EPA-600/3-77-010
January 1977
Ecological Research Series
    USER'S MANUAL FOR THE  M.I.T. TRANSIENT
            WATER QUALITY NETWORK MODEL -
                Including Nitrogen-Cycle Dynamics
                           for Rivers and Estuaries
                                   SB
        LU
        CD
                                   Environmental Research Laboratory
                                  Office of Research and Development
                                  U.S. Environmental Protection Agency
                                        Corvallis, Oregon 97330

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                 RESEARCH REPORTING  SERIES

 Research reports of the Office of Research and Development, U.S. Environmental
 Protection  Agency,  have been grouped  into five series. These five  broad
 categories  were established to facilitate further development and application of
 environmental technology. Elimination of traditional grouping was consciously
 planned to foster technology transfer and a maximum interface in related  fields.
 The five series are:
      1.    Environmental Health Effects Research
      2.    Environmental Protection Technology
      3.    Ecological Research
      4.    Environmental Monitoring
      5.    Socioeconomic Environmental Studies
 This report has been assigned to the ECOLOGICAL RESEARCH series. This series
 describes  research on the effects  of pollution on humans, plant and animal
 species, and materials. Problems are assessed for their long- and short-term
 influences. Investigations include formation, transport, and pathway studies to
 determine  the fate of pollutants and their effects. This work provides the technical
 basis for setting standards to minimize undesirable changes in living organisms
 in the aquatic, terrestrial, and atmospheric environments.
This document is available to the public through the National Technical Informa-
tion Service, Springfield, Virginia 22161.

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                                                      EPA-600/3-77-010
                                                      January 1977
USER'S MANUAL FOR THE M.I.T. TRANSIENT WATER QUALITY NETWORK MODEL-

     Including Nitrogen-Cycle Dynamics for Rivers and Estuaries
                                 by
           D.R.F. Harleman, J.E. Dailey, M.L. Thatcher,
           T.O. Najarian, D.N. Brocard, and R.A. Ferrara
                    Ralph M. Parsons Laboratory
                                for
                 Water Resources and Hydrodynamics
                  Department of Civil Engineering
               Massachusetts Institute of Technology
                  Cambridge, Massachusetts 02139
                      Grant No. 800429
                       Project Officer
                     Richard J. Callaway
             Marine and Freshwater Ecology Branch
          Corvallis Environmental Research Laboratory
                   Corvallis, Oregon 97330
          CORVALLIS ENVIRONMENTAL RESEARCH LABORATORY
              OFFICE OF RESEARCH AND DEVELOPMENT
             U.S. ENVIRONMENTAL PROTECTION AGENCY
                   CORVALLIS, OREGON  97330

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                              DISCLAIMER
     This report has been reviewed  by the Corvallis Environmental
Research Laboratory, U.S. Environmental Protection Agency, and
approved for publication.  Approval does not signify that the
contents necessarily reflect the views and policies of the U.S.
Environmental Protection Agency, nor does mention of trade names
or commercial products constitute endorsement or recommendation
for use.
                                ii

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                        FOREWORD
Effective regulatory and enforcement actions by the Environmental
Protection Agency would be virtually impossible without sound
scientific data on pollutants and their impact on environmental
stability and human health.  Responsibility for building this data
base has been assigned to EPA's Office of Research and Development
and its 15 major field installations, one of which is the Corvallis
Environmental Research Laboratory (CERL).

The primary mission of the Corvallis Laboratory is research on the
effects of environmental pollutants on terrestrial, freshwater,
and marine ecosystems; the behavior, effects and control of pollu-
tants in lake systems; and the development of predictive models on
the movement of pollutants in the biosphere.

This report concerns one aspect relating to the distribution of
variables in a well-mixed, coastal plain, estuary.  Interested
users should contact the Project Officer for program listings.
                                         A. F. Bartsch
                                         Director, CERL
                             •m

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                              ABSTRACT




     In July 1975, "A Real Time Model of Nitrogen-Cycle Dynamics in




Estuarine System," by Tavit 0. Najarian and Donald R. F. Harleman




(Technical Report No. 204, R. M. Parsons Laboratory for Water Resources




and Hydrodynamics, Department of Civil Engineering, M.I.T.) was pub-




lished.  This study presented the development of a water quality




engineering model for nitrogen-limited, aerobic estuarine systems.




The uniqueness of the model lies in its application of real-time




hydrodynamics, that is, the proper specification of mass transport




due to changes in magnitude and direction of flow with time in tidal




systems.  The model is intended to be used  in engineering decisions




regarding the degree of eutrophication due  to distributed and point




source loadings in estuaries.



     This user's manual contains a review of the theoretical back-




ground for the one-dimensional, real-time,  nitrogen cycle model, a




detailed discussion of the computer program including a complete




listing of the program, and an example of the application of the




model to hypothetical estuarine and river systems.




     This report was submitted in fulfillment of Grant No. 800429 by




Professor D.R.F. Harleman under the sponsorship of the U.S. Environ-




mental Protection Agency.  The report covers the period from July 1975




to June 1976, and work was completed as of  July 1976.
                                iv

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                         TABLE OF CONTENTS

                                                                Page
FOREWORD                                                        iii

ABSTRACT                                                        iv

TABLE OF~CONTENTS                                               v

LIST OF FIGURES                                                 viii

LIST OF TABLES                                                  x

LIST OF SYMBOLS                                                 xi

ACKNOWLEDGMENTS                                                 xxii

Ch. I     INTRODUCTION AND HISTORICAL DEVELOPMENT               1

          1.1  Introduction                                     1
          2.2  Historical Development Through 1975              2

Ch. II    DESCRIPTION OF THE MODEL                              5

          2.1  Overview of the Modeling System                  5
          2.2  Hydrodynamic Equations                           6
          2.3  Water Quality Equations                          8

Ch. Ill   APPLICATION                                           10

          3.1  Schematization of Natural Geometry               10
               3.1.1  Establishing a Network of Reaches         10
               3.1.2  Vertical Datums                           12
               3.1.3  Establishing Cross-Sections for           14
                      Each Reach
               3.1.4  Cross-Sections for Storage and            17
                      Conveyance
                      3.1.4a  Schematization to Double          17
                              Rectangular Section
                      3.1.4b  Schematization to Irregular       20
                              Section, Variable Top Width

               3.1.5  Simplified Cross-Sections                 21

          3.2  Calculation of Hydraulics                        21

               3.2.1  Selection of Ax and At                    23
               3.2.2  Boundary Conditions                       25
               3.2.3  Initial Conditions                        29
               3.2.4  Roughness Parameter Calibration           29
                      and Verification

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        3.3  Calculation Of  Water Quality

             3.3.1  Lateral Inflows and Injection Points       31
             3.3.2  Selection of Ax and At                      32
             3.3.3  Initial  And Boundary Conditions             35
             3.3.4  Dispersion Relationships                   38
             3.3.5  Salinity Modeling                           39
             3.3.6  Temperature Modeling                       40
             3.3.7  Carbonaceous BOD Modeling                  41
             3.3.8  Nitrogen Cycle  Modeling                    41
             3.3.9  Dissolved Oxygen Modeling                  50
            3.3.10  Fecal Coliform  Modeling                    51

