook clamflats indicates that seepage of contaminated effluent from riparian
properties could potentially impact the growing area. It is recommended that the
Seabrook flat remain dosed until these residences are connected to the Seabrook
municipal sewage treatment plant.
      An analysis of dilution/dispersion of contaminants resulting from potential
illegal discharge of wastes from boats in Seabrook Harbor indicates that the number
and types of vessels present in the harbor during the fall and winter do not pose a
risk of contamination of the clamflats. It is recommended, however, that the
Seabrook flats remain closed during the time period when pleasure boats and
charter fishing vessels are also present in the harbor (mid-May through September).



                                 INTRODUCTION


      A sanitary survey conducted in 1993 and 1994 in the Hampton Harbor
Estuary, New Hampshire, resulted in the conditional opening by the NH SSCA
(State Shellfish Control Agency; the NH Division of Public Health Services) of the
Common Island and Browns River clamflats for recreational harvest. Despite water
quality records from the survey period at sites in the vicinity of the Seabrook
clamflats or "middle ground", that met conditionally approved classification
criteria, the Seabrook flats remained closed due to the close proximity of residences
with suspected malfunctioning septic systems and the location of boat moorings in
Seabrook Harbor. Results of the continuing sampling program in the fall through
spring of 1994-1995 indicated that fecal coliform counts remained low in Seabrook
Harbor (east side of Seabrook flats), however several samples in the channel to the
West of the Seabrook flats had elevated (>43 FC/100ml) coliform counts. It was
suspected that the sources of these intermittent, elevated water scores were septic
systems in the vicinity of River Street and/or Cross Beach in Seabrook. Since these
sources will be eliminated sometime in the fall/winter of 1995-1996 when the
Seabrook Sewage Treatment Plant goes on line, it was determined by the NH CORD
Shellfish Committee that it would be important to confirm that these sources of
pollution were indeed responsible for the variability in FC counts. The committee
agreed that a period of documented improvement in water quality at sample sites

           :                              0~~~~~~~~~~~~~~~~









following the start of operation of the Seabrook SIT (and hence elimination of the
River Street/Cross Beach pollution sources) could result in opIening of the Seabrook
flats. The one remaining concern was the moored vessels in Seabrook Harbor and
the lack of information on dilution and dispersion of contaminants associated with
potential unlawful discharge of wastes from the vessels.
      Section C 9 of Part I of the National Shellfish Sanuitation Program (NSSP 1993)
Manual of Operations requires than an analysis of the impact of marinas or
mooring areas on adjacent shellfish growing waters be conducted before the area can
be properly classified. It was determined by the CORD Shellfish Committee that in
addition to revisiting the shoreline adjacent to Seabrook Harbor, that a marina
dilution study be conducted as well.
      This report describes the results and findings of the shoreline survey work
conducted in June 1995 and the modeling of dilution/dispersion of contaminants
resulting from vessel discharge of wastes in Seabrook Harbor.


                                    METHODS

1. Shoreline survey in the vicinity of Seabrook Harbor
      On June 2, Andrea Tomlinson and Deborah Lamson of the Jackson Estuarine
Laboratory conducted a shoreline survey for properties adjacent to Seabrook Harbor.
All properties were inspected for the presence of pipes, effluent, suspected
malfunctioning septic systems and any other potential sources of pollution to the
growing area. Samples for fecal coliform analysis were obtained from those
properties with visible effluent and from the adjacent harbor area.

2. Dilution/Dispersion modeling of wastes discharged from vessels in Seabrook
Harbor
A. Information Gathering
The study was initiated by gathering information on: 1) the number and types of
vessels moored or docked in Seabrook Harbor; 2) accurate bathymetry and water
volumes in the harbor; and 3) circulation of water in the vicinity of the clamflat
1) Vessel information was obtained by researching records on mooring permits at
the New Hampshire State Port Authority., examining aerial photographs of the
mooring areas in the Harbor, a site visit and photographs of mooring locations and
types of vessels, and conversations with the Port Authority Director and the
Seabrook Harbor Master.
2) Bathymetry and water volumes were obtained from charts provided by the NH
Department of Transportation. The charts resulted from the 1993 dredging of

                                        2








Seabrook Harbor and provided accurate depths and dimensions of the Harbor.
Volumes were calculated using the DOT data and NOAA tidal height data for
Hampton Harbor.
3) Data on water circulation and movement was obtained from the current study
conducted in June of 1994 as part of the 1993-1994 Sanitary Survey of Hampton
harbor. In that study, current speed and direction were measured at two stations in
Seabrook Harbor during four intervals each of the ebb and flood tides.

B. Modeling
      Based on the alignment of the moored vessels in the Harbor, the initial
thought was that discharge from the vessels could be equated to discharge from a
multiport diffuser pipe, and the EPA discharge models MERGE and CORMIX
models could be applied to this situation. Since CORMIX is a more robust model
than MERGE in terms of predicting plume concentrations in the far field, it was was
chosen for use in this study. Though many of the assumptions needed to fit the
CORMIX model were applicable to this situation, both CORMIX and MERGE are
designed for continuous discharge, and therefore not a perfect fit for discharge from
moored vessels. In order for the model to fit, it was assumed that all vessels in the
area were discharging 2 x109 FC in 12 liters of water over a six hour period. Though
this assumption is conservative in that it assumes every vessel is illegally
discharging waste in the same six hour period (a highly unlikely scenario) it also
assumes that the discharge is slow and continuous, which is also highly unlikely.
      In order to better simulate the discharge from a vessel, an
advection/dispersion evaluation of a slug injection was used, and the same
conservative assumption that each vessel would discharge wastes from one person
over a six hour period (however, as a slug discharge) was used. The objectives of the
models were to predict the concentration of fecal coliforms in the discharge plume
when it comes in contact with the clamflat.
      The models were initially run at a worst case scenario; discharge beginning at
slack low tide and continuing through the flood tide and treating coliform bacteria
as conservative particles. If a discharge occurs during the ebbing tide, except during
the slack periods at high or low tides, the longitudinal dispersion due to the ebb tide
current velocity carries the plume out of the Seabrook Harbor area without
intersecting with the clamflats. Additionally, ebb tide waters flow over the clamflats
in a northeasterly direction, resulting in a directional dispersion of any discharge
plume from moored vessels away from the clamflats. At slack low tide, however,
the incoming water "dead ends" at the southern terminus of Seabrook Harbor until
the water is sufficiently high to flow over the clamflat. Vessel discharge of
contaminants at this point in time was considered to be the worst case scenario for
impact on the clamflats. The initial run of the model assumed a minimum

                                         3









longitudinal dispersion coefficient (low tidal current velocity of 0.10m/sec), an equal
lateral dispersion coefficient (current velocity = 0.1 m/sec) , the least volume
dilution low tide, and did not take a decay coefficient (bacterial die-off ) into
consideration. A subsequent run of the model used more accurate current velocity
and directional vectors as well as conservative decay coefficient for bacterial die-off.
      Decay of fecal-borne bacteria in seawater occurs over a wide range of rates,
depending on the prevailing environmental conditions. Grazing by bacterivores
and sunlight have the most significant impacts on bacterial survival, and rates are
decreased -2x with each 10ï¿½C increase in temperature. Solic and Krstulovic (1992)
looked at the effects of radiation, temperature, salinity, & pH on fecal coliform
survival. They used non-turbid seawater and found no impact on T90 (time for 90%
of bacteria to die) at depths to 10 m (T90-5 h). The die-off rate was doubled at 20 vs
10ï¿½C. In sunlight at 35 ppt NaCl and -20ï¿½C, they found die-off rate to be 1.02/h.
Pommepuy et al. (1992) measured fecal coliform T90 values of <2 h under high
sunlight conditions in the Mediterranean Sea. Sorensen (1991) found E. coli to
have a half life of - 5 h, or 3.3/d, in raw seawater. Valiela et al. (1991) used literature
values to estimate fecal coliform death rates in Buttermilk Bay, MA. The high rate
of death, based on a T90 of 2.5 h was 22.1 /d and the low rate of death, based on a T90
of 15 h was 3.7/d. These values are for death of standing stock fecal coliforms per
day, whereas bacteria associated with fresh sewage probably have faster death rates.
      A decay rate constant for Hampton Harbor conditions at the marina can be
chosen based on the above review of literature values. An estimate of decay
constants between 3/d and 20/d seems reasonable, with a compromise, defendable
decay rate, of 10/d, or T90 of 5.5 h. This estimate includes consideration of the
following assumption:

             -bacteria are associated with freshly discharged sewage;
             -the bacteria used for the assessment are fecal coliforms;
             -discharges occur during daytime when water T > 10ï¿½C;
             -receiving water is clear/non-turbid;
             -receiving water is near ocean salinity (-35ppt) and low in organic
             matter;
             -effluent medium has no influence on bacterial interaction in water
             column;
             -discharged bacteria remain in water column;
             -effluent and bacteria remain in shallow water, <-5 m.





                                          4








                                    RESULTS

1. Shoreline Survey
      Results of the shoreline survey are detailed in Appendix 1. The surveyors
found several areas of seepage from suspected malfunctioning septic systems, and
several residences with visible pipes that may or may not have been gray water
pipes. Though most samples of seep water had very low fecal coliform
concentrations, a seep sample collected from a property on the south side of River
Street had a fecal coliform concentration of = 200,000 FC/100 ml (Table 1, APPENDIX
I). This contamination would be transported via the network of tidal creeks
through the marsh to the Blackwater River, and potentially impact the Seabrook
clamflats during ebb tide. Samples taken from Seabrook Harbor near the Yankee
Fisherman's Coop and immediately north of River Street had very low fecal
coliform concentrations (Table 1, APPENDIX I).


2. Dilution dispersion modeling

Input Data
      Based on the information obtained from review of mooring permit data, and
discussions with the Port Authority Director and the Seabrook Harbormaster, it was
determined that there are sixty five mooring permits issued for Seabrook Harbor.
No live-aboard vessels are moored or docked in Seabrook Harbor. Vessels are
moored more or less in single file running north to -south past the coop pier,
becoming more dense and clustered immediately south of the pier. Approximately
50% of the moorings are issued to pleasure craft in the 15'-26' LOA. These vessels, in
addition to the Eastman charter fishing fleet, occupy the harbor seasonally (May
through September). The remaining moorings are occupied by commercial fishing
vessels which consist of small draggers, gillnetters and lobster boats, most of which
are < 50' LOA. From mid-October through mid-May, approximately 35 commercial
fishing vessels remain moored in Seabrook Harbor, as the pleasure craft and charter
vessels are hauled out for the season. The commercial vessels are for the most part,
day fishing boats that leave the harbor between 3-4 AM, fish the nearshore
(generally <10 miles from shore) waters of the Gulf of Maine and return to unload
their catch at the Cooperative in the early afternoon. For the purpose of both the
CORMIX model and the slug discharge evaluation, it was assumed that each of the
35 vessels discharged wastes from one person over a six hour period.
       The moorings begin approximately 100 meters north of the Yankee
Fisherman's Cooperative and extends southward past the Coop pier and bulkhead
 (- 100 m wide) for approximately 300 meters southward to the terminus of the
                                         5








harbor channel at the Seabrook town pier and launch ramp and the Eastman
Fishing Fleet pier and docks on River Street. The estimated total length of the
mooring area is 500 m. At the northern end of the mooring area, the channel is
61 m wide, increasing to 77 m in width at the center of the Coop pier. South of the
pier, the channel width increases to 101 m. Based on channel width and mooring
density, an average width of 96 m and an average length of 300 m were used in the
CORMIX model and slug discharge evaluation and assuming that vessels are
moored in approximately mid-channel, the distance to the clamflat was estimated to
be 48 m (Fig. 1).
       The depth throughout the channel is approximately 3 m at MLW (Figs 2 and
3). The tidal prism in the harbor is 2.6 m, nearly doubling the harbor volume at
MHW. Flood tide water will begin to flow over the clamflat when water level has
risen approximately 0.61 m, or approximately 2.0 hrs. past the time of MLW. At
hour 2.0, the average current velocity in the harbor channel is approximately 0.3
m/sec flowing due south (NH DPHS 1994). Lateral velocity of incoming water over
the clamflat, perpendicular to the direction of the flood waters in the channel was
estimated at 0.10 cm/sec. The initial run of the CORMIX model and the slug
discharge evaluation used a longitudinal velocity of 0.10 and an equal lateral
velocity (Appendix II). In order to more accurately simulate hydrographic
conditions at the time that flood tide water contacts the clamflats, a subsequent run
of CORMIX and the slug discharge evaluation used 0.30 m/sec longitudinal velocity
and 0.10 m/sec for a lateral velocity and a decay coefficient of 10/day (Appendix III).
      Results of the initial run of CORMIX are detailed in Appendix H A. Results of
the run indicated that the concentration of the plume at the time of its intersection
with the damflat is 17.2 CFU/100 ml, which exceeds the allowable limit of 14
FC/100ml (Appendix II (page 2)). When the slug injection evaluation (Appendix II
B) was run using the initial parameters and no decay coefficient, the concentration
of the plume at the time of intersection with the clamflat was 30.0 CFU/100ml
(Appendix II (page 3).
      Subsequent runs of the CORMIX model and the slug discharge evaluation
used a the decay coefficient described in the Methods section of this report, a
longitudinal velocity of 0.30 m/sec, and a lateral velocity of 0.10 m/sec. Using these
input data, CORMIX estimated that the concentration of the plume is 0.0176 FC/100
ml (Appendix III (pg A-2)) while the slug injection evaluation estimated that the
plume concentration is 13 FC/100 ml when it intersects the clamflat. Both estimates
are below the regulatory limit of 14 FC/100 ml.





                                         6








                                   DISCUSSION


      Based on the findings of the shoreline survey update for the Seabrook Harbor
area, it appears that residences adjacent to the harbor area should continue to be
considered potential pollution sources which may impact the sanitary quality of the
growing waters. The residences of concern are located on Cross Beach Road and the
south side of River Street, adjacent to the marsh that connects with the Blackwater
River via a network of small tidal creeks. Impact to the water in the river was not
observed, however, the presence of contaminated seep water adjacent to the marsh
was confirmed. Several Cross Beach residences on stilts had what appeared to be
discharge pipes coming out of the bottom of the houses directed toward the ground.
Though no discharge was ~observed, the presence of these pipes is suspect.
      Though routine monitoring indicates that the water quality is for the most
part within the regulatory limit of 14 FC/100 ml, water samples taken near'these
residences indicate that contaminated effluent may intermittently affect the growing
area. It is recommended that the Seabrook clamflat should remain closed until
these residences are connected to the Seabrook Municipal Sewage Treatment Plant.
      Guidance for control of areas used as a marina provided by Part I of the NSSP
manual (NSSP 1993) requires that water circulation, water volume and mixing rate,
as well as consideration of the number and types of vessels in an area be evaluated
when considering, the closure zone adjacent to a marina. Based on the analysis
conducted for this reportd the vessels that are present in the harbor from mid-
October to mid-May do not pose a risk of contamination of the Seabrook clamfiats at
a level that would require dlosinga the area. If the recreational vessels that occupy
the moorings and docks (including the Eastman fleet) at the peak of the boating
season (mid-May through September) are included in the analysis, there would be
potential risk of contamination of the growing area from illegal discharge of wastes.
It is recommended therefore that the flats remain closed from mid-May through
September, or until. the pleasure craft and charter vessels are removed for the
season.











                                         7








                                  REFERENCES




NH DPHS. 1994. A Sanitary Survey for Hampton Harbor Estuary, New Hampshire.
New Hampshire Division of Public Health SErvices, Bureau of Food Protection.

NSSP. 1993. National Shellfish Sanitation Program Manual of Operations. Part I;
Sanitation of Shellfish Growing Areas. 1993 Revision. U.S. Department of Health
and Human Services. Public Health Service. Food and Drug Administration.

Pommepuy, M., J.F. Guillaud, E. Dupray, A. Derrien, F. LeGuyader and M. Cormier.
1992. Enteric bacteria survival factors. Wat. Sci. Tech. 25: 93-103.

Solic, M. and N. Krstulovic. 1992. Separate and combined effects of solar radiaiton,
temperature, salinity, and pH on the survival of faecal coliforms in seawater. Mar.
Pollut. Bull. 24: 411-416.

Sorensen, S.J. 1991. Survival of Escherichia coli K12 in seawater. FEMS Microb.
Ecol. 85: 161-168.

Valiela, I., M. Alber and M. LaMontagne. 1991. Fecal coliform loadings and stocks
in Buttermilk Bay, Massachusetts, USA, and management implicaitons. Environ.
Manage 15: 659-674.




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             Figure 1. Schematic of Seabrook Harbor showing shape and dimensions of th& harbor







                                                                                                                           9















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                                                                                                                                                                                                     GRAPHIC SG,%U.