Ch. IV  STRUCTURE OF THE COMPUTER PROGRAM                      53

Ch. V   PREPARATION OF INPUT DATA                               56

        5.1  Description of Card Groupings                      56
        5.2  Card Group A T* Solution Options,                  59
             Time Parameters, and Network Topology
        5.3  Card Group B - Hydraulic  Description              73
             Of The Reaches
        5.4  Card Group C - Water  Quality Description          82
             Of The Reaches
        5.5  Card Group D - Lateral Inflow Data               104
        5.6  Card Group E - Injection Data                    110
        5.7  Card Group F - Hydraulic Boundary                116
             Conditions At The Node
        5.8  Card Group G - Hydraulic Output Parameters       122
        5.9  Card Group H - Water  Quality Boundary            128
             Condition At The Node
       5.10  Card Group I - Water  Quality Output              134
             Parameters

Ch. VI  MODEL APPLICATION - TEST CASES                        140

        6.1  Description Of The Estuary Test Case             140
        6.2  Hydraulic Solution For Real-Time                 140
             Estuary Analysis
        6.3  Water Quality Solution For Real-Time             143
             Estuary Analysis
        6.4  Hydraulic And Water Quality Solutions
             For River Analysis
        6.5  Plotting Of Hydraulic  And Water Quality          144
             Solutions
        6.6  Discussion Of Test Case Simulations              144

Ch. VII PLOTTING PROGRAM                                      155
        7.1  Description Of Plotting Program
        7.2  Input Data                                       I55
        7.3  Example                                          166

                                 vi

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Ch. VIII      COMPUTER IMPLEMENTATION

              8.1  Overlay Structure Of FORTRAN Source
                   Program
              8.2  Input/Output Devices And Unit Numbers
              8.3  Program To Modify Dimensions
              8.4  Job Control Language (IBM)

                   8.4.1  Record Lengths, Block Sizes,
                          And Space Allocations

              8.5  Programmed Error Messages And Traps
                                                   PAGE

                                                    171

                                                    171

                                                    171
                                                    171
                                                    172

                                                    184


                                                    185
REFERENCES

APPENDIX I
INPUT DATA AND OUTPUT LISTING FOR ESTUARY
TEST CASE

I.a  Input Data For Estuary Hydrodynamic
     Solution
I.b  Partial Output From Estuary Hydro-
     dynamic Solution
I.c  Input Data For Estuary Water Quality
     Solution
I.d  Partial Output From Estuary Water
     Quality Solution

INPUT DATA AND OUTPUT LISTINGS FOR RIVER
TEST CASE

II.a  Input Data For River Hydrodynamic
      And Water Quality Solutions
II.b  Partial Output For River Hydro-
      dynamic And Water Quality Solutions
APPENDIX III  PROGRAM LISTING - MAGNETIC TAPE
APPENDIX II
186

188


189

192

198

204


214


215

220
                                   VII

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                              LIST OF FIGURES

FIGURE                                                            PAGE

 3.1    Network For Cork Harbour Study                             11

 3.2    Topology Of Cork Harbour Schematization                    13

 3.3    Simple Cross-Section Types                                 16

 3.4    Irregular Cross-Sections With Storage                       16

 3.5    Various Channel  Schematizatlons                            19

 3.6    Irregular Schematization, Parameters By Elevation          22

 3.7    Stage-Discharge  Curve                                      26

 3.8    Typical Control  Structure At Modes                         28

 3.9    5% Cutoff With Zero Quality Conditions                     33

 3.10   Ocean Boundary Water Quality Conditions                    37

 3.11   Nitrogen-Cycle Structure In Aerobic Aquatic Ecosystems     43

 3.12   Uptake Rate Reduction With Temperature                     47

 3.13   Mtrate-N Uptake Versus Ambient Ammonia-N                  48
        Concentration

 4.1    Basic Program Flow Chart                                   54

 4.2    Detailed Program Flow Chart                                55

 5.1    Schematic Representation of Card Group C                   83

 6.1    Schematic of Estuary And Treatment Plant Loadings         142

 6.2    Tidal Discharge  vs. Time In Estuary                       146

 6.3    Salinity Profiles In Reach II Of Estuary                  147

 6.4    Ammonia-N Concentrations In Estuary                       148

 6.5    Ammonia-N Concentrations In River                         150

 6.6    Nitrate-N Concentrations in Estuary                       151

 6.7    Particulate Organic-N Concentrations In Estuary           152
                                  viii

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FIGURE                                                         PAGE

6.8    Nitrate-N Concentrations In River                        153

6.9    Particulate Organic-N Concentrations In River            154

7.1    Generalized Flow Chart:   Plotting Program                156

8.1    Overlay Structure                                        173

8.2    Input Formats For Program To Modify Dimensions           176

8.3    General Flow Diagram Of  System To Modify                 177
       Dimensions

8.4    Flow Diagram Of Program  To Modify Dimensions             173
                                   ix

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                           LIST OF TABLES

TABLE                                                           PAGE

3.1    Transformation Matrix For An Aerobic Ecosystem           45

5.1    Water Quality Parameter Abbreviations                    65

5.2    Complete Symbolic Identification of Water Quality        66
       Parameters and Sequence of Identification

5.3    Default Meteorological Conditions                        84

5.4    Default Quality Conditions                               85

5.5    Default Nutrient Coefficients                            86

7.1    Input Data For Plotting Hydraulic Variables              167
       In The Estuary

7.2    Input Data For Plotting Water Quality Variables          168
       In The Estuary

7.3    Input Data For Plotting Water Quality Variables
       In The River

8.1    Input and Output Data Sets

8.2    List Of Basic Variables Determining Array Sizes          175

8.3    Compilation JCL                                          179

8.4    Link Editing JCL                                         181

8.5    Execution JCL                                            182

8.6    Plotting JCL                                             183

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                       LIST OF SYMBOLS
A
A

A
A
 core
 storage
BOD
b
 core
 total
b(x)
C
C
C
C
C-BOD
CSTR
C
C
 g
 min
cross-sectional area
a constant whose value depends on the nature of the
deposits (Equation 3.40)
b     + (b,. .. . - b    )d' (Figure 3.1)
 core     total    core       °
conveyance area, = b    d
surface area
area of section that does not participate in conveyance,
' (btotal - bcore>d?
coefficient of horizontal eddy diffusivity
coefficient of horizontal eddy diffusivity
a constant
ratio of nitrogen to chloraphyll-a
Biochemical Oxygen Demand
width corresponding to conveyance area
total surface width of channel
total surface width of the channel
Chezy coefficient
carbon  (Figure 2.1)
cloud ratio (Equation 3.7)
concentration of C-BOD (Equation 3.10)
Carbonaceous Biochemical Oxygen Demand
continuously stirred tank reactor
concentration of phosphorus in water  (Equation 2.5)
filtering rate of zooplankton
concentration of NH--N above which NO--N uptake rate is
minimum
                             xi

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c        concentration of storage variable In ppm

c        maximum grazing rate (Equation 3.33)

c        c(x,t) actual concentration of DO (Equation 3.41)

c"       computed concentrations of water quality variables at
         nodal points

c.       concentration of species In the lateral inflow
 Li
c*       concentration of species in the point source

c        saturation concentration of DO
 s
c        time rate of change in the concentration of a storage
         variable, i.e., TTT

c(s)     the value of the variable at a distance s from the upstrei
         node of the element

D        dissolved oxygen deficit

D        a constant concentration at which P^ equals zero
         (Equation 3.33)

D        assembled system matrix

D        element matrix



DEM      dynamic estuary model

DO       Dissolved Oxygen

DOD      dissolved oxygen deficit

DON      Dissolved Organic Nitrogen (N?)

d        core depth

d1       average depth of storage area

d        depth to centroid of core area

E        dispersion or diffusion coefficients
                               xii

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E,        longitudinal dispersion coefficient, E(x,t)




KN        natural  light extinction coefficient




E         Phytoplankton self-shading coefficient




F. (x,t)    temporally and spatially varying dispersion coefficient

         Taylor's dispersion coefficient
                                     2
 I.        dispersion coefficient in ft /sec
 x , y , 7.



 E        maximum rate of ingestion (Equation  3.35)




 e        atmospheric vapor pressure
 3



 e        saturation vapor pressure




 F        assembled system matrix




 FA       flux of species across a section




 F        element matrix





 F2 !•
 F  '      conversion factors of NH_-N to algae 1 and algae 2 biomass

         (Equation 2.17)         J




 V2 i     conversion factor between C. and C_  (Equation 2.13)




 f(W)     wind function




G        rate of zooplankton grazing (day  )




G  (I,T,f,h,k)   the functional relationships of the growth rate and

         solar radiation I, Photo period f, water temperature T, depth

         H, and light extinction coefficient k




f-p       growth rate of phytoplankton





g        gravitational acceleration (Equation 3.3)


                                                    2 _i     _i

g        zooplankton grazing rate in (gram zoopl-C/m )  (day)

         (Equation 2.8)




H        H(x,t), depth of flow




h        depth from water surface to  horizontal datum
                               xiii

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 I         rate  of  ingestion per unit concentration of grazer

          (Equation  3.35)



 I         incident solar radiation at the water surface
 o


 I         optimum  solar radiation intensity
 S


 k         extinction coefficient (Equation 2.4)



 K         estuary  dispersion parameter  (Equation 3.5a)



 K         time  constant for transformation process (Equation 2.1)



 K         assembled  system matrix



 K         rate  of  C-BOD decay (Equation 3.10)



 KC-BOD    oxidation  rate of carbonaceous organic matter



 K         half  saturation constant for  1th storage variable



 K.        element matrix



 K         half-saturation constant
 S


 K.        half-saturation concentration for NH.-N



 K-        half-saturation concentration for NO.-N



 K^        half-saturation concentration for Phyto-N



 k         empirical constant (Equation  2.12)



 k         half-saturation constant for  carbon (Equation 2.15)



 k         half saturation constant for HH.-H uptake by algae 1

  1       and algae 2 (Equation 2.17)



 kd i      decay coefficient of C.  (Equation 2.13)



 kd 1      oxidation rate of HH.-N to HO.-N (Equation 2.17)



kd ^     decay and ammonlfication of detritus



k        extinction coefficient
                            xiv

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k1       natural extinction coefficient
 e


k^       half saturation constant for light intensity (Equation 2.15)



k        half saturation concentration of inorganic nitrogen
 mn


k^       half-saturation constant for phosphorus

  P

k        half-saturation constant for nitrogen (Equation 2.15)
 n


k        half-saturation constant for phosphorus  (Equation 2.15)



k        reaeration coefficient  (Equation 2.13)



k        rate of reaeration



k        characteristic constant concentration (Equation 2.16)
 5


k        concentration of limiting nutrient at which uptake rate

         = 1/2 V    (Equation 2.11)



k»       rate of natural death of phytoplankton



L        length of estuary (to head of tide)(Equation 3.5a)



L        width of field at distance y from diffuser (Equation 2.12)



M        mortality rate (Equation 2.14)



m        multiplying factor for bends and channel irregularities



m        conversion factor (Equations 2.3 and 2.4)



m        multiplying factor (Equation 3.5a)



m        constant coefficient (Equation 3.24)



N        concentration of living organisms (Equation 2.1)



N        Nitrogen (Figure 2.1)



N        nutrient concentration  (Equation 2.9)



N        l--reduction factor (for phosphorus) (Equation 2.5)



N        concentration of N-cycle variable  i = 1,2,...,7



N (t)    concentration of N-cycle variables at any time t
                               xv

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N*n      initial concentrations of N-cycle variables at tine t - 0



N°       concentration of N-cycle variable in influent discharge



N__,      concentration of inorganic nitrogen
 IN


N        concentration of PO.-P



NH -N    Ammonia Nitrogen (N^



NO2-N    Nitrite Nitrogen (N2>



NO3-N    Nitrate Nitrogen (Nj)



N        Armenia Nitrogen (NH3-N)



N        mj~tt concentration beyond which NOj-N uptake by

  c      phytoplankton is minimal



N_       aononia-nitrogen concentration (Equation 2.18)



N2       Nitrite Nitrogen (N02~N)



N_       Nitrate Nitrogen (NO.J-N)



N,       Phytoplankton Nitrogen (Phyto-N)



N-       Zooplankton Nitrogen (Zoopl-N)



N,       Particulate Organic Nitrogen (PON)
 b


N        Dissolved Organic Nitrogen (DON)



n        number of adjacent elements (Equation 2.13)



n        Mannings friction coefficient (Equation 3.4)



n        constant coefficient (Equation 3.23)



P        phosphorus (Figure 2.1)



P        phytoplankton population (Equation 2.2)



P        concentration of phytoplankton in terms of limiting

         nutrient concentration in phytoplankton (Equations 2.10  and

         3.33)



P.        euphotic depth-averaged photosynthetic rate  (Equation 2.2)
 n
                               xvi

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P        threshold level of phytoplankton at which the grazing rate
         falls to zero

Phyto-N  Phytoplankton Nitrogen  (N.)

PON      Particulate Organic Nitrogen  (N-)

Q        instantaneous tidal and freshwater rate of flow, Q(x,t)

Q        point source discharge  rate
 L*

q        dispersive flux term at interior nodes

q        prescribed dispersive flux boundary condition

q        lateral inflow per unit length

q        instantaneous (tidal and freshwater) flow velocities
 x,y, z

R        rate of respiration (Equations 2.2 and 2.13)

R        uptake of limiting nutrient by phytoplankton (Equation 2.9)

R        rate of oxygen uptake by benthal microorganisms

R        hydraulic radius
 h
R.,       rate of transformation of element nitrogen from storage i
         to storage k

(R   ) .  maximum NO--N uptake when NH_-N concentration is zero

(R   )_,  minimum NO.-N uptake at high NH.-N concentration

R        respiration rate at 0°C (Equation 2.7)

R        rate when temperature is optimal

RT       biological reaction rate at temperature T (Equation 3.21)

R^,       respiration rate at T°C (Equation 2.7)

Red      growth rate reduction factor due to NH_-N scarcity in the
         environment

Red-     growth rate reduction factor due to NO--N scarcity in the
         environment

r        reduction in the rate of biomass production due to variation
         in solar radiation intensities (Equation 3.25)
                               xvii

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 r        a constant, 0.069  (Equation 2.7)

 r        time rate of increase in the mass of a species due  to
          external sources per unit volume

 r^       time rate of increase in the mass of a species due  to
          transformations per unit volt
 S        substrate concentration (Equation 2.16)