Figure 2. Schematic of Seabrook Harbor showing depth contours and dredge areas

                                                                                                               10


























                                                                                    TOP OF DUNE @ ELEV



                                                                                         DRY FILL VOLUME

                                                                                                    TOt





                            MATERIAL TO BE REMOVED(TYP.)

                                                                                           EXISITING GRC

                            ALLOWABLE OVERDEPTH MATERIAL  (TYP.)



                                         DREDGE LIMITS VARY
                             FROM 150' IN CHANNEL TO 850' IN ANCHORAGES
                                             EXISTING BOTTOM


                                                        /.............                 -8.0'  DESIGN   DEPT

                                  /  - 1' ALLOWABLE OVER)EPTH(-.0') 

                      1 on 3 SIDE SLOPE                        1 on 3 SIDE SLOPE


                                   TYPICAL DREDGE SECTION
                                               SCALES



                                        NOT  TO  SCALE






Figure 3. Cross section of the Seabrook Harbor channel showing depth and slope of
dredged area


                                           11 -I  I















        APPENDIX I

Seabrook Harbor Shoreline Survey








                        Seabrook Harbor Shoreline Survey
                             Field Report Summary

Friday, 6/2/95
       The surveyors present were Andrea Tomlinson and Deborah Lamson. After
crossing the Route 1A bridge into Seabrook, we parked at the public beach parking
lot (first lot on the right) to inspect the Yankee Fisherman's Coop and the
surrounding shoreline. The Seabrook Public Works crew was pumping
groundwater out at the roadside and draining it into the harbor. This was done the
previous week throughout the area in preparation for the new sewer lines which
are being installed in the Seabrook. Groundwater from the canvas pipes which were
draining into the harbor at the rock wall next to the coop were sampled. Results of
sample analyses are presented in Table 1.
      At River Street, we began the shoreline inspection along the harbor at
Eastman's. At the Hopkinson/Pike/Camacho properties there is a large granite
retaining wall on the shore. From under the wall seepage was draining directly into
the harbor over an area of >60 feet in length. Two samples were taken at each end of
the seepage along with two samples of the harbor water just offshore from the
seepage site.
      On the south side of River Street facing the marsh, other suspected pollution
sources were found. At the Welch residence, a 3" PVC pipe was discharging gray
water into the abutting marshland. A water sample of the discharge was obtained.
Next to this pipe, coming from under the wooden backyard fence was a small pool
of dark-colored, foul smelling water. Next to the Welch residence were the
Knowles. A sample was taken from a stagnant tidal pool which appeared to
originate from the backyard via a drainage stream underneath the backyard fence.
Further down the road, going back toward Rt. 1A and Eastman's, we discovered a
black-colored stream of water coming from underneath a wood pile about four feet
in height between the Gynan and Kent residence. The origin appeared to be coming
from the Kent property, as there was evidence (dirt heaped up in a straight line) of
an underground pipe which led in the direction of their home. A sample of this
seepage was obtained.
      From River Street, we went to Cross Beach Road where we saw that all
twenty trailer and homes had newly installed manholes for the new sewer lines. At
the end of the road, we found numerous wooden houses on stilts with black or
white (PVC) piping coming from the center of the houses and draining onto the
ground directly underneath the houses. These pipes were possibly gray water pipes,
though no active discharges were observed. All twenty trailers/homes are situated
on hydric marshland/dunes and it is suspected that most if not all have unsuitable
septic and graywater treatment. Small livestock were observed at one of the
residences on the south side of Cross Beach Road. Among the animals visible were
three goats and seven ducks.






Table 1. Seabrook Harbor Shoreline Survey
River St. and Cross Beach Rd., Seabrook, NH: Fecal coliform levels.


House #        Location          Description       Owner       Map #  FC/10Oml

   14          14 River St.       Seepage-1 Hopkinson            SB 1      <5
   14          14 River St.       Seepage-2      Hopkinson       SB 1      <5
   30          30 River St.    Gray water pipe      Welch        SB 1    Bkgd *
   31         31 River St.      Septic seepage     Knowles       SB 1      60
 36/37  Between 36 & 37 River St. Septic seepage   Gynan/Kcsnt    SB 1    -200000
  NA       Harbor at River St.    Harbor sample     NA          SB 1       0
  NA     Rocks at Yankee Coop   Groundwater  Town of Seabrook  SB 1        1

* Bkgd- Background growth interference extensive; couldn't read
















                     APPENDIX II

Initial Runs of CORMIX Model and Slug Injection Evaluation














           Diffusion Study on

Contamination of the Seabrook Clamflat

           in Hampton Harbor













                                Holly E. Clark

                                Report Prepared for:

                                Dr. Richard Langan
                                June 20, 1995





                                                                        Seabrook Clamflat Study
                                                                                       Page i

                                    Table of Contents




I.    Introduction                                                        1

          Description of Area 

          Assumptions for Modeling                                        1

II.    Modeling Studies                                                   2

           CORMIX Modeling                                                 2

           Advection-Dispersion Evaluation of a Slug Injection             3

           Mass Balance                                                    4

In.    Conclusion                                                         5

Appendix A

Appendix B








Fluids Lab Graduate Office
Department of Civil Engineering
Kingsbury Hall
Durham, NH 03824
                                                                                            June 20, 1995

Dr. Richard Langan
Jackson Estuarine Laboratory
Durham, NH 03824


Subject: Diffusion Study on Contamination of the Seabrook Clamflat in Hampton Harbor

Dear Dr. Langan:

The southeastern region of Hampton Harbor, located in Seabrook, NH, was evaluated using CORMIX, a
diffuser modeling program. The diffusion of discharges from moored vessels in the channel was
investigated. The purpose was to estimate the concentrations of fecal coliform that would appear in the
clamflat adjacent to the channel.

The result of the study shows that the high concentration associated with the vessel discharge would not be
reduced to safe levels before it reaches the clamflat. The CORMIX modeling assumed that the discharge
would be released over a period of 6 hours. The result of the diffuser model shows that the fecal coliform
count remains at 17.2 CFU/10OOmL as it flows over the clamflat. This is above the acceptable limit of 14
CFU/lOOmL.

The CORMIX model shows the result of the release from the vessel as if it were mixed slowly with the
tidewater. The release from a vessel would occur as a slug rather than a continuous release rationed out
over time. Therefore, the CORMIX model is not appropriate for this application. Through the use of an
advection-dispersion model, the dilution of the discharge from a vessel is found to be somewhat less. The
resulting concentration to reach the mudflat could be approximately 30 CFU/I100mL.

Due to the high concentration of 2x109 CFU in a 12L vessel release, it is not likely that adequate mixing
and dispersion could occur within the channel reaches and prevent contamination of the clamflat. A tracer
study using a slug injection method at a mooring in the harbor could be used to demonstrate the spreading
and movement of the vessel discharge into the area of interest. It is likely that the tracer study would
support the conclusion that the contamination would occur.

The details of the study are included in the report. Thank you for considering me for this study. Please feel
free to call at 862-3623 if you have any questions or comments.

Sincerely,


Holly E. C.-ark





                                                                            Seabrook Clamflat Study
                                                                                            Page 1

I. Introduction:

 DescriDtion of Area

     This study concerns the southeastern region of Hampton Harbor that is located in Seabrook,

NH. A channel along the eastern shore of the harbor is approximately 96m (315 ft) wide by 500m

(1640 ft) long by 3m (10 ft)deep at low tide. A mudflat flanks the west bank of the channel.

During the flood of the tide cycle, the channel fills with water, overflows across the mudflat, and

fills the harbor. During the ebb, the mudflat drains to the West and the channel drains to the

North. There are moorings located along the centerline of the channel that are approximately

48m (158 ft) east of the mudflat.

AssumDtions for Modeling

     The purpose of this study is to investigate the possibility that the clam beds in the mudflats

(clamflats) will be contaminated by discharges from the moored boats. This study is based on

modeling the diffusion of the discharge into the flow of the water through this area. The program

used to model this situation is not designed for this application. Adjustments were made to the

"actual" situation to fit the model parameters. The assumptions used in the modeling are as

follows:

*  There are 35 equally spaced vessels moored 300m (984 ft) along the centerline of the channel;
ï¿½  Each vessel discharges once over a 6 hr period;
* Each discharge is 12 L (3.2gal) with a fecal coliform count of 2x109 CFU per discharge;
*  The effluent is assumed to be dispensed continuously for 6 hrs;
ï¿½  Due to the short duration, no decay coefficient is used;
*  The density of the effluent is 1010.15 kg/m3;
*  The channel is 3m(9.8 ft) deep relative to the mudflat;
*  The tide flows south in the channel for 2 hrs, then flows west over the mudflat for 4 hrs;
*  The velocity in the channel and over the mudflat is 0. lm/s (0.2 knots);
ï¿½  The effluent over the mudflat is discharged from 35 ports;
ï¿½  The initial concentration of the effluent over the mudflat is determined from the plume in the
    channel.





                                                                            Seabrook Clamflat Study
                                                                                           Page 2

II. Modeling Studies:

CORMIX Modeling

      The CORMIX modeling program models the effluent discharged from a diffuser in a stream.

It is used to determine the concentration gradient in the plume. In this case a multiport diffuser

placed along the centerline of the channel simulates the moored vessels. The discharge of the

vessels was converted to a flow rate over a half tide cycle of 6 hours. The assumption is that if all

the vessels discharge in that period of time, the worst case will be investigated.

      The CORMIX model was run in two stages. The first stage assumed that the initial vessel

discharge was occurring as the channel was filling. A mass balance equation was used to

determine the initial concentration in the effluent if 0.1 m/s (0.33 ft/s) velocity and 0.05 1m (2 in)

diameter ports were used. The resulting concentration was 5426700 CFU/100mL (Appendix A).

The first stage determined that the discharge from the diffuser is fully mixed vertically and

laterally in the channel in approximately 2 hours. The concentration of the mixture is 5380

CFU/100mL as shown in the CORMIX output (Appendix A). The total colony forming units

(CFU) discharged by the 35 vessels was used in a mass balance equation to determine the flow

rate at the new concentration to be discharged over the clamflat in a 4 hour period. The resulting

flow rate of 0. m3/s (3.5cfs) was used to determine the size of the discharge ports. The diameter

of the ports at 0.18m (7.1 in) maintained the 0.1 m/s (0.33 WRs) discharge velocity (Appendix A).

     The second stage of the CORMIX model was run for a 500m (1640 ft) wide stream that

was Im (3.3 ft) deep. The diffuser had 35 ports and was centered in the channel perpendicular to

the westerly flow of the incoming tide. The model predicted that the concentration would remain

at 17.2 CFU/lOOmL as it flowed over the clamflat (Appendix A). A second model with the

clamflat "stream" at 1.5m (4.9 ft) deep found the concentration stabilizing at 11.9 CFU/100mL






                                                                            Seabrook Clamflat Study
                                                                                            Page 3

(Appendix A). Although the depth over the clamflat ranges from 0 to 2.5m (0 to 8.2 ft), an

average constant depth of either the lm (3.3 ft) or 1.5m (4.9 ft) was used to run the model.

     There are many differences between the model and the actual situation. The CORMIX

model assumes steady flow with a continuous discharge in a small stream. The tide is flowing into

the channel so the depth is constantly increasing which is unsteady flow. Each vessel is "actually"

discharging an entire 12 L (3.2 gal) slug into the channel. The injections from 35 vessels are

intermittent. The channel is similar to a stream as it fills but the flow "backs up" rather than

flowing downstream. The flow of the water changes direction as the water rises enough to flow

over the mudflat. The vessels are discharging near the surface and the model assumes a diffuser is

positioned near the bottom.

     The model simulation is less conservative than the actual conditions because of these

differences. The most important disparity is the adjustment from intermittent injections to a

continuous discharge. The model is seeing a discharge that is already spread out over time. It is

assumed that the continuous injection would show a continuous plume that is similar in

dimensions to a single moving plume from a slug injection. From there, the second stage of

modeling was performed.

Advection-Distersion Evaluation of a Slug Iniection

     A second way of looking at this situation is to use an advection-dispersion equation for a

slug injection. The McQuivey and Keefer equation for the dispersion coefficient was used. The

assumptions for this modeling are:

     *  Bed slope is 0.001;
     *  Stream is 96m (315 ft) wide by 3m (9.8 ft) deep;
     *  Velocity of the seawater is constant at 0.1 m/s (0.2 knots).





                                                                            Seabrook Clamflat Study
                                                                                            Page 4

The dispersion coefficient was determined to be 17.4 (Appendix B). The discharge from one

vessel was assumed to be fully mixed at 360m (1181 ft) downstream. The concentration was

determined to be 1.93 CFU/I100mL when fully mixed in a 96m (315 if) wide by 3m (9.8 ft) deep

by 360m (1181 if) long section of the channel. Using the dispersion coefficient in an advection-

dispersion equation resulted in a peak concentration of 1.4 CFU/1OOmL at 360m (1181 if)

downstream. The dispersion coefficient appears to be appropriate. This method was applied to

the discharge from a vessel flowing directly at the mudflat during a tidal flow velocity of 0. lm/s

(0.2 knots). The result shows that a peak concentration of approximately 30 CFU/100mL will

reach the mudflat (Appendix B). This is above the acceptable limit of 14 CFU/100mL.

Mass Balance

     Another way of viewing the situation is based on mass balances. The discharge from one

vessel is assumed to be fully mixed in a hypothetical cylindrical volume centered on the-vessel.

The concentration throughout this cylinder is 14 CFU/100mL. Using a mass balance equation,

when the channel is 3m (9.8 ft) deep the radius of the cylinder is 39m (128 ft). This shows that if

the water is stagnant and mixing is complete (somehow), the discharge from a vessel could be

diffused prior to reaching the mudflats. Adding in a velocity for the tidal water of 0. lm/s (0.2

knots) results in the fully mixed hypothetical cylinder reaching the mudflat in 1.5 minutes. The

effluent does not mix in this manner but it does illustrate the likelihood that the fecal coliform

concentration would not be reduced sufficiently before reaching the mudfiats.





                                                                             Seabrook Clamflat Study
                                                                                             Page 5

II. Conclusion:

     Although the CORMIX method used is not fully applicable to the situation, the predictions

tend to show that the clarnmfiats could see concentrations above the maximum level of 14 CFU/mnL.

The use of the advection-dispersion equation on a single vessel discharge also shows that the

clarnmfiats could be contaminated by the discharge.

     The velocity of the water in the channel moves the effluent quickly over the relatively short

distance from the moorings to the clarnmfiat. The high concentration of the effluent requires a large

volume of water to reduce it to 14 CFU/lOOmL. If the assumptions concerning the effluent

concentration and channel characteristics are correct, it is apparent that a single vessel discharge

into the channel might not mix adequately with the ambient water to achieve 14 CFU/lOOmL

within 48m (158 ft) of the mooring.

     A tracer study using a slug injection method into the harbor could be used to demonstrate

the advection and dispersion of the vessel discharge into the area of interest. It is likely that the

tracer study would support the conclusion that there is inadequate mixing of the vessel discharge.