 S        concentration of salinity or dye (Equation 3.9)
                                       r
 S        point source of a species in — £•  (Equation 4.9)

 S        rate of mass injection of a species per unit vol
          (Equation 4.33)

 S'       distributed species source

 (Sex)i   external sources and sinks of the nitrogen cycle variables

 (Sli))1   internal sources and sinks of the nitrogen cycle variables
          which results from transformations

 Sp       source term for phytoplankton biomass • (G_  - D  )P
   J                                                 J     J  J
 S1       settling rate (Equation 2.13)

 S.W.      seawater

 S         salinity,  S(x,t)

 SQ       ocean salinity

 s         normalized non-dimensional distance  to the location
          of  the variable from the upstream node (Equation 4.17)

 s         - s/s  where s(x,t)  is  the spatial and temporal distribution
          of  salinity in  ppm

 T         temperature

 T         tidal period (Equation  5.11)
TR       transformation from storage variable  i  to  storage variable J
Tfl       atmospheric temperature

Tmax     temperature above which K^ - 0

T  t     optimum temperature
                              xviii

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T        water surface temperature
 s


t        time



U        fresh water through-flow velocity



U(t)     temporal velocity in the channel



U        maximum tidal velocity



u        average cross-sectional longitudinal velocity of

         conveyance area (A    ) (Equation 3.3)



u        u(x,t) tidal velocity (Equation 3.5)



11        maximum ocean velocity at the ocean entrance
 o


V        1-reduction factor  (for phytoplankton sinking)(Equation 2.6)



V        uptake rate (Equation 2.16)



V        volume of node (CSTR) (Equation 2.13)



V        cross-sectional average flow velocity (Equation 3.44)



V        maximum uptake rate
 max


v        velocity in y direction



WHO      waste heat discharge



x        longitudinal direction



x        end point of the reach



x        origin of the reach
 o


x        = x/L



y        lateral direction



y  ,y     percent of ammonia  uptake preferentiality  by  algae  1  and

         algae 2 respectively



y        percent of NH--N release in decay of  detrital biomass
                                 xix

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 Zoopl-N  Zooplankton Nitrogen (N_)




 Z        concentration of  zooplankton in terns  of  carbon,  nitrogen,

          or total  biouass  (Equation 3.33)


                        2

 Z        gran Zoopl-C/m  (Equation  2.8)




 Z.        concentration of  zooplankton bionass in the jth volume segment




 z        depth of  euphotic zone  (Equation  2.4)




 z2        depth of  mixed layer  (Equation  2.6)




 a        ammonia preference factor




 OpC^ou  constants to be evaluated




 Y        specific weight




 YC        (specific weight) (specific  heat) in BTU/sec-ft.




 Am  •> -    length of the first or last  element
  m—^,m



 V       Vector differential operator




 6(x*)    delta function centered at x*




 n       computed ocean boundary dispersive flux




 0       a temperature constant




 p       fluid density




 P01      phytoplankton sinking




 p~2      fish predation on zooplankton




 p.^      ammonia uptake by phytoplankton




 Pj^      nitrate uptake by phytoplankton



 p-5      nitrogen fixation




p_.       zooplankton grazing




P32      zooplankton respiration




P4Q      upr/elllng of deep oceanic waters rich in NO~-N
                                xx

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.       incident atmospheric  radiation
 a
        reflected atmospheric  radiation
 cl r



hr      long-wave radiation  from surface




        net flux of heat
 n



        heat flux due  to conduction




4>        evaporative heat flux




<{>        net radiation




        reflected solar radiation




4>        short-wave incident  solar radiation




M        growth rate (Equation  2.13)




1/d      concentration of phytoplankton  at which  I  = 2/3 E
                                    xx i

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                           ACKNOWLEDGMENTS






     Primary support for this study came from the U.S. Environmental




Protection Agency, Grant No. 800429.  The project was administered




under the Marine and Freshwater Ecology Branch of the Corvallis




Environmental Research Laboratory by Mr. Richard J. Callaway.  The




continued support and encouragement given by Mr. Callaway throughout




the study is gratefully acknowledged.




     Mr. Aldo Alvarez, Research Assistant in the Ralph M. Parsons




Laboratory, assisted in the preparation of the test cases used in




this document.  Computer work was done at the M.I.T. Information




Processing Center.
                                 xxii

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              I.   INTRODUCTION AND HISTORICAL DEVELOPMENT




1.1  Introduction



     This manual describes the development and the application of a real



time water quality model for estuarine ecosystems.  The developed model



solves the one-dimensional continuity and momentum equations to generate



the temporal and spatial variations in the tidal discharges and elevations.



This information is used in the solution  of the conservation of mass



equations for the water quality variables.  The solution of these equations



employs an implicit finite element scheme to determine the temporal and



spatial variations of the following water quality variables:



     1)  Salinity-coupled to hydrodynamics through a state equation,



     2)  Temperature-coupled to transformation rates,



     3)  Carbonaceous BOD-coupled to dissolved oxygen equation,



     4)  Nitrogen-cycle variables - intra-cycle and extra-cycle



         coupling



         NI - Ammonia-N



         N2 - Nitrite-N



         N- - Nitrate-N



         N, - Phytoplankton-N



         N5 - Zooplankton-N



         N, - Particulate Organic-N
           b


          N, - Dissolved  Organic-N



      5)   Dissolved oxygen-coupled to  CBOD and nitrification,



      6)   Fecal  coliform.

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     The structure of the model is a closed matter flow loop for the

element nitrogen and It is developed under the assumption that the

dominant activity in the estuarine ecosystem is aerobic and that nitrogen

alone limits the growth of organisms.  The predominant characteristics

of the model include the following:

     1.  Strict adherence to the mass conservation principle as applied

         to the element nitrogen.

     2.  The ecosystem  model is coupled with a real-time hydrodynamic

         transport  system as opposed to a tidal-average or slack-tide

         approximation.

     3.  The structure of the model was formulated such that the  level

         of complexity would not be too complex to the point of

         diminishing returns, nor too simplified to the point where

         rate-governing parameters must be determined by curve fitting

         the available field data.

 1.2  Historical Development Through 1975

     This model combines the work of many investigators.  A brief history

 begins with the development of  the hydrodynamic section of the model done

 by Gunaratnant  and Perkins  (1970).  They developed a high accuracy

 numerical  scheme for  the solution of unsteady flow in open channels

 using weighted residual or Galerkin Techniques  (Finite Element Method).

 They also developed the framework for the application of this solution

 to a network of open channels.

     Dailey and Harleman  (1972) developed a numerical model for unsteady
                            t
water quality  transport also using Galerkin Techniques.  This model was

combined with  the  hyd rodynamic model of Gunaratnam and Perkins and the

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resulting combined model incorporated the proposed network formulation.




The Dailey and Harleman network model provided for the prediction of




transient velocities, elevations, and concentrations of salinity,




temperature, B.O.D. and D.O.  The salinity intrusion calculations were




baaed on the work by Thatcher and Harleman (1972) which provided a




longitudinal dispersion relationship depending upon gross stratification




conditions, thereby freeing the solution from field data requirements




for the determination of dispersion coefficients.  The hydrodynamic




calculations are weakly coupled to the salinity distribution through




the salinity-density relationship.  Temperature calculations were




based on the excess over equilibrium simplification and the B.O.D. -




D.O. calculations were made with the B.O.D. solution feeding forward




to the D.O. equation.  No formal publication of a user's manual was




made due to monetary restrictions and the knowledge that modifications




to the Dailey and Harleman model would be  forthcoming.




     The temperature portion of the model was reformulated by Harleman,




Brocard and Najarian (1973) so as to incorporate more generally applicable




meteorological parameters into the model and release the constraint of the




constant surface heat decay coefficient and equilibrium temperature




hypotheses.




     Applications of the model led to a variety of modifications, the




broadest application being to the St. Lawrence River and Estuary, a study




sponsored by the Canadian Departments of the Environment and Transport




and Quebec Service de Protection de 1'Environment and Ministere des




Richesses Naturelles.  This study was executed by Surveyer, Nenniger &




Chenevert Inc.  and Carrier, Trottier Aubin (1973, 1974).  The application

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included provisions for control structures and the addition of other




water quality parameters including an interactive nutrient model.




Thatcher, Pearson and HayorTMora(l975) have described the application to




both riverine and estuarine portions of the St. Lawrence River from




Cornwall to Montmagny, a distance of 275 miles (443 km).




     The most recent modification to the network model is the




incorporation of a real-time nitrogen cycle model by Najarian and




Harleman (1975).  This most recent addition consists not only of the




calculation of the nitrogen-cycle dynamics in terms of seven forms of




elemental nitrogen, but also has recast the numerical water-quality




solutions of Dailey and Harleman in terms of a higher order finite




element.  The need for a published user's manual was recognized by the




National Environmental Research Center, U.S. EPA, Corvallis, Oregon




and their support has enabled the documentation of the model at this




stage of its development.   It will undoubtably be further modified by




its users ~ but this manual will serve as a necessary common benchmark.

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                     II. DESCRIPTION OF THE MODEL




2.1  Overview of the Modeling System




     An overview of the modeling system can be formulated In terms of the




basic function of the model.  If one considers the "knowns" and "unknowns"




of this modeling system, it is apparent that the model consists of known




geometry, initial conditions and boundary conditions.  Its function is to




produce a solution consisting of the flow, surface elevations, and water




quality concentrations (or temperature).  Thus in a structured sense the




modeling system can be regarded as, (1) a means of mathematically des-




cribing the geometry of the river or estuary system; (2) a means of




mathematically specifying the  initial conditions of flow or of water




quality in the model; (3) a means of mathematically describing the




boundary condition of flow and of water quality; and (4) a means of




mathematically calculating a solution to the appropriate equations so




that the model can predict the unknown hydraulic and water quality




parameters.




     The purpose of this report is to explain to the user of this modeling




system how to prepare input data so as to successfully specify the above




four enumerated constituents of the model.  The user can specify a




branching and/or looping network of channels called reaches.  Each reach




can be of variable cross-section along its longitudinal axis.  Storage




volumes are provided for along the reach and any number of concentrated




or distributed water quality loadings can be specified along each reach.




The flow regime can be that of a river system, steady or time-varying or




it can be that of an estuarine system with an unsteady tidal elevation




driving the circulation at the ocean boundaries in combination with the




upstream inflows.  As many applications require  a repeating tidal




                                    5

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condition  and steady tributary inflows this condition is especially



provided for as  the quasi steady-state tidal condition.



     The model which accomplishes these calculations is available as a



FORTRAN IV program with  4445  source statements  (not counting comments)



and  consisting of 47 routines.  The reason that this computer program is




so large is twofold.  First it must be recognized that for the model to



be useful to many users, it must be able to describe a wide variety of




geometries, initial conditions and boundary conditions.  In order to



provide this flexibility the  computer program must be extensive in terms



of the number of different kinds of conditions for which it can provide



a solution.  Secondly, as described in Section 1.2, the computer program



is the result of many different researchers and is a developmental



program.  To this date there  has been no possibility to stop all develop-



ment and, with the enormous leverage of hindsight, reprogram the entire



computer system  with efficiency  and simplicity as aims.  The result is



a collection of  many different subroutines, some of which may seem



awkward.  The authors acknowledge the fact that such a computer program



is far from the  ideal of today's programming techniques; i.e., structured,



modular, and top down programming, however it has been very useful in its



present form.



2.2  Hydrodynamic Equations




     The derivation of the unsteady one-dimensional continuity and



momentum equations used  in this model may be found in Daily and Harleman



(1972).  The continuity  equation is:







                         -0                                   C2-1}

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and the momentum equation is:



       f\ y-v     r\      «"\ 1       ** "•

where

     B   = channel top width in  ft.

     h   = depth from water surface to an arbitrary horizontal datum in ft.

     Q   = cross-sectional discharge in ft /sec
                                               3
     q   = lateral inflow per unit length in ft /sec/ft

     u   = average cross-sectional longitudinal velocity in ft /sec
                                               2
     g   = gravitational acceleration in ft/sec

     R,   = hydraulic radius in ft.

     A   = the cross^aectional area where there is longitudinal flow
                               2
           in the channel in ft

     C   = Chezy coefficient

     p   = fluid density

     d   » depth to the centroid of the channel cross-section in ft.

     The Chezy coefficient is expressed in terms of Manning's roughness n.

This permits the natural roughness of the channel to be specified as a

function of x.  The spatial and temporal variation of the friction

coefficient is expressed by:
          c(x,t) =      lCx.t)]                                (2.3)
     The cross—sectional areas used in the momentum equations and the

mass conservation equations are not necessarily the same.  In fact, they

differ with the description of channel schematization.  Estuaries may

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have ecibayments which  store water under  the varying tidal stage.  These




regions do not contribute  to  the conveyance in .the longitudinal direction.




Therefore, the cross-sectional  area used in the momentum equation is the




area where there  is  longitudinal flow and the top width used in the




continuity equation  is the total top width.  On the other hand, the total




cross-sectional area is used  in the mass conservation equations to




reproduce the correct  volume  of the estuary for mixing pollutants.




Detailed considerations of storage and conveyance volumes are considered




in Section 3.1.4.




     The numerical solution of  the continuity and momentum equations is




carried out  in real  time,  i.e., the tidal discharges Q(x,t) and cross-




sectional areas A(x,t) are computed in intervals of the order of half an




hour.  The fundamental reason for the use of a real time formulation of




the transport processes in the  ecosystem model as opposed to the more




"economical" tidal average or slack-tide formulations lies in the fact




that the temporal and  spatial distribution of the mass concentrations




of species are neither uniform  nor steady within a tidal period in an




estuary.  Furthermore, the natural upstream advection of species from




the point of discharge during flooding tide can only be simulated with




'real  time*  hydrodynamics.  A 'real time* hydrodynamic model can simulate




the tidal flushing of  pollutants at the  ocean boundaries of estuaries.




It  can also  simulate the lag  in tides between the downstream and the up-




stream reaches in a  relatively  long estuary.