Appendix A








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CHECKLIST FOR DATA PREPARATION

        CORMIX - CORNELL MIXING ZONE EXPERT SYSTEM -- CORMIX
 SITE Name             Sc:icbrci  Hf-bor R.&ï¿½k1t.                    Date:   /lI1
  Design CASE            u.\-poS +ï¿½racrlC Ic rr- rhnel             Prepared by: HC2    L
  DOS FILE NAME          +_-cl m.c-    &           (w/o extension)
 AMBIENT DATA:                                     Water body is    u      .boundediunbounded
  Water body depth                   3     m       If bounded:  Width             sty        m
  Depth at discharge                 3     m                    Appearance   a)2/3
  Ambient flowrate                         m3/s or: Ambient velocity              0. i    m/s
  Manning's n                     o. 01L  or: Darcy-Weisbach f                   ( o.olo)
  Wind speed                         2-    m/s
 Density data:                                     UNITS: Density.. .kg/m3 / Temperature...ï¿½C
  Wate rtdy is                   freshAstwater   If fresh: Specify as      density/temp. values
  If uniform:                                      Average density/temp.        I olO.ï¿½
  If stratified:                                   Density/temp. at surface
   Stratification type           A/B/C             Density/temp. at bottom
   If B/C: Pycnocline height               m       If C: Density/temp. jump
 DISCHARGE DATA:                                   Specify geometry for CORMIX1 or 2 or 3
      SUBMERGED SINGLE PORT DISCHARGE - CORMIX1
      Nearest bank is on      left/riaht           Distance to nearest bank              m
      Vertical angle THETA                 0       Horizontal angle SIGMA                0
      Port diameter                        m  or:  Port area                             m2
      Port height                         m

      SUBMERGED MULTIPORT DIFFUSER DISCHARGE CORMIX2.-
      Nearest bank is on     r!;Ttiqht            Distance to one endpoint   44 5    m
      Diffuser length             o30      m              to other endpoint      '-      m
      Total number of openings    35
      Port diameter                o,ol51  m  with contraction ratio      , -' 
      Diffuser arrangement/type    unidirectional / staged Kaltematina)or vertical  ,( ",
     Alignment angle GAMMA         0      0       Horizontal angle SIGMA                ï¿½
     Vertical angle THETA         iv'     0       Relative orientation BETA
      Port height                 0C.i9   m         .=  holde  (sogs~ poats)
      BUOYANT SURFACE DISCHARGE - CORMIX3
      Discharge located on       left/riaht bank    Configuration flush/orotrudina/co-flowina
      Horizontal angle SIGMA               ï¿½       If protruding: Dist. frm bank         m
      Depth at discharge                   m       Bottom slope                          0
     If rectangular    Width              m  or  If circular   Diameter                 m
     discharge channel: Depth             m       pipe:  Bottom invert depth            m
 Effluent: Flow rate            o. oo li  m3/s  or: Effluent velocity        (oi )       m/s
 Effluent density                O 10,10S  kg/m3 or Effluent temperature                ï¿½C
 Heated discharge?              ves in)S          If yes: Heat loss coefficient         W/m2,ï¿½C
 Concentration units          CPU-PI;r- J3oL      Effluent concentration      5q- Z7 0o
 Conservative substance?       (-e/no             If no: Decay coefficient              /day
 MIXING ZONE DATA:
 Is effluent toxic?               eo              If yes: CMC value             I 'a
                                                      CCC value            _     _
 WQ stand./conventional poll.? ves/no             If yes: value of standard
 Any mixing zone specified? yes/n-o    If yes: distance                                 m
                                                      or width                        % or m
 Region of interest             I  00     m             or area                         % or m2






CORMIX2 PREDICTION FILE:
22222222222222222222222222222222222222
                      CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIX2:                                            Subsystem version:
 Submerged Multiport Diffuser Discharges    CMX2 v.2.10                May 1993


CASE DESCRIPTION
 Site name/label:          Seabrook^Harbor^Mudflat
 Design case:              Multiport^discharge^at^300m^
 FILE NAME:                cormix\sim\stagelma.cx2
Time of Fortran run:      06/17/95--10:33:01

ENVIRONMENT PARAMETERS (metric units)
Bounded section
 BS    =     96.00  AS    =    288.00  QA    =       28.80
 HA    =      3.00  HD    =       3.00
 UA    =        .100 F     =        .011 USTAR = .3651E-02
 UW    =      2.000 UWSTAR= .2198E-02
 Uniform density environment
 STRCND=  U         RHOAM = 1010.5000

DIFFUSER DISCHARGE PARAMETERS (metric units)
 DITYPE=alternating parallel
 BETYPE=alternating without fanning
 BANK  =  LEFT       DISTB =        .00  YB1   =     48.00  YB2   =      48.00
 LD    =    300.00  NOPEN =   35         SPAC  =      8.82
 D0    =        .051 A0    =        .002 H0    =       .99
 GAMMA =        .00  THETA =     90.00
 SIGMA =       .00  BETA  =      90.00
 U0    =       .100 Q0    =         .007       = .7140E-02
 RHOO  = 1010.1500  DRHOO = .3500E+00  GPO   = .3396E-02
 CO    = .5427E+07  CUNITS=  CFU-per-100mL
 IPOLL =  1         KS    = .0000E+00  KD    = .0000E+00

DIFFUSER PARAMETERS WITH IMAGE EFFECTS (metric units)
 The bank/shore proximity effect is accounted for by the following flow
 variables and definitions of length scales and parameters.
 LD    =    300.00  Q0    =        .014 (QO   = .1428E-01)

FLUX VARIABLES - PER UNIT DIFFUSER LENGTH (metric units)
 q0    = .9500E-04  mO    = .2370E-05  jo    = .8067E-07  SIGNJO=         1.0
 Associated 2-d length scales (meters)
 1Q=B  =       .001 lM    =        .13  lm    =        .00
 imp   =  99999.00  lbp   =  99999.00  la    =  99999.00

FLUX VARIABLES; - ENTIRE DIFFUSER (metric units)
 Q0    = .1428E-01  MO    = .7111E-03  JO    = .2420E-04
 Associated 3-d length scales (meters)
 LQ    =       .41  LM    =         .89  Lm    =       .35  Lb    =        .05
                                       Lmp   =  99999.00  Lbp   =  99999.00

NON-DIMENSIONAL PARAMETERS
 FRO   =    110.99  FRDO  =       7.58  R      =       .99
 (slot)             (port/nozzle)

FLOW CLASSIFICATION
 222222222222222222222222222222222222222222
 2  Flow class -(CORMIX2)      =    MU1H   2
 2 Applicable layer depth HS =       3.00  2






 2222222222222222222222222222222222222222

MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
 CO    = .5427E+07  CUNITS=  CFU-per-10mL
 NTOX  =  1         CMC   = .1400E+02  CCC   =  CSTD
 NSTD  =  1         CSTD  = .1400E+02
 REGMZ =  0
 XINT  =   1000.00  XMAX  =   1000.00

X-Y-Z COORDINATE SYSTEM:
  because of bank/shore proximity, the ORIGIN is located directly
   at the LEFT bank/shore.
  the bank/shore acts as a plane of symmetry for   the predicted
  plume geometry.
    X-axis points downstream, Y-axis points to left, Z-axis points upward.
NSTEP = 5 display intervals per module


BEGIN MOD201: DIFFUSER DISCHARGE MODULE

 Profile definitions:
   BV = Gaussian l/e (37%) half-width, in vertical plane normal to trajectory
   BH = top-hat half-width, in horizontal plane normal to trajectory
   S = hydrodynamic centerline dilution
  C = centerline concentration (includes reaction effects, if any)

      X        Y       Z        S       C       BV        BH
       .00      .00     .99     1.0  .543E+07    .00   150.00

END OF MOD201: DIFFUSER DISCHARGE MODULE


BEGIN MOD211: WEAKLY DEFLECTED PLANE JET IN CROSSFLOW

 CROSSFLOWING DISCHARGE

 This flow region is INSIGNIFICANT in spatial extent and will be by-passed.

END OF MOD211: WEAKLY DEFLECTED PLANE JET IN CROSSFLOW


BEGIN MOD222: STRONGLY DEFLECTED PLANE PLUME IN CROSSFLOW

Profile definitions:
  BV = Gaussian 1/e (37%) half-width, in vertical plane normal to trajectory
  BH = top-hat half-width, in horizontal plane normal to trajectory
  S = hydrodynamic centerline dilution
  C = centerline concentration (includes reaction effects, if any)

      X        Y       Z        S       C       BV       BH
       .00      .00     .99     1.0  .543E+07    .00   150.00
    94.61      .00    1.29   567.8  .956E+04    .18   150.18
   189.22      .00    1.59  1134.5  .478E+04    .36   150.36
   283.83      .00    1.89  1701.3  .319E+04    .54   150.54
   378.43      .00    2.20  2268.0  .239E+04    .72   150.72
   473.04      .00    2.50  2834.8  .191E+04    .90   150.90
 Cumulative travel time =        4730. sec

END OF MOD222: STRONGLY DEFLECTED PLANE PLUME IN.CROSSFLOW
_____________________________________________________________________________







BEGIN MOD243: DENSITY CURRENT DEVELOPING ALONG PARALLEL DIFFUSER LINE

The plume for this parallel diffuser interacts with the surface/pycnocline
  or the bottom, and a DENSITY CURRENT forms.
  Note: The starting x-coordinate of the developing plume will be
  shifted upstream.

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
    323.04      .00    3.00  2834.8  .191E+04    .90         .90
    383.04      .00    3.00  4009.0  .135E+04   3.00         .96
    443.04      .00    3.00  4009.0  .135E+04   3.00       1.01
    503.04      .00    3.00  4009.0  .135E+04   3.00       1.07
    563.04      .00    3.00  4009.0  .135E+04   3.00       1.13
    623.04      .00    3.00  4009.0  .135E+04   3.00       1.19
Cumulative travel time =         7730. sec

END OF MOD243: DENSITY CURRENT DEVELOPING ALONG PARALLEL DIFFUSER LINE

** End of NEAR-FIELD REGION (NFR) **

 Recall that the plume is symmetric to the bank/shore on which the centerline
   (X-axis) is located.

The LIMITING DILUTION (given by ambient flow/discharge ratio) is:  1009.4
  This value is below the computed dilution of  4009.0 at the end
   of the NFR.
  Mixing for this discharge configuration is constrained by the ambient flow.

The previous module predictions are unreliable since the limiting dilution
   cannot be exceeded for this diffuser in deep unstratified layer.

A subsequent module (MOD281) will predict the properties of the
   cross-sectionally fully mixed plume with limiting dilution and will
   compute a POSSIBLE UPSTREAM WEDGE INTRUSION.

BEGIN MOD281: MIXED PLUME/BOUNDED CHANNEL/POSSIBLE UPSTREAM WEDGE INTRUSION

 The DOWNSTREAM flow field for this unstable shallow water discharge is
    VERTICALLY FULLY MIXED.
 The mixing is controlled by the limiting dilution =   1009.4   =

 Channel DENSIMETRIC FROUDE NUMBER (FCHAN) for this mixed flow =    31.47

 No upstream wedge intrusion takes place since FCHAN exceeds the critical
   value of 0.7.
       X        Y        Z        S       C        BV       BH       ZU      ZL
    623.04      .00    3.00  1009.4  .538E+04   3.00    96.00    3.00        .00
 Cumulative travel time =         7730. sec  't1S5 he

 VERTICALLY AND LATERALLY FULLY MIXED over layer depth: END OF SIMULATION!




                                                          A-U

END OF MOD281: MIXED PLUME/BOUNDED CHANNEL/POSSIBLE UPSTREAM WEDGE INTRUSION


CORMIX2: Submerged Multiport Diffuser Discharges        End of Prediction File
2222222222222222222222222222222222222222





                                                                      Al

CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX xXXXXXXXXX           XXXXXXXXXXXXXXXXXXXXXXX
                  CORMIX: CORNELL MIXING ZONE EXPERT SYSTEM
                      CORMIX v.2.10           May 1993
SITE NAME/LABEL:                 Seabrook Harbor Mudflat
  DESIGN CASE:                   Multiport discharge at 300m
  FILE NAME:                     stagelma
Using subsystem CORMIX2:         Submerged Multiport Diffuser Discharges
  Start of session:              06/17/95--10:26:52

SUMMARY OF INPUT DATA:

AMBIENT PARAMETERS:
  Cross-section                           = bounded
  Width                            BS     =            96 m
  Channel regularity                      = 1
  Ambient flowrate                 QA     =         28.80 m^3/s
  Average depth                    HA     =             3 m
  Depth at discharge               HD     =             3 m
  Ambient velocity                 UA     =            .1 m/s
  Darcy-Weisbach friction factor  F       =        0.0106
    Calculated from Manning's n           =          .014
 Wind velocity                    UW    =              2 m/s
Stratification Type                STRCND = U
  Surface density                  RHOAS  =       1010.5 kg/m^3
  Bottom density                   RHOAB =         1010.5 kg/m^3

DISCHARGE PARAMETERS:              Submerged Multiport Diffuser Discharge
  Diffuser type                    DITYPE = alternating parallel
  Diffuser length                  LD     = 300 m
  Nearest bank                            = left
  Diffuser endpoints               YB1    =      48 m;    YB2 =       48 m
  Number of openings               NOPEN  =            35
  Spacing between risers/openings SPAC  =           8.82 m
  Port/Nozzle diameter             DO     =          .051 m
  Equivalent slot width            BO     =       0.0002 m
  Total area of openings           AO     =       0.0020 m^2
  Discharge velocity               UO     =          0.09 m/s
  Total discharge                  Q0     =        .00714 m^3/s
  Discharge port height            HO     =           .99 m
  Nozzle arrangement               BETYPE = alternating without fanning
  Diffuser alignment angle         GAMMA  =             0 deg
  Vertical discharge angle         THETA  =          90.0 deg
 'Horizontal discharge angle      SIGMA  =           0.0 deg
 ,Relative orientation angle      BETA  =           90.0 deg
  Discharge density                RHOO   =      1010.15 kg/m^3
  Density difference               DRHO   =        0.3500 kg/m^3
  Buoyant acceleration             GPO   =          .0034 m/s^2
  Discharge concentration          CO     =           5426700 CFU-per-lOOmL
  Surface heat exchange coeff.    KS    '=              0 m/s
  Coefficient of decay             KD     =             0 /s

FLUX VARIABLES PER UNIT DIFFUSER LENGTH:
  Discharge (volume flux)          q0     =     0.000095 m^2/s
  Momentum flux                    mO     =     0.000004 m^3/s^2
  Buoyancy flux                    jo0                  0 m^3/s^3

DISCHARGE/ENVIRONMENT.LENGTH SCALES :
  lq  =       0.00 m          lm =        0.00 m          1M =       0.12 m




                                                                    A~

  lm' =    99999.0 m         lb' =    99999.0 m          la =    99999.0 m
  (These refer to the actual discharge/environment length scales.)

NON-DIMENSIONAL PARAMETERS:
  Slot Froude number               FRO    =     110.99
  Port/nozzle Froude number        FRDO   =       7.58
  Velocity ratio                   R      =       0.99

MIXING ZONE / TOXIC DILUTION ZONE / AREA OF INTEREST PARAMETERS:
  Toxic discharge                         = yes
  CMC concentration                CMC    =               14 CFU-per-1OOmL
  CCC concentration                CCC    =               14 CFU-per-1OOmL
  Water quality standard                  = given by CCC value
  Regulatory mixing zone                  = no
  Region of interest                      =      1000.00 m downstream
*****************************************************************************
HYDRODYNAMIC CLASSIFICATION:
  *------------------------*
    FLOW CLASS   =    MUIH
  *------------------------_
  This flow configuration applies to a layer corresponding to the full water
  depth at the discharge site.
  Applicable layer depth = water depth =             3 m
********  **********************
MIXING ZONE EVALUATION (hydrodynamic and regulatory summary):

X-Y-Z Coordinate system:
  Origin is located at the bottom below the port center:
             0.0 m from the left bank/shore.

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 =         1353.6320 CFU-per-lOOmL
  Dilution at edge of NFR                 =       4008.9 v- chub deurn si rov
  NFR Location:                         x =       623.04 m    osslble as s cen W\
    (centerline coordinates)           y =           .00 m   -kxi pVrtc*am-r1,:
                                       z =         3.00 m   MAx 'L.u-nm l loq.L
  NFR plume dimensions:       half-width =          1.18 m
                              thickness =         3.00 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.
************************ TOXIC DILUTION ZONE SUMMARY ************************
Criterion maximum concentration (CMC)    =                14 CFU-per-1OOmL
Corresponding dilution                    =           .0

The CMC value was not encountered within the specified simulation distance.
 Plume dilution values are too low to meet CMC.
********************** REGULATORY MIXING ZONE SUMMARY *********************
No RMZ has been specified.
The CCC for the toxic pollutant was not encountered within the predicted
 plume region.
********************* FINAL DESIGN ADVICE AND COMMENTS ********************
CORMIX2 uses the TWO-DIMENSIONAL SLOT DIFFUSER CONCEPT.to represent




                                                                    A)
 the actual three-dimensional diffuser geometry. Thus, it approximates
 the details of the merging process of the individual jets from each
 port/nozzle.
In the present design, the spacing between adjacent ports/nozzles
  (or riser assemblies) is of the order of, or less than, the local
 water depth so that the slot diffuser approximation holds well.
Nevertheless, if this is a final design, the user is advised to use a
  final CORMIXl (single port discharge) analysis, with discharge data
  for an individual diffuser jet/plume, in order to compare to
 the present near-field prediction.

DIFFUSER DESIGN DETAILS: Because of the alternating arrangement
  of the opposing nozzles/ports, the AVERAGE VERTICAL ANGLE (THETA)
 has been set to 90 deg.  This represents a ZERO NET HORIZONTAL
 MOMENTUM FLUX for the entire diffuser.

This parallel diffuser lies in CLOSE PROXIMITY to the bank (shoreline). The
  shoreline will act as a REFLECTING BOUNDARY for the flow field. This effect
 has been represented by doubling all flow variables.

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.