2.3 Water Quality Equations




     Since in streams  and  estuaries the  dominant direction of flows is




longitudinal, the assumption  can be made that at any x, a lateral and




vertical homogeneity in the concentration of the variable under investi-




                                   8

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gation exists.   Thus,  we may write  the one-dimensional form of the

conservation of mass equation with  internal and external sources and

sinks as:


     ft(A<> *  fc «<> - k (A  *L ltj± V1 ± Vs             (2'4)


where

      c  = concentration of a variable,  c(x,t) ppm
     j\
     •5—  = instantaneous time rate  of change

     •5—  = rate of change  in longitudinal direction, x
                                                         2
      A  =  cross sectional area of the  stream, A(x,t), ft
                                                           2
     E   -  longitudinal dispersion coefficient, E  (x,t), ft /sec
      LI                                          LI
     r,  =  time rate of increase in the mass of a  species due to
                                                               3
            internal transformations per unit volume, Ibs/sec/ft

     r   =  time rate of increase in the mass of a  species due to
                                                       3
            external sources per unit volume, Ibs/sec/ft
                                               3
      Y  =  specific weight of  the  fluid, Ibs/ft
      Q  =  instantaneous  (tidal and freshwater) rate of flow,

             Q(x,t),  ft3/sec

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                          III.  APPLICATION






3.1   Schemattzatton of Natural Geometry




      The first step In mathematical modeling is a numerical description




of the study area.  Charts, maps and other data sources should be




assembled  in  order to provide the necessary geometric data.  As the




numerical  description is an approximation of the actual waterbody,




decisions  must be made as to  the degree of approximation required by




the  particular study being made.  A trade off between detail of rep-




resentation and higher cost of modeling is inevitable.  In some cases




it may be  useful to make more than one schematization of the  study area,




the  two having distinct levels of approximation.  This section presents




the  steps  required to perform a schematization.




      3.1.1 Establishing a Network of Reaches




      The study area must be represented by a network of reaches of variable




area. The points of confluence of these reaches (nodes) are mathematical




points, that is to say they do not have any volume of water associated




with them.  With  his chart or map of the study area in front of him,




the  user should establish a longitudinal axis for each of the reaches




which define his network.  For some very large systems it may be desirable




to set up  subnetworks.  The longitudinal axis of each reach constitutes




the  fundamental reference for all the calculations of hydrodynamics and




of water quality for that reach.  The reach geometry will then be




further specified by selecting representative cross-sections along the




longitudinal axis.  A typical network for Cork Harbour, Ireland, is




shown in Figure 3.1.  Due to  the  fact that the illustration does not




show depth contours the rationale for choosing the particular network






                                  10

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                                       Ocean
FIGURE 3.1  NETWORK FOR CORK HARBOUR STUDY

-------
is not apparent.  Each application has Its required level of detail and




this leyel will determine the selection of reaches.  In some cases




water areas can be represented as adjacent storage areas of a reach




instead of being incorporated into the model as additional reaches.




Storage considerations are described in Section 3.1.4.




     Figure 3.2 illustrates the topology of the network corresponding to




Figure 3.1.  The reaches and nodes must be clearly identified by numbers.




Reaches are identified by numbers which are entirely arbitrary and need




not follow any particular sequence, however the nodes must be numbered




sequentially starting with the number 1.  Furthermore, economy of




computation results if the node-numbering system is designed so that




the difference between the node numbers at the beginning and at the end




of each reach is kept to a minimum.  The example shown in Figure 3.2




shows a maximum difference of 4.




     3.1.2  Vertical Daturns




     In many cases the geometric data describing the waterbody will be




relative to a single horizontal datum.  In cases where an estuary Includes




a significant upstream or riverine portion, the nautical charts  may




refer to some local water plane such as local mean low water or local




mean river level.  Depending on the extent of the waterbody, different




charts may refer to different datums.  In such circumstances, and in the




obvious case of river  systems, the vertical datums must be known to




the user so that he can correctly relate all vertical geometry to a




common datum.
                                 12

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FIGURE 3.2  TOPOLOGY OF CORK HARBOUR SCHEMATIZATION




                        13

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     3.1.3  Establishing CrossTrSectlons for Each Reach




     The M.I.T. Network Model defines the geometry of the water body along




a particular reach by Interpolation between the cross-sectional data




submitted by the user.  In this manner the user need define only as many




cross-sections as he finds necessary to represent the principal geometric




features of the reach.  For a canal this could be the specification of




one single cross-section.  In cases where it is not deemed necessary to




represent the cross-section in great detail, a rectangular, trapezoidal,




or double rectangular schematization may be selected.  Otherwise, the




transverse properties of the reach can be described by an Irregular




cross-section.




     In selecting the number of cross-sections the user should be guided




by  the knowledge that the computer program will interpolate linearly




between the defined cross-sections.  This means that in order to correctly




represent geometrical features of importance such as an abrupt widening




of a reach, the user must define a number of cross-sections sufficient




to represent the change in the cross-sectional area.




     The user must also specify a computational increment, Ax, that is




small enough to represent changes in geometry.  There is always the




danger of defining a Ax that is larger than the distance between two




cross-sections.  A rule of thumb could be that the Ax for hydrodynamlc




calculations should be at least as small as the shortest distance between




any two user-specified cross-sections.  The hydrodynamlc calculations will




be made using a computational increment, Ax, that is constant for each




reach,  but which may change from reach to reach.




     The water quality calculations permit a variable Ax, thereby allowing
                                14

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finer resolutions in those portions of the waterbody where concentration




gradients are the largest.




     With the exception of the cross-sections that are rectangular,




trapezoidal, or circular, (Figure 3.3) the cross-sections must represent




not only the ability for conveying water but also the ability to store




water.  That is to say for many cases it is necessary to provide for




volumes of water which do not participate in the longitudinal momentum




equations, but none the less must be accounted for in terms of the




continuity equation.  Thus a provision has been made called an irregular




cross-section whereby the user can specify the cross-sectional area that




is divided into a conveyance or core area and a non-conveyance or storage




area.  Figure 3.4 illustrates the two irregular cross-sections provided,




Figure 3.4a being the general irregular cross-section with storage area,




and Figure 3.4b being the double rectangular cross-section.  The double




rectangular cross-section is also referred to as an irregular cross-




section of constant top width, the completely irregular cross-section




being referred to as an irregular cross-section of variable top width.




     The parameters used for the hydrodynamic water quality calculations




are functions of depth.  For the definition of simple cross-sections this




dependency upon depth can be calculated by the computer program itself.




But for the completely irregular cross-section of varying top width, the




cross-section must be defined so that the variation of its parameters as




a function of depth is specified by the user.
                                    15

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   	  BW 	J

    RECTANGULAR
H— BW

TRAPEZOIDAL
CIRCULAR
FIGURE 3.3  SIMPLE CROSS-SECTION TYPES
                    CONVEYANCE WIDTH
             STORAGE
                                      a. Irregular with storage.
                                         (Topwldth varies with water
                                         surface)
                                   CONVEYANCE AREA
                                      b. Double Rectangular
                                          (Topwidth Constant)
FIGURE 3.4  IRREGULAR CROSS-SECTIONS WITH STORAGE
                                 16

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     3.1.4.  Cross-Sections for Storage and Conveyance





     The need for cross-sections which provide for both a conveyance




 (core) area and a storage area is satisfied by either the constant or




variable top width irregular cross-section.  These cross-sections are




those illustrated in Figures 3.4a and 3.4b.  The need for storage




considerations comes from two distinct aspects of schematizing the




3-dimensional waterbody to a system of parameters all related to




specified locations along a longitudinal axis.  This one-dimensional




schematization requires a provision for portions of the cross-section




which corresponds to water that is not moving in the longitudinal




direction at all, or in some cases is moving relatively slowly as




compared to the water in the conveyance area.





     3.1.4a  Schematization to Double Rectangular Section





     The plan view of Figure 3.5a shows a typical estuary reach




containing an embayment.  The water in the embayment does not




participate in the longitudinal tidal transport, however, it fills




and empties with the change of water surface elevation.  The embayment




acts as storage, and in cases where the surface area of such




embayments is a significant percentage of the total surface area,




the schematization should represent the storage action.
                                  17

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     The schematization employed is based on the determination of



a conveyance or core area which is defined in terms of a width



b     and a depth d    .  This requires that the user determine an
 core         *    core          n


average cross-sectional area and width for the conveyance area.



This area is then represented in rectangular form by dividing it



by the average width to obtain the depth, d.




     Figure 3.5b shows how this core area is joinged to a storage



area.  To define the storage area it is necessary to define a



depth of the storage area, d'.  This depth, multiplied by the



surface area of storage, A        , yields a volume of storage
V        .  To obtain an equivalent cross-sectional storage area



A        , the volume of storage is divided by the length between
 StOf clgG


cross-sections Ax.  Further division of this cross-sectional



storage area by the storage depth, d1 gives the equivalent width,



b        , of the schematized rectangular cross-section.   These
 s t o r &K c


relationships area:
          V fc      = As         d'
           storage     storage
          A        _  storage
           storage      Ax
                                   18

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   STORAGE



   CORE  OF


   CONVEYANCE
                                EMBAYMENT (A  Storage)
                                            5
                                      LONGITUDINAL AXIS
                          (a)  PLAN


td'
d '
5* '
"total
1* t> ±
storage
• 1 STORAGE AREA

.
— »•
core

CORE
AREA
Datum





                                                      MEAN WATER LEVEL
         (b)   CROSS-SECTIONAL REPRESENTATION IN TERMS

              OF  CORE  AND STORAGE AREAS





U)  and  (b)   SCHEMATIZATION _•• IRREGULAR CHANNELS

             WITH EMBAYMENTS OR STORAGE AREAS
            H-
         T
         d
b     at d/2
 core
/ MEAN WATER LEVEL




 SLOPE, SS
          (c)   SCHEMATIZATION  -  TRAPEZOIDAL CHANNEL




             FIGURE  3.5  VARIOUS  CHANNEL SCHEMATIZATIONS
                                  19

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                     A            A"
                   «  storage  „    storage
           storage      d'           Ax
The final relationship shows how the schematization process spreads out
the surface area over the length between cross-sections, Ax.
The data required by the computer program for each section is:
      1.  the core width, b      (BS)
                          core
      2.  the core depth, d  (CORE)
      3.  the total width, b  fc  , = b     + b t      (B)
                        '  total    core    storage v
      4.  the storage depth, d'  (DST)

It must be remembered that the depth is with respect to mean water
level, which must be defined for this type of cross-section.
      3.1.4b  Schematization to Irregular Section. Variable Topwidth
      This cross-section is  the most general that can be defined, and
is the one which best corresponds to cross-sections found in a natural
environment.  It can be constructed from bathymetric surveys, or from
data  given in a chart or map.  The principal involved in this type of
schematization is that the parameters used by the computer program for
its   calculations will be defined as functions of water surface elevation
by the user.  This means that the user must provide for each of several
surface elevations the total top width (TW), the core width (CW), the
core  area (AREA), the wetter perimeter (WPERM), and the total cross-
section area (TAREA).  The surface elevation at which these values are
to be supplied must be determined by the user.  That is to say, the
user must provide a table of incremental surface elevations and the
corresponding parameters.   The  computer will interpolate within this
table for the values of these parameters when the calculated surface
                                 20

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elevation lies between the calculated values.  Reference 10 describes a




small computer program that has been developed to simplify preparation




of this data starting from a table of offsets and depths taken-off a




nautical chart.  Figure 3.6 shows the irregular cross-section of varying




top widths and how its parameters are related to the different surface




elevations.




     3.1.5  Simplified Cross-Sections




     Simplified cross-sections as shown in Figure 3.3  are rectangular,




trapezoidal and circular.  These cross-sections are specified in terms




of their basic dimensions.  For the rectangular and trapezoidal cross-




sections, the bottom width and bottom elevation are specified.  For




the trapezoidal cross-section the side slope and bottom elevation are




specified, and for the circular cross-section the pipe radius and




bottom elevation are specified.  It should be mentioned that the circular




cross-section option has not been tested and is available only with a




constant radius pipe for each reach.  The trapezoidal and rectangular




cross-sections can be of different dimensions throughout a particular




reach, or for a prismatic geometry a single  cross-section can be specified.




When a single cross-section is specified for the entire reach, a reach slope




specification can be used to relate the prismatic geometry to the common




datum.




3.2  Calculation of Hydraulics




     This model's ability to accurately calculate the hydraulics is the




primary ingredient for a successful calculation of water quality.  This is




especially true for tidal modeling wherein the correct calculations of the




reversing flow enables a rational approach to the dispersion phenomena
                                  21

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CROSS-SECTION PARAMETERS DEFINED

FOR EACH ELEVATION
            FIGURE 3.6  IRREGULAR SCHEMATIZATION,
                        PARAMETERS BY ELEVATION
                                 22

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including salinity intrusion effects, (Harleman and Thatcher 1974,



Thatcher and Harleman 1972).  Although it is possible to specify geome-



try, roughness, boundary and initial conditions and then proceed to



predict the hydraulics, it is desirable to have some observed data for



the purpose of verification or calibration.



     3.2.1  Selection of At and Ax



     The discretization requirements of the numerical solution to the



hydraulic equations and to the water quality equations are distinct.



This model employs interpolation as a means of allowing the user to



specify distinct mesh spacings (Ax's) for the two calculations.  It is



also permissible for the user to specify a water quality At which is an



integer multiple of the hydraulics At.  These considerations lead



to the specification of Ax's and At's for the hydraulics that are, or



can be, independent of water quality criteria.



     Within the computer program, the hydraulic time increment is



calculated as:
             	duration of time period in seconds

       H  ~  number of hydraulic increments per period
The user supplies the duration of period and number of increments.



For an estuary problem the time period is the tidal period.  In the



case of a river, the number of periods is set to one and the duration



of the time period is the duration of the study or run.



     The choice of At  remains an art; however, Gunaratnum and Perkins
                     H


(1970) have derived the following criterion for the time step in the
                                 23

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hydraulic model:






               AXu
     At  < 5.5 —§-                                               0.1)
       H —     v + c
where


            Q

    V    =  A



              ~~A






    Q    =  discharge





    A    »  cross-sectional area





    g    >  acceleration of gravity





   AX.,    -  hydraulic space increment





    B    •  surface width







The factor  of  5.5  is based on some rather stringent requirements  and a



factor of 11 has been used with reasonable results.  The  choice of Atg



also depends on the choice of AX_, for which Gunaratnum and Perkins  have
                                H


also given  criteria.  In actual practice, the  choices of  AX»  and  At^



are usually dictated by practical considerations.  Foremost among them is



computer time,  which will be minimized when AX_  and At  are maxim!zed for



each reach.