DESIGN CASE:                     Multiport discharge at 300m
FILE NAME:                       stagelma
Subsystem CORMIX2:               Submerged Multiport Diffuser Discharges
END OF SESSION/ITERATION:        06/30/95--08:57:11
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX








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          College of Engineering and Physical Sciences   Ccorrnl)  Rc)4~teh Y1     Caic. by: +bDL'IA  CLad4
'~~~      Th'e University of New Hampshire
           Kingsbury Mal                         Detail/Problem:                  Date:   (a / t - /,;i ï¿½,
           33 College Road                        S-~    2.-                       Chck. by:
  ~~ 2)    Durham, New Hampshire 03824-3591       Cas   ___   rf  ____              ae

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      CORMIX -- CORNELL MIXING ZONE EXPERT SYSTEM - CORMIX

SITE Name   ....-~..Lxr- -i~c-r t.b:'_.+                             Date:
Design CASE            ':,,l' ? - r"        - c.W.... : ,f o.A.~ "I'f'  Prepared by:
DOS FILE NAME         _1t5  c  Z rn               (w/o extension)
AMBIENT DATA:                                      Water body is          Cbo-unde-eenbounded
Water body depth                 I         m      If bounded:  Width           500       m
Depth at discharge                I        m                   Appearance   (i2/3
Ambient flowrate                         m3/s or: Ambient velocity               o \     m/s
Manning's n                       ,.,` H      or: Darcy-Weisbach f             (o.0or)
Wind speed                 ,              m/s
Density data:                                      UNITS:Dei kg/m3 / Temperature...ï¿½C
Water body is                  freshlsltwate  If fresh: Speify as   density/temp. values
!Ifon~                                            Average density/temp.       I  Io.5
If stratified:                                    Density/temp. at surface
 Stratification type            A/B/C             Density/temp. at bottom
 If B/C: Pycnocline height      ,          m      If C: Density/temp. jump
DISCHARGE DATA:                                   Specify geometry for CORMIX1 or 2 or 3

    SUBMERGED SINGLE PORT DISCHARGE - CORMIX1
     Nearest bank is on       left/right          Distance to nearest bank                m
    Vertical angle THETA                 0        Horizontal angle SIGMA                 ï¿½
    Port diameter                        m  or.  Port area                               m2
     Port height                          m

    SUBMERGED MULTIPORTDIFFUSER DISCHARGE - CORMIX2
     Nearest bank is on-     left/right           Distance to one endpoint    100        m
     Diffuser length       . :'           m               to other endpoint  Z    oO    m
    Total number of openings   5c
     Port diameter               0.1      m with contraction ratio               1
     Diffuser arrangement/type  Ciunidirectiona;[7staaed / altematina or vertical  -A       F -
    Alignment angle GAMMA      90                 Horizontal angle SIGMA 
    Vertical angle THETA '           . - 0      . Relative orientation BETA  _          ï¿½
     Port height                  .-?   m  . ,   ,;- -.... d  -,; ;r . ..

     BUOYANT SURFACE DISCHARGE - CORMIX3
     Discharge located on       left/right bank   Configuration flush/protrudina/co-flowina
     Horizontal angle SIGMA                       If protruding: Dist. frm bank          m
     Depth at discharge                   m       Bottom slope
     If rectangular    Width              m  or:  If circular   Diameter                  m
     discharae channel: Depth             m       pipe:  Bottom invert depth             m
Effluent: Flow rate             O. I     m3/s  or Effluent velocity            (  ~  m/s
Effluent density                Io  09.5  kg/m3 or, Effluent temperature                 ï¿½C
Heated discharge?              ves/no             If yes: Heat loss coefficient          W/m2,oC
Concentration units          CFA -   -IDDOL:.    Effluent concentration        5 3_0
Conservative substance?        vyes/no            If no: Decay coefficient               /day
MIXING ZONE DATA:
Is effluent toxic?             yes/no             If yes: CMC value              If
                                                     CCC value            Il
WQ stand./conventional poll.? ves/no.            If yes: value of standard
Any mixing zone specified?    yes/no':            If yes: distance                       m
                                                     or width -                       % orm
Region of interest      ;                 m            orarea                            % or m2
GriGnd intervals for display   _,





                                                                   A 1Z
CORMIX2 PREDICTION FILE:                         L                         I)
22222222222222222222222222222222222222222222222222222222222222222222222222222
                      CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIX2:                                           Subsystem version:
 Submerged Multiport Diffuser Discharges    CMX2 v.2.10                May 1993


CASE DESCRIPTION
 Site name/label:          Seabrook^Harbor^Mudflat
 Design case:              MultiportAdischarge^over^mudflat
 FILE NAME:                cormix\sim\stage2m .cx2
 Time of Fortran run:      06/17/95--11:54:30

ENVIRONMENT PARAMETERS (metric units)
 Bounded section
 BS    =    500.00  AS    =      Q0..0 QA    =       50.00
 HA    =      1.00  HD    = 
 UA    =        .100 F     =        .015 USTAR = .4384E-02
 UW    =      2.000 UWSTAR= .2198E-02
 Uniform density environment
 STRCND=  U         RHOAM = 1010.5000

DIFFUSER DISCHARGE PARAMETERS (metric units)
 DITYPE=unidirectional perpendicular
 BETYPE=unidirectional without fanning
 BANK  =  LEFT       DISTB =    250.00  YB1   =    100.00  YB2   =    400.00
 LD    =    300.00  NOPEN =   35        SPAC  =       8.82
 DO    =        .180 A0    =        .025 H0    =       .33
 GAMMA =     90.00  THETA =        .00
 SIGMA =       .00  BETA  =      90.00
 U0    =        .112 QO    =        .100       = .1000E+00
 RHOO  = 1010.5000  DRHO0 = .00OO00E+00  GPO   = .OOOOE+00
 CO    = .5380E+04  CUNITS=  CFU-per-lOOmL
 IPOLL =  1         KS    = .000OOE+00  KD    = .OOOOE+00

FLUX VARIABLES - PER UNIT DIFFUSER LENGTH (metric units)
 q0    = .3330E-03  mO    = .3738E-04  jO    = .OOOOE+00  SIGNJO=         1.0
 Associated 2-d length scales (meters)
 lQ=B  =       .003 lM    =  99999.00  Im    =         .00
 lmp   =  99999.00  lbp   =  99999.00  la    =  99999.00

FLUX VARIABLES - ENTIRE DIFFUSER (metric units)
 QO    = .1000E+00  MO    = .1121E-01  JO    = .OOOOE+00
 Associated 3-d length scales (meters)
 LQ    =        .95  LM    =  99999.00  Lm    =       1.05  Lb    =        .00
                                       Lmp   =  99999.00  Lbp   =  99999.00

NON-DIMENSIONAL PARAMETERS
 FRO   =  99999.00  FRDO  =  99999.00  R      =       1.12
 (slot)             (port/nozzle)

FLOW CLASSIFICATION
 2222222222222222222222222222222222222222
 2  Flow class,(CORMIX2)       =    MU2    2
 2 Applicable layer depth HS =       1.00  2
 222222222222222222222222222222222222222222

MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
 CO    = .5380E+04  CUNITS=  CFU-per-100mL






 NTOX  =  1         CMC   = .1400E+02  CCC      CSTD                    C(l)
 NSTD  =  1         CSTD  = .1400E+02
 REGMZ =  0
 XINT  =   5000.00  XMAX  =   5000.00

X-Y-Z COORDINATE SYSTEM:
    ORIGIN is located at the bottom and the diffuser mid-point:
       250.00 m from the LEFT bank/shore.
    X-axis points downstream, Y-axis points to left, Z-axis points upward.
NSTEP =  6 display intervals per module


BEGIN MOD201: DIFFUSER DISCHARGE MODULE

 Profile definitions:
   BV = Gaussian 1/e (37%) half-width, in vertical plane normal to trajectory
   BH = top-hat half-width, in horizontal plane normal to trajectory
   S = hydrodynamic centerline dilution
   C = centerline concentration (includes reaction effects, if any)

       X        Y       Z        S       C       BV       BH
       .00      .00     .33     1.0  .538E+04    .00   150.00

END OF MOD201: DIFFUSER DISCHARGE MODULE


BEGIN MOD271: ACCELERATION ZONE OF UNIDIRECTIONAL CO-FLOWING DIFFUSER

 In this laterally contracting zone the diffuser plume becomes VERTICALLY FULLY
  MIXED over the entire layer depth (HS =    1.00m).
   Full mixing is achieved after a plume distance of about five
   layer depths from the diffuser.

 Profile definitions:
   BV = layer depth (vertically mixed)
   BH = top-hat half-width, in horizontal plane normal to trajectory
   S = hydrodynamic average (bulk) dilution
   C  = average (bulk) concentration (includes reaction effects, if any)

       X        Y       Z        S       C       BV       BH
       .00      .00    1.00     1.0  .538E+04   1.00   150.00
     25.00      .00    1.00   302.3  .178E+02   1.00   149.89
     50.00      .00   -1.00   302.3  .178E+02   1.00   149.82
     75.00      .00    1.00   302.3  .178E+02   1.00   149.77
    100.00      .00    1.00   302.3  .178E+02   1.00   149.74
    125.00      .00    1.00   302.3  .178E+02   1.00   149.73
    150.00      .00   1.00   302.3  .178E+02   1.00   149.72
 Cumulative travel time =        1494. sec

END OF MOD271: ACCELERATION ZONE OF UNIDIRECTIONAL CO-FLOWING DIFFUSER


BEGIN MOD251: DIFFUSER PLUME IN CO-FLOW

 Phase 1:. Vertically mixed, Phase 2: Re-stratified

 Phase 1: The diffuser plume is VERTICALLY FULLY MIXED over the
          entire layer depth.
 This flow region is INSIGNIFICANT in spatial extent and will be by-passed.
_- - _-_ _ _ _ _ _ _ _ _ _ _ __-_ _ _ _ _ _ _-- _ _ _ _ _ _ __-_ _ _ _ _ _ _ _ _ _ _ _- _ _ _ _ _ _ _ _ _ _ _-- _ _ _ _- _- _ _ __--



                                                                       A ï¿½I

 Phase 2: The flow has RESTRATIFIED at the beginning of this zone.

 This flow region is INSIGNIFICANT in spatial extent and will be by-passed.

END OF MOD251: DIFFUSER PLUME IN CO-FLOW

** End of NEAR-FIELD REGION (NFR) **

BEGIN MOD241: BUOYANT AMBIENT SPREADING

 Discharge is non-buoyant or weakly buoyant.
   Therefore BUOYANT SPREADING REGIME is ABSENT.

END OF MOD241: BUOYANT AMBIENT SPREADING


BEGIN MOD261: PASSIVE AMBIENT MIXING IN UNIFORM AMBIENT

  Vertical diffusivity (initial value)   =  .913E-03 m^2/s
  Horizontal diffusivity (initial value) =  .114E-02 m^2/s

 The passive diffusion plume is VERTICALLY FULLY MIXED at beginning of region.

 Profile definitions:
   BV = Gaussian s.d.*sqrt(pi/2) (46%) thickness, measured vertically
      = or equal to layer depth, if fully mixed
   BH = Gaussian s.d.*sqrt(pi/2) (46%) half-width,
        measured horizontally in Y-direction
   ZU = upper plume boundary (Z-coordinate)
   ZL = lower plume boundary (Z-coordinate)
   S = hydrodynamic centerline dilution
   C  = centerline concentration (includes reaction effects, if any)

 Plume Stage 1 (not bank attached):
      X        Y        Z        S       C       BV        BH      ZU       ZL
    150.00      .00    1.00   302.3  .178E+02   1.00   151.16    1.00       .00
    958.33      .00    1.00   302.5  .178E+02   1.00.  151.26    1.00       .00
   1766.67      .00    1.00   302.7  .178E+02   1.00   151.35    1.00        .00
   2575.00      .00    1.00   302.9  .178E+02   1.00   151.45    1.00        .00
   3383.33      .00    1.00   303.1  .178E+02   1.00   151.54    1.00        .00
   4191.67      .00    1.00   303.3  .177E+02   1.00   151.64    1.00        .00
   5000.00      .00    1.00   303.5  .177E+02   1.00   151.73    1.00        .00
 Cumulative travel time =        49994. sec

 Simulation limit based on maximum specified distance =   5000.00 m.
   This is the REGION OF INTEREST limitation.

END OF MOD261: PASSIVE AMBIENT MIXING IN UNIFORM AMBIENT


Because of the fairly LARGE SPACING between adjacent risers/nozzles/ports,
  the above results may be v-r-.. 'eliable in the immediate near-field of
  the diffuser.
A SUBSEQUENT APPLICATION OF CPORMIX1 IS RECOMMENDED to provide more detail
  for one of the individual jets/plumes in the initial region
before merging.


CORMIX2: Submerged Multiport Diffuser Discharges        End of Prediction File
22222222222222222222222222222222222222222222222222222222222222222222222222222






CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
                  CORMIX: CORNELL MIXING ZONE EXPERT SYSTEM
                      CORMIX v.2.10           May 1993
SITE NAME/LABEL:                Seabrook Harbor Mudflat
  DESIGN CASE:                  Multiport discharge over mudflat
  FILE NAME:                    stage2m
Using subsystem CORMIX2:         Submerged Multiport Diffuser Discharges
  Start of session:              06/17/95--11:34:05
*****************************************************************************
SUMMARY OF INPUT DATA:

AMBIENT PARAMETERS:
  Cross-section                           = bounded
 Width                            BS     =          500 m
  Channel regularity                      = 1
  Ambient flowrate                 QA     =           50 mA3/s
  Average depth                   HA      =            1 m
  Depth at discharge              HD      =            1 m
 Ambient velocity                 UA     =           .1 m/s
  Darcy-Weisbach friction factor  F       =       0.0153
    Calculated from Manning's n           =         .014
 Wind velocity                    UW     =            2 m/s
Stratification Type               STRCND = U
  Surface density                 RHOAS =         1010.5 kg/m^3
  Bottom density                  RHOAB  =        1010.5 kg/m^3

DISCHARGE PARAMETERS:             Submerged Multiport Diffuser Discharge
  Diffuser type                   DITYPE = unidirectional perpendicular
  Diffuser length                 LD      = 300 m
  Nearest bank                            = left
  Diffuser endpoints              YB1   =       100 m;    YB2 =     400 m
  Number of openings              NOPEN  =            35
  Spacing between risers/openings SPAC  =           8.82 m
  Port/Nozzle diameter            DO      =          .18 m
  Equivalent slot width           BO     =        0.0029 m
  Total area of openings          AO     =        0.0254 mA2
  Discharge velocity              UO      =         0.11 m/s
  Total discharge                 QO      =           .1 m^3/s
  Discharge port height           HO     =          .33 m
  Nozzle arrangement              BETYPE = unidirectional without fanning
  Diffuser alignment angle        GAMMA  =            90 deg
 Vertical discharge angle        THETA  =             0 deg
  Horizontal discharge angle      SIGMA  =             0 deg
  Relative orientation angle      BETA   =            90 deg
  Discharge density               RHOO   =        1010.5 kg/m^3
  Density difference              DRHO   =             0 kg/mA3
  Buoyant acceleration            GPO    =         .0000 m/s^2
  Discharge concentration         CO     =              5380 CFU-per-1OOmL
  Surface heat exchange coeff.    KS     =             0 m/s
  Coefficient of decay            KD    =              0 /s

FLUX VARIABLES PER UNIT DIFFUSER LENGTH:
 'Discharge (volume flux)         qO     =     0.000333 m^2/s
  Momentum flux                   mO        0 .000037 m^3/s^2
  Buoyancy flux                   jo      =            0 m^3/s^3

DISCHARGE/ENVIRONMENT LENGTH SCALES :
  lq =        0.00 m         lm  =        0.00 m       IM =    99999.0 m




                                                                       Ai(
  lm' =    99999.0 m          lb' =    99999.0 m          la =    99999.0 m
  (These refer to the actual discharge/environment length scales.)

NON-DIMENSIONAL PARAMETERS:
  Slot Froude number               FRO    =    99999.0
  Port/nozzle Froude number        FRDO   =    99999.0
  Velocity ratio                   R       =       1.12

MIXING ZONE / TOXIC DILUTION ZONE / AREA OF INTEREST PARAMETERS:
  Toxic discharge                         = yes
  CMC concentration                CMC    =                14 CFU-per-10OmL
  CCC concentration                CCC    =                14 CFU-per-1OOmL
  Water quality standard                   = given by CCC value
  Regulatory mixing zone                  = no
  Region of interest                      =       5000.00 m downstream

HYDRODYNAMIC CLASSIFICATION:
  *------------------------
    FLOW CLASS   =     MU2
  *--------------_---------*
  This flow configuration applies to a layer corresponding to the full water
  depth at the discharge site.
  Applicable layer depth = water depth =              1 m

MIXING ZONE EVALUATION (hydrodynamic and regulatory summary):

X-Y-Z Coordinate system:
  Origin is located at the bottom below the port center:
             250 m from the left bank/shore.

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 =            17.7957 CFU-per-1OOmL
  Dilution at edge of NFR                 =         302.3
  NFR Location:                         x =        150.00 m
    (centerline coordinates)            y =           .00 m
                                       z =         1.00 m
  NFR plume dimensions:        half-width =        149.72 m
                               thickness =         1.00 m

Buoyancy assessment:
  The effluent density is equal or about about equal to the surrounding
  ambient water density at the discharge level.
  Therefore, the effluent behaves essentially as NEUTRALLY BUOYANT.

Near-field instability behavior:
  The diffuser flow will experience instabilities with full vertical mixing
  in the near-field.
  There may be benthic impact of high pollutant concentrations.

FAR-FIELD MIXING SUMMARY:
 Plume becomes vertically fully mixed at         150.00 m downstream.
************************ TOXIC DILUTION ZONE SUMMARY ************************
Criterion maximum concentration (CMC)    =                 14 CFU-per-1OOmL
Corresponding dilution                    =            .0

The CMC value was not encountered within the specified simulation distance.






 Plume dilution values are too low to meet CMC.
********************** REGULATORY MIXING ZONE SUMMARY ***********************
No RMZ has been specified.
The CCC for the toxic pollutant was not encountered within the predicted
 plume region.
********************* FINAL DESIGN ADVICE AND COMMENTS *********************
CORMIX2 uses the TWO-DIMENSIONAL SLOT DIFFUSER CONCEPT to represent
 the actual three-dimensional diffuser geometry. Thus, it approximates
 the details of the merging process of the individual jets from each
 port/nozzle.
In the present design, the spacing between adjacent ports/nozzles
  (or riser assemblies) is somewhat greater (in the range between
 three times to ten times) the local water depth.  It is unlikely
 that sufficient lateral interaction of adjacent jets will
  occur in the near-field. However, the individual jets/plumes may merge
  soon after in the intermediate-field or in the far-field.

CORMIX2 may have LIMITED APPLICABILITY for this discharge situation.
  The results may be somewhat unrealistic in the near-field (minimum
  dilution may be overpredicted), but appear to be applicable for the
  intermediate- and far-field processes.
The user is advised to use a subsequent CORMIXl (single port discharge)
  analysis, using discharge data for an individual diffuser jet/plume,
  in order to compare to the present near-field prediction.

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.
***:***********************************
DESIGN CASE:                     Multiport discharge over mudflat
FILE NAME:                       stage2m
Subsystem CORMIX2:               Submerged Multiport Diffuser Discharges
END OF SESSION/ITERATION:        06/30/95--09:01:00
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX







CORMIX2 PREDICTION FILE:
22222222222222222222222222222222222222222222222222222222222222222222222222222
                      CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIX2:                                           Subsystem version:
 Submerged Multiport Diffuser Discharges    CMX2 v.2.10               May 1993


CASE DESCRIPTION
 Site name/label:          Seabrook^Harbor^Mudflat
 Design case:              Multiport^discharge^over^one^and^a^half^
 FILE NAME:                cormix\sim\stage2mb.cx2
 Time of Fortran run:      06/17/95--12:00:20

ENVIRONMENT PARAMETERS (metric units)
 Bounded section
 BS    =    500.00  AS    =    750.09 QQA    =       75.00
 HA    =      1.50  HD    =       0 )
 UA    =       .100 F      =       .013 USTAR = .4098E-02
 UW    =      2.000 UWSTAR= .2198E-02
 Uniform density environment
 STRCND=  U         RHOAM = 1010.5000

DIFFUSER DISCHARGE PARAMETERS (metric units)
 DITYPE=unidirectional perpendicular
 BETYPE=unidirectional without fanning
 BANK  =  LEFT      DISTB =    250.00  YB1   =    100.00  YB2   =    400.00
 LD    =    300.00  NOPEN =   35        SPAC  =      8.82
 DO    =       .180 A0    =        .025 H0    =      ' .33
 GAMMA =     90.00  THETA =        .00
 SIGMA =       .00  BETA  =      90.00
 UO    =       .112 QO    =        .100       = .1000E+00
 RHOO  = 1010.5000  DRHOO = .OOOE+00  GPO   = .OOO0E+00
 CO    = .5380E+04  CUNITS=  CFU-per-lOOmL
 IPOLL =  1         KS    = .OOOOE+00  KD    = .OOOOE+00

FLUX VARIABLES - PER UNIT DIFFUSER LENGTH (metric units)
 qO    = .3330E-03  mO    = .3738E-04  jO    = .OOOOE+00O  SIGNJO=       1.0
 Associated 2-d length scales (meters)
 lQ=B  =       .003 lM    =  99999.00  lm    =         .00
 imp   =  99999.00  lbp   =  99999.00  la    =  99999.00

FLUX VARIABLES - ENTIRE DIFFUSER (metric units)
 QO    = .1000E+00  MO    = .1121E-01  JO    = .OOOOE+00
 Associated 3-d length scales (meters)
 LQ    =       .95  LM    =  99999.00  Lm    =       1.05  Lb    =        .00
                                       Lmp   =  99999.00  Lbp   =  99999.00

NON-DIMENSIONAL PARAMETERS
 FRO   =  99999.00  FRDO  =  99999.00  R      =      1.12
 (slot)             (port/nozzle)

FLOW CLASSIFICATION
 222222222222222222222222222222222222222222
 2  Flow class (CORMIX2)       =    MU2    2
 2 Applicable layer depth HS =       1.50  2
 222222222222222222222222222222222222222222

MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
 CO    = .5380E+04  CUNITS=  CFU-per-lOOmL





NTOX  =  1         CMC   = .1400E+02  CCC   =  CSTD                       l.I
NSTD  =  1         CSTD  = .1400E+02
REGMZ =  0
XINT  =   5000.00  XMAX  =   5000.00

X-Y-Z COORDINATE SYSTEM:
   ORIGIN is located at the bottom and the diffuser mid-point:
       250.00 m  from the LEFT  bank/shore.
   X-axis points downstream, Y-axis points to left, Z-axis points upward.
NSTEP =  6 display intervals per module


BEGIN MOD201: DIFFUSER DISCHARGE MODULE

 Profile definitions:
  BV = Gaussian l/e (37%) half-width, in vertical plane normal to trajectory
  BH = top-hat half-width, in horizontal plane normal to trajectory
   S  = hydrodynamic centerline dilution
  C  = centerline concentration (includes reaction effects, if any)

       X        Y       Z         S       C       BV       BH
       .00      .00     .33     1.0  .538E+04    .00   150.00

END OF MOD201: DIFFUSER DISCHARGE MODULE


BEGIN MOD271: ACCELERATION ZONE OF UNIDIRECTIONAL CO-FLOWING DIFFUSER

 In this laterally contracting zone the diffuser plume becomes VERTICALLY FULLY
 MIXED over the entire layer depth (HS =    1.50m).
   Full mixing is achieved after a plume distance of about five
   layer depths from the diffuser.

 Profile definitions:
  BV = layer depth (vertically mixed)
   BH = top-hat half-width, in horizontal plane normal to trajectory
   S = hydrodynamic average (bulk) dilution
   C  = average (bulk) concentration (includes reaction effects, if any)

       X        Y       Z         S       C       BV       BH
       .00      .00    1.50     1.0  .538E+04   1.50   150.00
** CMC HAS BEEN FOUND **
 The pollutant concentration in the plume falls below CMC value of .140E+02
   in the current prediction interval.
 This is the extent of the TOXIC DILUTION ZONE.
** WATER QUALITY STANDARD OR CCC HAS BEEN FOUND **
 The pollutant concentration in the plume falls below water quality standard
   or CCC value of  .140E+02 in the current prediction interval.
 This is the spatial extent of concentrations exceeding the water quality
   standard or CCC value.
     25.00      .00    1.50: 453.2  .119E+02   1.50   149.93
     50.00      .00    1.50   453.2  .119E+02   1.50   149.88
     75.00      .00    1.50   453.2  .119E+02   1.50   149.85
    100.00      .00    1.501 453.2  .119E+02   1.50   149.83
    125.00      .00    1.50   453.2  .119E+02   1.50   149.82
    150.00      .00    1.500  453.2  .119E+02   1.50   149.82
 Cumulative travel time =         1496. sec

END OF MOD271: ACCELERATION ZONE OF UNIDIRECTIONAL CO-FLOWING DIFFUSER
_____ï¿½-----  -- ---- - - - __- _ - _- _ - ___ - ____ - ____ - _- __ - __- __- __- ____- ___




                                                                   A zo


BEGIN MOD251: DIFFUSER PLUME IN CO-FLOW

 Phase 1: Vertically mixed, Phase 2: Re-stratified

 Phase 1: The diffuser plume is VERTICALLY FULLY MIXED over the
          entire layer depth.
 This flow region is INSIGNIFICANT in spatial extent and will be by-passed.

 Phase 2: The flow has RESTRATIFIED at the beginning of this zone.

 This flow region is INSIGNIFICANT in spatial extent and will be by-passed.

END OF MOD251: DIFFUSER PLUME IN CO-FLOW

** End of NEAR-FIELD REGION (NFR) **

BEGIN MOD241: BUOYANT AMBIENT SPREADING

 Discharge is non-buoyant or weakly buoyant.
   Therefore BUOYANT SPREADING REGIME is ABSENT.

END OF MOD241: BUOYANT AMBIENT SPREADING


BEGIN MOD261: PASSIVE AMBIENT MIXING IN UNIFORM AMBIENT

  Vertical diffusivity (initial value)   =  .129E-02 m^2/s
  Horizontal diffusivity (initial value) =  .161E-02 m^2/s

 The passive diffusion plume is VERTICALLY FULLY MIXED at beginning of region.

 Profile definitions:
   BV = Gaussian s.d.*sqrt(pi/2) (46%) thickness, measured vertically
      = or equal to layer depth, if fully mixed
   BH = Gaussian s.d.*sqrt(pi/2) (46%) half-width,
        measured horizontally in Y-direction
   ZU = upper plume boundary (Z-coordinate)
   ZL = lower plume boundary (Z-coordinate)
   S  = hydrodynamic centerline dilution
   C  = centerline concentration (includes reaction effects, if any)

 Plume Stage 1 (not bank attached):
       X        Y       Z         S       C       BV       BH       ZU      ZL
    150.00      .00    1.50   453.2  .119E+02   1.50   151.07    1.50       .00
    958.33      .00    1.50   453.6  .119E+02   1.50   151.20    1.50       .00
   1766.67      .00    1.50   454.0  .118E+02   1.50   151.34    1.50       .00
   2575.00      .00    1.50   454.4  .118E+02   1.50   151.47    1.50       .00
   3383.33      .00    1.50   454.8  .118E+02   1.50   151.61    1.50       .00
   4191.67      .00    1.50   455.2  .118E+02   1.50   151.74    1.50       .00
   5000.00      .00    1.50   455.6  .118E+02   1.50   151.88    1.50       .00
 Cumulative travel time =        49996. sec

 Simulation limit based on maximum specified distance =   5000.00 m.
  This is the REGION OF INTEREST limitation.

END OF MOD261: PASSIVE AMBIENT MIXING IN UNIFORM AMBIENT


Because of the fairly LARGE SPACING between adjacent risers/nozzles/ports,





 the above results may be unreliable in the immediate near-field of
 the diffuser.:
A SUBSEQUENT APPLICATION OF CORMIXI IS RECOMMENDED to provide more detail
  for one of the individual jets/plumes in the initial region
before merging.


CORMIX2: Submerged Multiport Diffuser Discharges         End of Prediction File
22222222222222222222222222222222222222222222222222222222222222222222222222222





                                                                    A ZZ

CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
                  CORMIX: CORNELL MIXING ZONE EXPERT SYSTEM
                      CORMIX v.2.10           May 1993
SITE NAME/LABEL:                Seabrook Harbor Mudflat
  DESIGN CASE:                  Multiport discharge over one and a half m
  FILE NAME:                    stage2mb
Using subsystem CORMIX2:         Submerged Multiport Diffuser Discharges
  Start of session:              06/17/95--11:59:22
*****************************************************************************
SUMMARY OF INPUT DATA:

AMBIENT PARAMETERS:
  Cross-section                           =-bounded
  Width                           BS      =          500 m
  Channel regularity                      = 1
 Ambient flowrate                 QA     =            75 m^3/s
  Average depth                   HA      =          1.5 m
  Depth at discharge              HD      =          1.5 m
  Ambient velocity                UA      =           .1 m/s
  Darcy-Weisbach friction factor  F       =       0.0134
    Calculated from Manning's n           =         .014
  Wind velocity                   UW      =            2 m/s
Stratification Type               STRCND = U
  Surface density                 RHOAS  =        1010.5 kg/m^3
  Bottom density                  RHOAB  =        1010.5 kg/m^3

DISCHARGE PARAMETERS:             Submerged Multiport Diffuser Discharge
  Diffuser type                   DITYPE = unidirectional perpendicular
  Diffuser length                 LD      = 300 m
  Nearest bank                            = left
  Diffuser endpoints              YB1    =      100 m;    YB2 =      400 m
  Number of openings              NOPEN  =            35
  Spacing between risers/openings SPAC   =      -  8.82 m
  Port/Nozzle diameter            DO      =          .18 m
  Equivalent slot width           BO     =        0.0029 m
  Total area of openings          A0      =       0.0254 m^2
  Discharge velocity              UO     =          0.11 m/s
  Total discharge                 Q0      =           .1 m^3/s
  Discharge port height           HO     =           .33 m
 Nozzle arrangement              BETYPE = unidirectional without fanning
 Diffuser alignment angle        GAMMA  =            90 deg
 Vertical discharge angle        THETA  =             0 deg
 Horizontal discharge angle      SIGMA  =             0 deg
 Relative orientation angle      BETA   =            90 deg
 Discharge density               RHOO   =        1010.5 kg/m^3
 Density difference              DRHO   =             0 kg/m^3
 Buoyant acceleration            GP0    =         .0000 m/s^2
 Discharge concentration         CO     =              5380 CFU-per-100mL
 Surface heat exchange coeff.    KS     =             0 m/s
 Coefficient of decay            KD     =             0 /s

FLUX VARIABLES PER UNIT DIFFUSER LENGTH:
 Discharge (volume flux)         q0     =      0.000333 m^2/s
 Momentum flux                   mO     =      0.000037 m^3/s^2
 Buoyancy flux                   jO     =             0 m^3/s^3

DISCHARGE/ENVIRONMENT LENGTH SCALES :
 lq  =       0.00 m         lm =        0.00 m          1M =    99999.0 m



                                                                      A 23

  lm' =    99999.0 mi         lb' =    99999.0 m          la =    99999.0 m
  (These refer to the actual discharge/environment length scales.)

NON-DIMENSIONAL PARAMETERS:
  Slot Froude number               FRO    =    99999.0
 Port/nozzle Froude number        FRDO   =    99999.0
 Velocity ratio                   R      =        1.12

MIXING ZONE / TOXIC DILUTION ZONE / AREA OF INTEREST PARAMETERS:
 Toxic discharge                         = yes
 CMC concentration               :CMC    =                14 CFU-per-1OOmL
 CCC concentration                CCC    =                14 CFU-per-100OmL
 Water quality standard                  = given by CCC value
 Regulatory mixing zone                  = no
 Region of interest                      =       5000.00 m downstream

HYDRODYNAMIC CLASSIFICATION:
  :----------------_-------*
    FLOW CLASS   =      MU2

  This flow configuration applies to a layer corresponding to the full water
  depth at the discharge site.
  Applicable layer depth = water depth =            1.5 m

MIXING ZONE EVALUATION (hydrodynamic and regulatory summary):

X-Y-Z Coordinate system:
  Origin is located at the bottom below the port center:
             250 m from the left bank/shore.

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=             11.8711 CFU-per-1OOmL
  Dilution at edge of NFR                 =         453.2
  NFR Location:                         x =        150.00 m
    (centerline coordinates)            y =          .00 m
                                       z =         1.50 m
  NFR plume dimensions:        half-width =        149.81 m
                               thickness =         1.50 m

Buoyancy assessment:
  The effluent density is equal or about about equal to the surrounding
  ambient water density at the discharge level.
  Therefore, the effluent behaves essentially as NEUTRALLY BUOYANT.

Near-field instability behavior:
  The diffuser flow will experience instabilities with full vertical mixing
  in the near-field.
 There may be benthic impact of high pollutant concentrations.

FAR-FIELD MIXING SUMMARY:
 'Plume becomes vertically fully mixed at        150.00 m downstream.
************************ TOXIC DILUTION ZONE SUMMARY ************************
Recall: The TDZ corresponds to the three (3) 6riteria issued in the USEPA
 :Technical Support Document (TSD) for Water Quality-based Toxics Control,
  1991 (EPA/505/2-90-001).
  Criterion maximum concentration (CMC)  =                 14 CFU-per-lOOmL




                                                                     A2L(

  Corresponding dilution                  =        384.2
The CMC was encountered at the following plume position:
  Plume location:                       x=          24.99 m
    (centerline coordinates)            y =          .00 m
                                       z =         1.50 m
  Plume dimensions:            half-width =        149.92 m
                               thickness =         1.50 m
 CRITERION 1: This location is beyond 50 times the discharge length scale of
              Lq = 0.159480 m.
 +++++++++ The discharge length scale TEST for the TDZ has FAILED. ++++++++++

 CRITERION 2: This location is beyond 5 times the ambient water depth
              HD =          1.5 m.
 +++++++++++++ The ambient depth TEST for the TDZ has FAILED. +++++++++++++++

 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           0.11 m/s.
   This is less than the minimum of 3.0 m/s recommended in the TSD.
 +++ The discharge velocity RECOMMENDATION for the TDZ has NOT been met. ++++

 **** This discharge DOES NOT SATISFY all three CMC criteria for TDZ.   *****
 **** This MAY be caused by the low discharge velocity for this design. *****
********************** 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                                     =                14 CFU-per-10OmL
  Corresponding dilution                  =       384.2
  Plume location:                       x=         24.99 m
    (centerline coordinates)            y =          .00 m
                                       z =         1.50 m
  Plume dimensions:            half-width =       149.92 m
                               thickness =         1.50 m
********************* FINAL DESIGN ADVICE AND COMMENTS **********************
CORMIX2 uses the TWO-DIMENSIONAL SLOT DIFFUSER CONCEPT to represent
  the actual three-dimensional diffuser geometry. Thus, it approximates
  the details of the merging process of the individual jets from each
  port/nozzle.
In the present design, the spacing between adjacent ports/nozzles
  (or riser assemblies) is somewhat greater (in the range between
  three times to ten times) the local water depth. It is unlikely
  that sufficient lateral interaction of adjacent jets will
  occur in the near-field. However, the individual jets/plumes may merge
  soon after in the intermediate-field or in the far-field.

CORMIX2 may have LIMITED APPLICABILITY for this discharge situation.
 The results may be somewhat unrealistic in the near-field (minimum
 dilution may be overpredicted), but appear to be applicable for the
  intermediate- and far-field processes.
The user is advised to use a subsequent CORMIXl (single port discharge)
 analysis, using discharge data for an individual diffuser jet/plume,
  in order to compare to the present near-field prediction.

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




                                                                A2 2   clso)

 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.

DESIGN CASE:                     Multiport discharge over one and a half m
FILE NAME:                       stage2mb
Subsystem CORMIX2:               Submerged Multiport Diffuser Discharges
END OF SESSION/ITERATION:        06/30/95--09:04:54
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXXXX











Appendix B








'V  The Department of Civil Engineering        ProjectlProblem Set:                 sheetj~          of 
   College of Engineering and Physical Sciences    ~      \'\         ~      ~      Ci.b:       ~     O(
  V The Universit of New Hampshire                          I

     33 College Road                                                                Chck. by:
    Durham, New Hampshire 03824-3591           Class: ____Prof._____               Date:



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  College of Engineering and Physical Sciences   :5Ula   ln~ecf7y                      Calc.by:   PrLUk  Claw"&
  The University of New Hampshire                             .
  Kingsbury Hall                               Detail/Problem:                         Date:   & /I.  /4 ~
  33 College Road                                                                      Chek. by:
  Durham, New Hampshire 03824-3591
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                         APPENDIX III

CORMDIX Model and Slug Injection Evaluation Using a Decay Coeficient
                        for Bacterial Die-off












           Addendum to the

           Diffusion Study on

Contamination of the Seabrook Clamflat

          in Hampton Harbor













                                  Holly C. Gallagher

                                  Report Prepared for:

                                  Dr. Richard Langan
                                  June 30, 1995









Fluids Lab Graduate Office
Department of Civil Engineering
Kingsbury Hall
Durham, NH 03824
                                                                                   June 30, 1995

Dr. Richard Langan
Jackson Estuarine Laboratory
Durham, NH 03824


Subject: Addendum to the Diffusion Study on Contamination of the Seabrook Clamflat in
Hampton Harbor

Dear Dr. Langan:

The Seabrook area of the Hampton Harbor was re-evaluated incorporating two changes per your
suggestion. A decay coefficient of 10 day' was added to the model parameters. A velocity vector
that results from a 10 cm/s westerly flow and a 30 cm/s southerly flow was calculated and also
added. The CORMIX computer model and an advection-dispersion model were used to evaluate
the diffusion of discharges from moored vessels in the channel.

The CORMIX modeling estimated the fecal coliform count to be below 0.0 18 CFU/1O0mL as it
flowed over the mudflat. A slow release of the contaminant, as modeled by CORMIX, is not a true
representation of the intermittent releases expected from the vessels in the harbor. The decay
coefficient is time dependent. An small increase in the duration of the discharge is likely to cause a
large decrease in the coliform count. Therefore, the predicted value is likely to be exaggerated.

An advection-dispersion model was used to estimate a peak concentration of 13.0 CFU/1OOmL as
the plume reaches the mudflat. The coefficient of longitudinal dispersion used in this model is
relatively conservative. Therefore, the concentration of the plume is probably less than the
predicted value.

The result of the additional modeling using the decay coefficient and revised flow pattern shows
that a vessel release might be sufficiently reduced in concentration within the channel reaches. The
revised modeling contradicts the former results. This shows the importance of verification of the
assumptions that are used in modeling. The latest results are likely to be more representative of the
actual situation. Therefore, it is probable that the clamflats would not be contaminated.

The addendum is included with a copy of the original report. Your consideration of me for this
study is appreciated. Please feel free to call at 862-3623 if you have any questions or comments.

Sincerely,
 Holly C. la(rlagher
Holly Clark Gallagher





                                                      Seabrook Clamflat Study Addendum
                                                                            Page A-i

                                Table of Contents




I.     Introduction                                                          A- 1

          Description of the Revisions                                      A-1

II.    Modeling Studies                                                      A-2

          CORMIX Modeling                                                   A-2

          Advection-Dispersion Evaluation of a Slug Injection               A-2

HII.   Conclusion                                                           A-3

Appendix C

Appendix D






                                                                 Seabrook Clamflat Study Addendum
                                                                                          Page A-1

Al. Introduction:

Descriotion of the Revisions

       The flow pattern as the tide fills the harbor has been revised. The first modeling assumed

that the water filled the channel and then flowed at a velocity of 10cm/s in a westerly direction over

the mudflat. The revision includes a combination of a southerly flow at 30cm/s that continues in

the channel with the westerly flow of 10cm/s over the mudflat. The resultant flow direction is

south-southwest at a velocity of 32cm/s.

      A decay coefficient of 10 day1' was estimated at Jackson Laboratory. No decay was

assumed to occur in the first modeling. The die-off of bacteria in cold seawater is significant and

was taken into account in the revised modeling. The decay coefficient is based on disappearance of

pathogens due to die-off. It is influenced by the type of bacteria, salinity, temperature, and light

intensity. Decay coefficients for fresh water have been measured at 0.12 to 26 d' for coliform.

The bacterial decay in seawater is more rapid.

A2. Modeling Studies:

CORMIX Modeling

      The change in flow direction was incorporated in the CORMIX model by adjusting the

orientation of the multiport diffuser. The first stage was run using the 300m (984 ft) long diffuser

with 35 ports laid along the centerline of the channel to approximate 35 vessels moored in a similar

manner. The initial effluent concentration of 5426700 CFU/100mL was used as before. The only

revision was the addition of the decay coefficient to the initial parameters. The discharge from the

diffuser is shown to be fully mixed vertically and laterally in the channel in approximately 2 hours.

The estimated concentration is 2190 CFU/mL as shown in the CORMIX output (Appendix C).

The total CFU discharged by the 35 vessels was reduced using the decay coefficient. The new

total that remains after the 2.14 hrs from Stage 1 was used in a mass balance equation to determine

the size of the discharge ports for the second stage (Appendix C).






                                                                Seabrook Clamflat Study Addendum
                                                                                         Page A-2

      The configuration of the 'river' for Stage 2 matches the flow direction as determined by the

revised velocity vector. This results in the multiport diffuser being angled at 18.4ï¿½, measured

counterclockwise from the ambient flow. The width of the river assumes that the left bank is 48m

(157 ft) from the nearest end of the diffuser as it is aligned with the center of the channel. The

depth is assumed at Im (3.3 ft) deep and the width at 500m (1640 ft), which are not changed from

the original run. The distance to the mudflat is assumed to be 154m (505 ft) along the 'river' as

measured from the center of the diffuser. The decay coefficient was added to the model parameters

for the second stage. The result of Stage 2 shows that the effluent plume will be vertically and

laterally fully mixed before it reaches the clam beds. The estimated concentration of the plume is

0.0176 CFU/100mL (Appendix C). This is well below the limitation of 14 CFU/1OOmL.

      The CORMIX model simulates a slow release of the effluent over a number of hours. The

decay coefficient is time dependent. A small increase in the duration of the contaminant in the

seawater causes a large decrease in the concentration. The flow rate in the harbor during flood tide

is fast enough to move a discharge from the mooring to the mudflat in approximately 8 minutes.

Therefore, the result of the CORMIX model is likely to predict values that are too low.

Advection-Dispersion Evaluation of a Slug Iniection

      An advection-convection model was used to estimate the peak concentration of the plume as

it reaches the mudflat. The McQuivey and Keefer method was used to estimate the magnitude of

the longitudinal dispersion coefficient at 55.7 m2/s (Appendix D). This value may be

underestimated which would result in a conservative estimate of the plume concentration. The

plume is assumed to move in the south-southwesterly direction at 32cm/s. The distance from the

mooring to the edge of the mudflat along the flow path is 154m (505 ft). The estimated time

elapsed from discharge at the mooring to the mudflat is 8 minutes. The decay coefficient of 10 d-'

was used in this model. The result of 13 CFU/100mL is below the limitation of 14 CFU/IOOmL.





                                                                 Seabrook Clamflat Study Addendum
                                                                                          Page A-3

A3. Conclusion:

      The revised modeling using a decay coefficient and a different flow pattern shows that a

vessel release might be considerably reduced in concentration within the channel. The flow

direction was changed from west to south-southwest so the plume travels farther before it reaches

the mudflat. The decay of the bacteria reduces the coliform count which reduces the concentration.

In addition, the plume is more diluted as it moves farther away from the source. Therefore, the die-

off of the bacteria and dilution may reduce the coliform count below contamination limits before

the plume reaches the clam beds.

      The CORMIX results appear to be exaggerated by the long time factor. The slug injection

model is conservative and estimates a value below the contamination limit. The accuracy of the

advection-dispersion model depends on the determination of the longitudinal dispersion coefficient.

The value of the dispersion coefficient could be verified using a tracer study. A laboratory study

of the bacteria in a sample of the Hampton Harbor water held at an appropriate temperature could

be used to verify the decay coefficient.

      The results of the revised modeling are considerably different from the former results. The

revision to the advection-dispersion model appears to be a better representation of the actual

situation at Hampton Harbor. The vessel discharge into the harbor is likely to be adequately

reduced and diluted within the channel to prevent contamination ofthemudflats.













Apirpendix C





       CORMIX - CORNELL MIXING ZONE EXPERT SYSTEM - CORMIX
SITE Name               5e0brCoo0L    a.rbor Mfu.d Clri;             Date:  (o/d   /q 5
 Design CASE            HLvlAh Oor   dack)ha1s?  a/ decco            Prepared by: .GrC k-U-
 DOS FILE NAME          STAGE .mD                  (w/o extension)
AMBIENT DATA:                                      Water body is          (boGndeunbounded
 Water body depth                   3      m       If bounded:  Width             e 6,_   m
 Depth at discharge                 3       m                   'Appearance   (1i2/3
Ambient flowrate                 (zs     m3/s or: Ambient velocity              O, 1      m/s
 Manning's n                      ï¿½. Ohl       or Darcy-Weisbach f
 Wind speed                          2     m/s
Density data:                                      UNITS: Density.. .kg/m3 I Temperature...ï¿½C
Water body is                  fresht/a vater   If fresh: Specify as       density/temp. values
 If .nifor:.                                       Average density/temp.        I oo0. S
 If stratified:                                    Density/temp. at surface
  Stratification type            A/B/C             Density/temp. at bottom    _
  If B/C: Pycnocline height                m       If C: Density/temp. jump
DISCHARGE DATA:                                    Specify geometry for CORMIXI or 2 or 3
     SUBMERGED SINGLE PORT DISCHARGE - CORMIXI
     Nearest bank is on       left/right          Distance to nearest bank                m
     Vertical angle THETA                          Horizontal angle SIGMA                 ï¿½
     Port diameter                        m  or  Port area                                m2
     Port height                          m

     SUBMERGED MULTIPOBRDIFFUSER DISCHARGECORMIX2)
     Nearest bank is on      (left/right          Distance to one endpoint       f 8      m
     Diffuser length               o00     m              to other endpoint    6_b         m
     Total number of openings . '
     Port diameter                0.o05    m with contraction ratio
     Diffuser arrangement/type    unidirectional / staaed /{Itematina or vertical   B, A
    Alignment angle GAMMA         0o              Horizontal angle SIGMA
     Vertical angle THETA          90     0        Relative orientation BETA
     Port height                  o.qq    m             A - hole. (Csnle Oo, t)
     BUOYANT SURFACE DISCHARGE - CORMIX3
     Discharge located on       left/riaht bank    Configuration flush/Drotrudina/co-flowina
     Horizontal angle SIGMA               ï¿½       If protruding: Dist. frm bank    .       m
     Depth at discharge                   m       Bottom slope                            ï¿½
    If rectangular     Width             m  or  If circular   Diameter                   m
    discharae channel: Depth             m       pipe:  Bottom invert depth              m
Effluent: Flow rate             0.o00o1l  m3/s  or Effluent velocity                      m/s
Effluent density                 101.15 kg/m3 or Effluent temperature                    ï¿½C
Heated discharge?               vesftid           If yes: Heat loss coefficient          W/m2,ï¿½C
Concentration units             C UA-.PEz-O0,,L    Effluent concentration      544'1_ 00
Conservative substance?         vesfï¿½ib           If no: Decay coefficient       I O     /day
MIXING ZONE DATA:
Is effluent toxic?        I' no                   If yes: CMC value              I%
                                                      CCC value                1~
WQ stand./conventional poll.? vesA&               If yes: value of standard
Any mixing zone specified?    yesni-)            If yes: distance                       m
                                                      or width                         % or m
Region of interest               1000     m             or area                          % or m2
Grid intervals for display     _ o






CORMIX2 PREDICTION FILE:
222222222222222222222222222222222222222222222222222222222222222222222222
                      CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIX2:                                            Subsystem version:
 Submerged Multiport Diffuser Discharges    CMX2 v.2.10                May 1993


CASE DESCRIPTION
 Site name/label:          Seabrook^Harbor^Mudflat
Design case:  MultiportAdischarge^with^decay
FILE NAME:                cormix\sim\stagelmd.cx2
Time of Fortran run:      06/29/95--08:48:47

ENVIRONMENT PARAMETERS (metric units)
 Bounded section
 BS    =     96.00  AS    =    288.00  QA    =       28.80
HA    =      3.00  HD    =       3.00
 UA    =       .100 F      =        .011 USTAR = .3651E-02
 UW    =      2.000 UWSTAR= .2198E-02
Uniform density environment
 STRCND=  U         RHOAM = 1010.5000

DIFFUSER DISCHARGE PARAMETERS (metric units)
 DITYPE=alternating parallel
BETYPE=alternating without fanning
 BANK  =  LEFT       DISTB =        .00  YB1   =     48.00  YB2   =      48.00
 LD    =    300.00  NOPEN =   35         SPAC  =      8.82
 DO    =       .051 A0    =         .002 H0    =       .99
 GAMMA =       .00  THETA =      90.00
.SIGMA =       .00  BETA  =      90.00
 U0    =        .100 QO    =        .007       = .7140E-02
 RHOO  = 1010.1500  DRHOO = .3500E+00  GPO   = .3396E-02
 CO    = .5427E+07  CUNITS=  CFU-per-lO0mL
 IPOLL =  2         KS    = .OOOOE+00  KD    = .1160E-03

DIFFUSER PARAMETERS WITH IMAGE EFFECTS (metric units)
 The bank/shore proximity effect is accounted for by the following flow
 variables and definitions of length scales and parameters.
 LD    =    300.00  QO    =         .014 (Q0   = .1428E-01)

FLUX VARIABLES - PER UNIT DIFFUSER LENGTH (metric units)
 q0    = .9500E-04  mO    = .2370E-05  jO    = .8067E-07  SIGNJO=         1.0
 Associated 2-d length scales (meters)
 1Q=B  =       .001 1M    =        .13  lm    =        .00
 imp   =  99999.00  lbp   =  99999.00  la    =  99999.00

FLUX VARIABLES - ENTIRE DIFFUSER (metric units)
 Q0    = .1428E-01  MO    = .7111E-03  JO    = .2420E-04
 Associated 3-d length scales (meters)
 LQ   =        .41  LM    =        .89  Lm    =        .35  Lb    =        .05
                                       Lmp   =  99999.00  Lbp   =  99999.00

NON-DIMENSIONAL PARAMETERS 
 FR0   =    110.99  FRDO  =       7.58  R      =       .99
 (slot)             (port/nozzle)

FLOW CLASSIFICATION
 222222222222222222222222222222222222222222
 2  Flow class (CORMIX2)       =    MU1H   2






 2 Applicable layer depth HS =        3.00  2
 222222222222222222222222222222222222222222

MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
 CO    = .5427E+07  CUNITS=  CFU-per-100mL
 NTOX  =  1          CMC   = .1400E+02  CCC   =  CSTD
 NSTD  =  1          CSTD  = .1400E+02
 REGMZ =  0
 XINT  =   1000.00  XMAX  =   1000.00

X-Y-Z COORDINATE SYSTEM:
  because of bank/shore proximity, the ORIGIN is located directly
   at the LEFT bank/shore.
  the bank/shore acts as a plane of symmetry for   the predicted
  plume geometry.
    X-axis points downstream, Y-axis points to left, Z-axis points upward.
NSTEP = 6 display intervals per module


BEGIN MOD201: DIFFUSER DISCHARGE MODULE

 Profile definitions:
   BV = Gaussian l/e (37%) half-width, in vertical plane normal to trajectory
   BH = top-hat half-width, in horizontal plane normal to trajectory
   S = hydrodynamic centerline dilution
   C  = centerline concentration (includes reaction effects, if any)

       X        Y        Z        S       C        BV       BH
       .00      .00      .99     1.0  .543E+07    .00   150.00

END OF MOD201: DIFFUSER DISCHARGE MODULE


BEGIN MOD211: WEAKLY DEFLECTED PLANE JET IN CROSSFLOW

 CROSSFLOWING DISCHARGE

 This flow region is INSIGNIFICANT in spatial extent and will be by-passed.

END OF MOD211: WEAKLY DEFLECTED PLANE JET IN CROSSFLOW


BEGIN MOD222: STRONGLY DEFLECTED PLANE PLUME IN CROSSFLOW

 Profile definitions:
   BV = Gaussian l/e (37%) half-width, in vertical plane normal to trajectory
   BH = top-hat half-width, in horizontal plane normal to trajectory
   S = hydrodynamic centerline dilution
   C = centerline concentration (includes reaction effects, if any)

       X        Y        Z        S       C        BV       BH
       .00      .00      .99     1.0  .543E+07    .00   150.00
     78.84      .00    1.24   473.3  .105E+05    .15   150.15
    157.68      .00    1.49   945.6  .478E+04    .30   150.30
    236.52      .00    1.74  1417.9  .291E+04    .45   150.45
    315.36      .00    2.00  1890.2  .199E+04    .60   150.60
    394.20      .00    2.25  2362.5  .145E+04    .75   150.75
    473.04      .00    2.50  2834.8  .111E+04    .90   150.90
 Cumulative travel time =         4730. sec






END OF MOD222: STRONGLY DEFLECTED PLANE PLUME IN CROSSFLOW


BEGIN MOD243: DENSITY CURRENT DEVELOPING ALONG PARALLEL DIFFUSER LINE

The plume for this parallel diffuser interacts with the surface/pycnocline
  or the bottom, and a DENSITY CURRENT forms.
  Note: The starting x-coordinate of the developing plume will be
  shifted upstream.

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
    323.04      .00    3.00  2834.8  .111E+04    .90         .90
    373.04      .00    3.00  4009.0  .738E+03   3.00         .95
    423.04      .00    3.00  4009.0  .696E+03   3.00         .99
    473.04      .00    3.00  4009.0  .657E+03   3.00       1.04
    523.04      .00    3.00  4009.0  .620E+03   3.00       1.09
   573.04      .00    3.00  4009.0  .585E+03   3.00       1.14
    623.04      .00    3.00  4009.0  .552E+03   3.00       1.19
 Cumulative travel time =         7730. sec

END OF MOD243: DENSITY CURRENT DEVELOPING ALONG PARALLEL DIFFUSER LINE

** End of NEAR-FIELD REGION (NFR) **

Recall that the plume is symmetric to the bank/shore on which the centerline
   (X-axis) is located.

 The LIMITING DILUTION (given by ambient flow/discharge ratio) is:  1009.4
   This value is below the computed dilution of  4009.0 at the end
   of the NFR.
  Mixing for this discharge configuration is constrained by the ambient flow.

 The previous module predictions are unreliable since the limiting dilution
   cannot be exceeded for this diffuser in deep unstratified layer.

 A subsequent module (MOD281) will predict the properties of the
   cross-sectionally fully mixed plume with limiting dilution and will
   compute a POSSIBLE UPSTREAM WEDGE INTRUSION.

BEGIN MOD281: MIXED PLUME/BOUNDED CHANNEL/POSSIBLE UPSTREAM WEDGE INTRUSION

 The DOWNSTREAM flow field for this unstable shallow water discharge is
     VERTICALLY FULLY MIXED.
 The mixing is controlled by the limiting dilution =   1009.4

 Channel DENSIMETRIC FROUDE NUMBER (FCHAN) for this mixed flow =    31.47

 No upstream wedge intrusion takes place since FCHAN exceeds the critical
   value of 0.77.
       X        Y        Z        S       C        BV       BH       ZU      ZL
    623.04      .00    3.00  1009.4  .219E+04   3.00    96.00    3.00        .00
 Cumulative travel time =         7730. sec







VERTICALLY AND LATERALLY FULLY MIXED over layer depth: END OF SIMULATIONi

END OF MOD281: MIXED PLUME/BOUNDED CHANNEL/POSSIBLE UPSTREAM WEDGE INTRUSION


CORMIX2: Submerged Multiport Diffuser Discharges        End of Prediction File
22222222222222222222222222222222222222222222222222222222222222222222222222222






                                                                      c-c
CORMIX SESSION REPORT:
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
                  CORMIX: CORNELL MIXING ZONE EXPERT SYSTEM
                      CORMIX v.2.10           May 1993
SITE NAME/LABEL:                 Seabrook Harbor Mudflat
  DESIGN CASE:                   Multiport discharge with decay
  FILE NAME:                     stagelmd
Using subsystem CORMIX2:         Submerged Multiport Diffuser Discharges
  Start of session:              06/29/95--08:43:27
******************* **********************************************************
SUMMARY OF INPUT DATA:

AMBIENT PARAMETERS:
  Cross-section.                          = bounded
  Width                            BS     =           96 m
  Channel regularity= 1
  Ambient flowrate                 QA     =        28.80 m^3/s
  Average depth                    HA     =            3 m
  Depth at discharge               HD     =            3 m
  Ambient velocity                 UA     =           .1 m/s
  Darcy-Weisbach friction factor  F       =       0.0106
    Calculated from Manning's n           =         .014
  Wind velocity                    UW     =            2 m/s
Stratification Type                STRCND = U
  Surface density                  RHOAS  =       1010.5 kg/m^3
  Bottom density                   RHOAB  =       1010.5 kg/m^3

DISCHARGE PARAMETERS:              Submerged Multiport Diffuser Discharge
  Diffuser type                    DITYPE = alternating parallel
  Diffuser length                  LD     = 300 m
  Nearest bank                            = left
  Diffuser endpoints               YB1   =       48 m;    YB2 =       48 m
  Number of openings               NOPEN  =           35
  Spacing between risers/openings SPAC   =          8.82 m
  Port/Nozzle diameter             DO     =         .051 m
  Equivalent slot width            B0     =       0.0002 m
  Total area of openings           AO     =       0.0020 m^2
  Discharge velocity               U0    =          0.09 m/s
  Total discharge                  Q0     =       .00714 m^3/s
  Discharge port height            HO     =          .99 m
  Nozzle arrangement               BETYPE = alternating without fanning
  Diffuser alignment angle         GAMMA -=            0 deg
  Vertical discharge angle         THETA =          90.0 deg
 Horizontal discharge angle       SIGMA  =          0.0 deg
  Relative orientation angle       BETA   =         90.0 deg
  Discharge density                RHO0   =      1010.15 kg/m^3
  Density difference               DRHO   =       0.3500 kg/m^3
 iBuoyant acceleration            GPO    =         .0034 m/sA2
  Discharge concentration          CO     =          5426700 CFU-per-lOOmL
  Surface heat exchange coeff.    KS      =            0 m/s
  Coefficient of decay             KD     =     0.000116 /s

FLUX VARIABLES PER UNIT DIFFUSER LENGTH:
  Discharge :(volume flux)         q0     =     0.000095 m^2/s
  Momentum flux                    m0     =     0.0000;04 mA3/s^2
  Buoyancy flux                    j0     =            0 mA3/s^3

DISCHARGE/ENVIRONMENT LENGTH SCALES :
  lq  =       0.0 m          lm =0.00 m                  1M =        0.12 m




                                                                         (-1

  lm' =    99999.0 m          lb' =    99999.0 m          la =    99999.0 m
  (These refer to the actual discharge/environment length scales.) 

NON-DIMENSIONAL PARAMETERS:
  Slot Froude number               FRO    =      110.99
  Port/nozzle Froude number        FRDO   =        7.58
  Velocity ratio                   R       =       0.99

MIXING ZONE / TOXIC DILUTION ZONE / AREA OF INTEREST PARAMETERS:
  Toxic discharge                          = yes
  CMC concentration                CMC    =                14 CFU-per-10OmL
  CCC concentration                CCC    =                14 CFU-per-10OmL
  Water quality standard                   = given by CCC value
  Regulatory mixing zone                   = no
  Region of interest                       =      1000.00 m downstream

HYDRODYNAMIC CLASSIFICATION:
  *------------------------*
    FLOW CLASS   =    MUH 
  *------------------------*
  This flow configuration applies to a layer corresponding to the full water
  depth at the discharge site.
  Applicable layer depth = water depth =              3 m

MIXING ZONE EVALUATION (hydrodynamic and regulatory summary):

X-Y-Z Coordinate system:
  Origin is located at the bottom below the port center:
             0.0 m from the left bank/shore.

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 =           552.1489 CFU-per-1OOmL
  Dilution at edge of NFR                 =        4008.9
  NFR Location:                         x =        623.04 m
    (centerline coordinates)            y =           .00 m
                                       z =         3.00 m
  NFR plume dimensions:        half-width =          1.18 m
                               thickness =         3.00 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.
************************ TOXIC DILUTION ZONE SUMMARY ************************
Criterion maximum concentration (CMC)    =                 14 CFU-per-100mL
Corresponding dilution                    =            .0

The CMC value was not encountered within the specified simulation distance.
 Plume dilution values are too low to meet CMC.
********************** REGULATORY MIXING ZONE SUMMARY *********************
No RMZ has been specified.
The CCC for the toxic pollutant was not encountered within the predicted
 plume region.
********************* FINAL DESIGN ADVICE AND COMMENTS **********************
CORMIX2 uses the TWO-DIMENSIONAL SLOT DIFFUSER CONCEPT to represent






  the actual three-dimensional diffuser geometry. Thus, it approximates
  the details of the merging process of the individual jets from each
 port/nozzle.
In the present design, the spacing between adjacent ports/nozzles
  (or riser assemblies) is of the order of, or less than, the local
 water depth so that the slot diffuser approximation holds well.
Nevertheless, if this is a final design, the user is advised to use a
  final CORMIXl (single port discharge) analysis, with discharge data
  for an individual diffuser jet/plume, in order to compare to
  the present near-field prediction.

DIFFUSER DESIGN DETAILS:  Because of the alternating arrangement
  of the opposing nozzles/ports, the AVERAGE VERTICAL ANGLE (THETA)
  has been set to 90 deg.  This represents a ZERO NET HORIZONTAL
 MOMENTUM FLUX for the entire diffuser.

This parallel diffuser lies in CLOSE PROXIMITY to the bank (shoreline). The
  shoreline will act as a REFLECTING BOUNDARY for the flow field. This effect
  has been represented by doubling all flow variables.

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.

DESIGN CASE:                     Multiport discharge with decay
FILE NAME:                        stagelmd
Subsystem CORMIX2:               Submerged Multiport Diffuser Discharges
END OF SESSION/ITERATION:         06/30/95--09:08:43
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX








                  The Deparmnent of Civil Engineering        Project/Problerm Set:                 Sheet:  C  1     of ____
                 College of Engineering and Physical Sciences    Caemy  t4Ii                       Cc. by:        GL4 C,
                'MTe University of New Hampshire
                  Kingsbury Hall                             Detai~lProblem:                       Dam-,       /2.9  ' 
                  33 College Road                ~                                   ~.Chck. by-.
        ~~ 2)     Durhamn, New Hampshire 03824-3591           Cas   ___Po:____                      ae








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                                                                                      C -iO

      CORMIX -- CORNELL MIXING ZONE EXPERT SYSTEM - CORMIX
SITE Name         .      e.tobrO    4'.v'boy- N,, d -tato            Date:   ( /zs /5'
Design CASE            A1,\,.-~   r    scJoaMr  9'/ .CeCo i      :  Prepared by: t ,C. G,(ck.
DOS FILE NAME            5ta-c e 2-               (w/o extension)
AMBIENT DATA:                                      Water body is           .boundeiunbounded
Water body depth                    I     m       If bounded:  Width             5o0    m
Depth at discharge                   I    m                    Appearance   (12/3
Ambient flowrate                         m3/s or. Ambient velocity               O. 3   rZ m/s
Manning's n                        . o 21-4   or Darcy-Weisbach f
Wind speed                         .      m/s
Density data:                                      UNITS: Qnsity...kg/m3 / Temperature ...  C
Water body is                  freshas--i'water   If fresh: Specify as     density/temp. values
If qnifori-. Average density/temp.                                               \0I o 
If stiatifed:-                                    Density/temp. at surface
 Stratification type            A/B/C             Density/temp. at bottom
 If B/C: Pycnocline height               m        If C: Density/temp. jump
DISCHARGE DATA:                                    Specify geometry for CORMIX1 or 2 or 3

     SUBMERGED SINGLE PORT DISCHARGE - CORMIXI
     Nearest bank is on       left/right           Distance to nearest bank               m
    Vertical angle THETA                          Horizontal angle SIGMA
     Port diameter                        m  or:  Port area                              m2
     Port height                          m

     SUBMERGED MULTIPORTDIFFUSER DISCHARGE - CORMIX2
     Nearest bank is on        e     .ftfiqht     Distance to one endpoint    /  3  m
     Diffuser length              300    m                to other endpoint        j-   m
     Total number of openings    35
     Port diameter                O. lo    m  with contraction ratio               I
     Diffuser arrangement/type .-aifidireEtonia/ staaed / altemrnatina or vertical
    Alignment angle GAMMA  ï¿½1%1    0              Horizontal angle SIGMA    o  cz'l;-
    Vertical angle THETA          O    hoDi       Relative orientation BETA     1ï¿½. M   ï¿½
     Port height                  0.33'5   m
     BUOYANT SURFACE DISCHARGE- CORMIX3
     Discharge located on       left/riqht bank    Configuration flush/orotrudina/co-flowina
     Horizontal angle SIGMA                       If protruding: Dist. frm bank_         m
     Depth at discharge                   m       Bottom slopeï¿½
     If rectangular     Width             m  or  If circular   Diameter       _          m
     discharae channel: Depth             m       pipe:  Bottom invert depth             m

Effluent: Flow rate              0.  00(, m3/s  or. Effluent velocity                     m/s
Effluent density                 \o \0. 5  kg/m3 or  Effluent temperature                ï¿½C
Heated discharge?         ;     ves/'o -          If yes: Heat loss coefficient          W/m2,ï¿½c
Concentration units            c r--. p~ b,,L    Effluent concentration           \\ 0
Conservative substance?         yes/rnd)          If no: Decay coefficient       O       /day
MIXING ZONE DATA:
Is effluent toxic?     ,        ves/no            If yes: CMC value               H
                                                     CCC value  H
WQ stand./conventional poll.? yest/h.             If yes: value of standard
Any mixing zone specified?    ves/n.'             If yes: distance                       m
                                                     orwidth                          % or m
Regionof interest                 D00  mr               or area               -          % or m2
Grid intervals for display





                                                                     CZ-L

CORMIX2 PREDICTION FILE:
22222222222222222222222222222222222222222222222222222222222222222222222222222
                      CORNELL MIXING ZONE EXPERT SYSTEM
Subsystem CORMIX2:                                           Subsystem version:
 Submerged Multiport Diffuser Discharges    CMX2 v.2.10               May 1993


CASE DESCRIPTION
 Site name/ label:         SeabrookAHarbor~Mudflat
 Design case:              MultiportAdischarge-withAdecay
 FILE NAME:                cormix\sim\stage2d .cx2
 Time of Fortran run:      06/29/95--14:57:54

ENVIRONMENT PARAMETERS (metric units)
 Bounded section
 BS         500.00  AS    =     500.00  QA    =     160.00
 HA    =1.00  HD    =1.00
 UA    =.320 F             =.015 USTAR =.1403E-01
 UW    =2.000 UWSTAR= .2198E-02
 Uniform density environment
 STRCND=  U         RHOAM =_ 1010.5000

DIFFUSER DISCHARGE PARAMETERS (metric units)
 DITYPE=staged parallel
 BETYPE=staged
 BANK  =LEFT        DISTB =        .00  YB1         48.00  YB2   =     143.00
 LD    -    300.00  NOPEN =   35        SPAC  =8.82
 DO    -.l101AO    =.008 Ho                            .33
 GAMM1A=-    18.40  THETA =        .00
 SIGMA =       .00  BETA  =      18.40
 UO    =.323 QO    =.091                      =.9060E-01
 RHOO  = 1010.5000  DRHOO =  OOOOE+00  GPO   =  OOOOE+00
 co    = .2190E+04  CUNITS=  CFU-per-I001TL
 IPOLL =  2         KS    =  OOOOE+00  KD       .1160E-03

DIFFUSER PARAMETERS WITH IMAGE EFFECTS (metric units)
 The bank/shore proximity effect is accounted for by the following flow
 variables and definitions of length scales and parameters.
 LD    =    284.67  QO    -.181 (QO   =.1812E+00)

FLUX VARIABLES - PER UNIT DIFFUSER LENGTH (metric units)
 go    = .1342E-02  mO    = .9755E-04  jO    =  OOOOE+00  SIGNJO=        1.0
Associated 2-d length scales (meters) 
 IQ=B  =       .004 lM    =  99999.00; Im    =.00
 Imp   =  99999.00  lbp   =  99999.00  la    =99999.00

FLUX VARIABLES - ENTIRE DIFFUSER (metric units)
 QO    = .1812E+00  MO    = .2777E-01  JO    = .O0OOE+OO
Associated 3-d length scales (meters)
LQ    =.75  LM    =99999.00  Lm    =                  .76  Lb    =.00
                                      Lmp  5    9999.00  Lbp =  99999.00

NON-DIMENSIONAL PARAMETERS
 FRO   =99999.00  FRDO  =99999.00  R          =1.00
,(slot)            (port/nozzle)

FLOW CLASSIFICATION
 222222222222222222222222222222222222222222
 2  Flow class (CORMIX2)       =    MU7    2






 2 Applicable layer depth HS =       1.00  2
 222222222222222222222222222222222222222222

MIXING ZONE / TOXIC DILUTION / REGION OF INTEREST PARAMETERS
 CO    = .2190E+04 -CUNITS=  CFU-per-100mL
 NTOX  =  1          CMC   = .1400E+02  CCC   =  CSTD
 NSTD  =  1          CSTD  = .1400E+02
REGMZ =  0
 XINT  =   5000.00  XMAX  =   5000.00

X-Y-Z COORDINATE SYSTEM:
 because of bank/shore proximity, the ORIGIN is located directly
  ,at the LEFT bank/shore.
  the bank/shore acts as a plane of symmetry for   the predicted
 plume geometry.
    X-axis points downstream, Y-axis points to left, Z-axis points upward.
NSTEP =  6 display intervals per module


BEGIN MOD202: DISCHARGE MODULE (STAGED DIFFUSER)

 Profile definitions:
   BV = Gaussian l/e (37%) half-width, in vertical plane normal to trajectory
   BH = Gaussian l/e (37%) half-width in horizontal plane normal to trajectory
   S = hydrodynamic centerline dilution
   C = centerline concentration (includes reaction effects, if any)

       X        Y        Z        S       C       BV        BH
   -142.33      .00      .33     1.0  .219E+04    .05       .05

END OF MOD202: DISCHARGE MODULE (STAGED DIFFUSER)


BEGIN MOD274: ACCELERATION ZONE OF STAGED DIFFUSER

 In this laterally contracting zone the diffuser plume becomes VERTICALLY FULLY
  MIXED over the entire layer depth (HS =    1.00m).
   Full mixing is achieved after a plume distance of about five
   layer depths from the diffuser.

 Profile definitions:
   BV = layer depth (vertically mixed)
   BH = Gaussian l/e (37%) half-width in horizontal plane normal to trajectory
   ZU = upper plume boundary (Z-coordinate)
   ZL = lower plume boundary (Z-coordinate)
   S = hydrodynamic centerline dilution
   C  = centerline concentration (includes reaction effects, if any)

       X        Y        Z        S       C       BV        BH
   -142.33      .00    1.00      1.0  .219E+04   1.00       .00
    -97.32      .00    1.00      2.8  .133E+03   i.00    14.24
    -52.30      .00    1.00      2.8  .223E+02   1.00    28.48
** CMC HAS BEEN FOUND **
 The pollutant concentration in the plume falls below CMC value of  .140E+02
   in the current prediction interval.
 This is the extent of the TOXIC DILUTION ZONE.
** WATER-QUALITY STANDARD OR CCC HAS BEEN FOUND **
 The pollutant concentration in the plume falls below water quality standard
   or CCC value of  .140E+02 in the current prediction interval.
 This is the spatial extent of concentrations exceeding the water quality






   standard or CCC value.
     -7.28      .00    1.00      2.8  .374E+01   1.00    42.72
     37.74      .00    1.00      2.8  .627E+00   1.00    56.96
     82.76       .00    1.00     2.8  .105E+00   1.00    71.20
    127.78      .00    1.00      2.8  .176E-01   1.00    85.44
 Cumulative travel time =        92384. sec

END OF MOD274: ACCELERATION ZONE OF STAGED DIFFUSER


BEGIN MOD251: DIFFUSER PLUME IN CO-FLOW

 Phase 1: Vertically mixed, Phase 2: Re-stratified

 This flow region is INSIGNIFICANT in spatial extent and will be by-passed.

END OF MOD251: DIFFUSER PLUME IN CO-FLOW

** End of NEAR-FIELD REGION (NFR) *

 The initial plume WIDTH values in the next far-field module will be
  CORRECTED by a factor   .10 to conserve the mass flux in the far-field!

Recall that the plume is symmetric to the bank/shore on which the centerline
   (X-axis) is located.

BEGIN MOD241: BUOYANT AMBIENT SPREADING

Plume is ATTACHED to LEFT bank/shore.
  Plume width is now determined from LEFT bank/shore.

Discharge is non-buoyant or weakly buoyant.
  Therefore BUOYANT SPREADING REGIME is ABSENT.

END OF MOD241: BUOYANT AMBIENT SPREADING


BEGIN MOD261: PASSIVE AMBIENT MIXING IN UNIFORM AMBIENT

 Vertical diffusivity (initial value)   =  .281E-02 m^2/s
 Horizontal diffusivity (initial value) = .351E-02 m^2/s

The passive diffusion-plume is VERTICALLY FULLY MIXED at beginning of region.

Profile definitions:
  BV = Gaussian s.d.*sqrt(pi/2) (46%) thickness, measured vertically
     = or equal to layer depth, if fully mixed
  BH = Gaussian s.d.*sqrt(pi/2) (46%) half-width,
       measured horizontally in Y-direction
  ZU = upper plume boundary (Z-coordinate)
  ZL = lower plume boundary (Z-coordinate)
  S = hydrodynamic centerline dilution
  C = centerline concentration (includes reaction effects, if any)

Plume Stage 2 (bank attached):
      X        Y        Z        S       C        BV       BH       ZU      ZL
   127.78      .00    1.00      2.8  .176E-01   1.00      1.56    1.00       .00
   939.82      .00    1.00      9.7  .371E-02   1.00      5.52    1.00       .00
  1751.85      .00    1.00    13.5  .200E-02   1.00       7.65    1.00       .00
  2563.89       .00    1.00    16.4  .122E-02   1.00      9.30    1.00       .00






   3375.93      .00    1.00    18.9  .792E-03   1.00    10.70    1.00        .00
   4187.96      .00    1.00    21.1  .529E-03   1.00    11.94    1.00        .00
   5000.00      .00    1.00    23.1  .360E-03   1.00    13.06    1.00        .00
 Cumulative travel time =       107610. sec

 Simulation limit based on maximum specified distance =   5000.00 m.
  This is the REGION OF INTEREST limitation.

END OF MOD261: PASSIVE AMBIENT MIXING IN UNIFORM AMBIENT


Because of the fairly LARGE SPACING between adjacent risers/nozzles/ports,
  the above results may be unreliable in the immediate near-field of
  the diffuser.
A SUBSEQUENT APPLICATION OF CORMIXI IS RECOMMENDED to provide more detail
  for one of the individual jets/plumes in the initial region
before merging.


CORMIX2: Submerged Multiport Diffuser Discharges         End of Prediction File
22222222222222222222222222222222222222222222222222222222222222222222222222222







CORMIX SESSION REPORT:
XXXXXXXXxXXXXXXXXXXXXX XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
                  CORMIX: CORNELL MIXING ZONE EXPERT:SYSTEM
                      CORMIX v.2.10           May 1993
SITE NAME/LABEL:                Seabrook Harbor Mudflat
  DESIGN CASE:                  Multiport discharge with decay
  FILE NAME:                     stage2d.
Using subsystem CORMIX2:         Submerged Multiport Diffuser Discharges
  Start of session:              06/29/95--14:40:12

SUMMARY OF INPUT DATA:

AMBIENT PARAMETERS:
  Cross-section                           = bounded
  Width                            BS     =          500 m
  Channel regularity                      = 1
  Ambient flowrate                 QA     =          160 m^3/s
  Average depth                   HA      =            1 m
  Depth at discharge              HD      =            1 m
  Ambient velocity                UA      =          .32 m/s
  Darcy-Weisbach friction factor  F       =       0.0153
    Calculated from Manning's n           =        0.014
  Wind velocity                   UW      =            2 m/s
Stratification Type               STRCND = U
  Surface density                 RHOAS  =        1010.5 kg/m^3
  Bottom density                  RHOAB  =        1010.5 kg/m^3

DISCHARGE PARAMETERS:             Submerged Multiport Diffuser Discharge
  Diffuser type                   DITYPE = staged parallel
  Diffuser length                 LD      = 300 m
  Nearest bank                            = left
  Diffuser endpoints              YB1    =       48 m;    YB2 =      143 m
  Number of openings              NOPEN  =            35
  Spacing between risers/openings SPAC   =          8.82 m
  Port/Nozzle diameter            DO     =          .101 m
  Equivalent slot width           BO     =        0.0009 m
  Total area of openings          A0      =       0.0080 m^2
  Discharge velocity              UO     =          0.32 m/s
  Total discharge                 QO     =         .0906 m^3/s
  Discharge port height           HO      =          .33 m
  Nozzle arrangement              BETYPE = staged
  Diffuser alignment angle        GAMMA  =          18.4 deg
 Vertical discharge angle        THETA  =             0 deg
 Horizontal discharge angle      SIGMA  =             0 deg
 Relative orientation angle      BETA   =          18.4 deg
  Discharge density               RHOO   =        1010.5 kg/m^3
  Density difference              DRHO   =             0 kg/m^3
  Buoyant acceleration            GPO    =         .0000 m/s^2
 Discharge concentration         CO     =              2190 CFU-per-1OOmL
  Surface heat exchange coeff.    KS     =             0 m/s
 Coefficient of decay            KD     =      0.000116 /s

FLUX VARIABLES PER UNIT DIFFUSER LENGTH:
 Discharge (vdlume flux)         q0     =      0.001342 m^2/s
 Momentum flux                   mO     =      0.000207 m^3/s^2
 Buoyancy flux                   jo     =             0 m^3/s^3

DISCHARGE/ENVIRONMENT LENGTH SCALES :
  lq  =       0.00 m         lm =        0.00 m          1M =    99999.0 m






  Im' =    99999.0 m          lb' =    99999.0 m         la =    99999.0 m
  (These refer to the actual discharge/environment length scales.)

NON-DIMENSIONAL PARAMETERS:
  Slot Froude number               FRO         99999.0
  Port/nozzle Froude number        FRDO   =    99999.0
 Velocity ratio                   R      =       1.00

MIXING ZONE / TOXIC DILUTION ZONE / AREA OF INTEREST PARAMETERS:
 Toxic discharge                         = yes
  CMC concentration                CMC    =               14 CFU-per-1OOmL
  CCC concentration                CCC    =                14 CFU-per-1OOmL
 Water quality standard                  = given by CCC value
 Regulatory mixing zone                  = no
  Region of interest                      =      5000.00 m downstream

HYDRODYNAMIC CLASSIFICATION:

  I:FLOW CLASS  MU7 

  This flow configuration applies to a layer corresponding to the full water
  depth at the discharge site.
  Applicable layer depth = water depth =             1 m
**       *******************************
MIXING ZONE EVALUATION (hydrodynamic and regulatory summary):

X-Y-Z Coordinate system:
  Origin is located at the bottom below the port center:
             0.0 m from the left bank/shore.

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 =             .0176 CFU-per-1OOmL
  Dilution at edge of NFR                 =          2.7
  NFR Location:                         x =       127.78 m
    (centerline coordinates)           y =           .00 m
                                       z =         1.00 m
  NFR plume dimensions:       half-width =         85.44 m
                               thickness =         1.00 m

Buoyancy assessment:
  The effluent density is equal or about about equal to the surrounding
  ambient water density at the discharge level.
  Therefore, the effluent behaves essentially as NEUTRALLY BUOYANT.

Near-field instability behavior:
 .The diffuser flow will experience instabilities with full vertical mixing
  in the near-field.
  There may be benthic impact of high pollutant concentrations.

FAR-FIELD MIXING SUMMARY:
 'Plume becomes vertically fully mixed at       127.78 m downstream.
************** ********** 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)  =                14 CFU-per-1OOmL






  Corresponding dilution                 =        156.4
The CMC was encountered at the following plume position:
  Plume location:                      x =       -32.14 m
    (centerline coordinates)           y =          .00 m
                                       z =         1.00 m
  Plume dimensions:           half-width =         34.85 m
                               thickness =         1.00 m
 CRITERION 1: This location is within 50 times the discharge length scale of
              Lq = 0.089486 m.
 +++++ The discharge length scale TEST for the TDZ has been SATISFIED. ++++++

 CRITERION 2: This location is within 5 times the ambient water depth
              HD =            1 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          0.32 m/s.
   This is less than the minimum of 3.0 m/s recommended in the TSD.
 +++ The discharge velocity RECOMMENDATION for the TDZ has NOT been met. ++++

 *** 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                                    =                14 CFU-per-10OmL
  Corresponding dilution                 =       156.4
  Plume location:                      x =       -32.14 m
    (centerline coordinates)           y =          .00 m
                                          z =      1.00 m
  Plume dimensions:           half-width =        34.85 m
                               thickness =         1.00 m
********************* FINAL DESIGN ADVICE AND COMMENTS **********************
CORMIX2 uses the TWO-DIMENSIONAL SLOT DIFFUSER CONCEPT to represent
  the actual three-dimensional diffuser geometry. Thus, it approximates
  the details of the merging process of the individual jets from each
  port/nozzle.
In the present design, the spacing between adjacent ports/nozzles
  (or riser assemblies) is somewhat greater (in the range between
  three times to ten times) the local water depth. It is unlikely
  that sufficient lateral interaction of adjacent jets will
  occur in the near-field. However, the individual jets/plumes may merge
  soon after in the intermediate-field or in the far-field.

CORMIX2 may have LIMITED APPLICABILITY for this discharge situation.
  The results may be somewhat unrealistic in the near-field (minimum
  dilution may be overpredicted), but appear to be applicable for the
  intermediate- and far-field processes.
The user is advised to use a subsequent CORMIXl (single port discharge)
  analysis, using discharge data for an individual diffuser jet/plume,
  in order to compare to the present near-field prediction.
__________________________________________________________-___________________
This parallel diffuser lies in CLOSE PROXIMITY to the bank (shoreline). The
  shoreline will act as a REFLECTING BOUNDARY for the flow field. This effect
 has been represented by doubling all flow variables.
_REMINDER:  The user must take note that HYDRODYNAMIC MODELING by any known_
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.
* **** **********     **************************************************************
DESIGN CASE:                     Multiport discharge with decay
FILE NAME:                       stage2d
Subsystem CORMIX2:               Submerged Multiport Diffuser Discharges
END OF SESSION/ITERATION:        06/30/95--09:12:02
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX











Appendix D









    \(~~AV4.    The Department of Civil Engineering       Project/Problemn Set.               Sheet:_______  of ____
                College of Engineering and Physical Sciences                                  Calc. by: AkC,(,rRO,44i
                The University of New Hampshire
  Z            ~~~~~Kingsbury Hall                        Detail/Problem:                     Dae:(/,Rs/q
                33 College Road                              LIA'hr  alcam.L CGt1AIC44v~    Chck. by:
                Du~rham. New Hampshire 03 824-3591
                                                         Class: _   __Prof.  ___             Date:


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