     The choice of Ax., is specific to each reach in the network but  is of



constant value within each reach.  As mentioned  in Section 3.1.3, AJL,
                                   24

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should be at least as small as the closest spacing between user defined



cross-sections, consequently the variation of reach geometry is an



important consideration in the selection of Ax .  The numerical opera-



tion in the hydraulic model spans three mesh points; therefore, it is



wise to have a minimum of three or four AX'S in each reach to arrive



at a reasonable solution.  This implies that short reaches should be



avoided where possible.  In highly irregular channels, it may be



necessary to make a tradeoff between resolution of detail and



computer time.  In shallow rivers and estuaries, it may be possible



to use a large At , however, care should be taken to see that there
                 H


are enough meshpoints to describe the lateral inflows and boundary



conditions accurately.





     3.2.2  Boundary Conditions



     For subcritical flow, three possible boundary conditions can be



specified.  They are:





     (1)  The Discharge Q.




     (2)  The surface elevation Z.





     (3)  A relationship between Z and Q.




As the M.I.T. Open Channel Network is applicable only to subcritical
                                  25

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flow conditions  (practical considerations), only one time history Z(t),



Q(t) or Z vs. Q is required at each boundary.  Typical boundary speci-



fications would be a water surface elevation at the downstream boundary



of a tidal estuary, a discharge boundary condition for upstream flood




flows or releases from a dams and a Z vs. Q rating curve for control



structures such as weirs, gates and spillways.   The concept of a control



structure can be extended to the downstream boundary in long rivers in



terms of a stage-routing condition.  Henderson (1966, Chapter 9.8)



shows that for flood routing a loop-rating curve applies, as shown in



Figure 3.7.






                                   Actual Relationship
     eo
                                      Basis for linearization
                        DISCHARGE Q
         FIGURE 3.7  STAGE - DISCHARGE CURVE
For flood routing and for uniform flow in straight channels
     Q -
(3.2)
Equation 3.2 can be  used to define the relationship of Figure 3.7.



Gunaratnam and Perkins have used this as a boundary condition inasmuch



as the relationship yields a rating curve.  They expand Q in a Taylor
                                 26

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series in time using the interrupted line of Figure 3.7 as a basis for




the expansion.   The Z vs.  Q relationship derived in this manner has




given good results in many cases.




     Control Structures  The model can simulate control structures




within the network itself instead of only at the boundaries.  In




general it is advisable to divide up a large network into smaller




ones, using control structures as the natural points of subdivision.




(This results in large savings in computation costs as well as




organizational convenience.)  Such subdivisions would place control




structures at boundaries,  but this is not always possible, nor




desirable.




     The model permits the user to specify a boundary condition




at the upstream side of the control structure.  The upstream  side




of the control structure becomes a node in the Network Topology - a




boundary node.   The downstream side of the control structure is




also a boundary node, distinct from the upstream node.  The boundary




condition applied at this downstream node will be the discharge




calculated at the upstream node at the previous time step or, if




discharge were the specified boundary condition, the specified discharge.




Figure 3.8 shows a typical control structure network where the flow




splits at node 2 into two branches.  One branch (or reach) goes




directly to node 5, whereas the other passes through a control




structure.  Node 3 is the upstream node of the control structure,




node 4 the downstream node.  Confluence occurs at node 5.
                                  27

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    FIGURE 3.8   TYPICAL CONTROL  STRUCTURE AT NODES 3 and 4








     Baplds  Rapids represent a section of river  where  flow becomes




critical.  Although this model is valid for  such  cases, it  becomes



impractical as the discretization increment, Ax,  for  critical flow



would be very small in order to satisfy convergence criteria.  Rapids



are similar to control structures in that they  can be studied in terms



of a rating curve.  If such a curve can be established  by field



measurements then the rapids can be treated  as  a  control structure.



If obtaining such a curve is Impractical, two other possibilities exist.




One is to assume a rating curve, such as:




                    , - 3.33 H3'2



where q is the discharge per unit width and H is the  depth at the head of



the rapids.  The other possibility is to treat the upstream boundary of



the equivalent control structure as a stage-routing type boundary.



     Ice Cover  The effect of ice cover can be introduced into the




numerical solution to the governing equations.  This is accomplished



through relating both the hyraulic radius R. and the friction factor



(Manning's n or Chezy coefficient C) to the presence of an ice cover




on the surface of the reach.





                                  28

-------
     Specifying "Ice Cover" effectively adds the surface width to the




wetted perimeter, thereby decreasing the hydraulic radius which is




defined as the crossr^sectional area A, divided by the wetter perimeter




WP.




     In applying the ice cover option the user must give careful con-




sideration to  the resistance coefficient which he selects for the ice




covered reach.  Peter Larsen (1973 and 1969), has made significant




contributions in this field and the user is urged to consult his work




as a means of determining a composite Manning's n which  includes ice




effects.




     3.2.3  Initial Conditions




     Even for "steady-state" applications it is necessary to supply initial




conditions.  This is because the model is a transient model and the steady-




state mode is defined in terms of a transient solution that converges to




a  steady condition in the case of rivers or to a repeating tidal con-




dition in what is called "quasi-steady state" in the case of estuaries.




     The initial conditions of water surface elevation Z and discharge Q,




should be the best estimate possible.  Two means of specifying these




conditions are available.  One is to specify them as part of the geometric




definition of each reach.  The other is to use values calculated by




previous applications of the model.




     3.2.4  Roughness Parameter Calibration and Verification




     Assuming that data exists for  the waterway being modeled, such data




can be used to calibrate the model.  The  primary variable for calibration




is the  roughness parameter as expressed by Manning's n.  The user specifies





-------
 experimentally determined relationships for  open channel  flow (Chow 1959)



 can be  used as a guideline,  the Manning*a n values  should  be adjusted to



 make the model's calculations fit  the observed data.



      For estuaries, data on tidal  range and  phase can be  used to  insure




 that the model correctly represents  the advective characteristics.   This



 calibration process is accomplished  by varying the channel  roughness



 (Manning's n) so as to achieve the best fit with  data.  Often the data is




 presented in terms of local tidal  range and phase lags for  a  particular



 tidal range at the ocean,  or  downstream boundary.  The tidal  runs are



 made by prescribing average tributary  inflows and holding these constant



 for each tidal cycle of calculation.   The time-varying surface elevation



 at the ocean is repeated for  each  tidal cycle.  Such a repetition of



 boundary conditions defines a quasi-steady state  condtion.  Initial



 conditions of surface elevation and discharge can be approximated (or



 set equal to zero)  and a reasonable approximation of the longitudinal



 salinity distribution can  be  used  for an initial condition on salinity.



 The numerical model is then run and it has been found that about  5 to  8



 tidal periods of calculation will result in tidal elevations and  dis-



 charges which are essentially the same from one period to the next.   This




 procedure can be applied for different variations in channel roughness



 until  the resulting  convergent surface elevations give a satisfactory



verification of  the  tidal data.  The study  can then be continued using



 this distribution of channel roughness.  It is noted that the tidal




hydraulics are not very sensitive to small  changes in the salinity



distribution and this Is why the above procedure can be successfully



executed using only an approximate salinity distribution.
                                  30

-------
     When the calibrated model is applied to a different flow condition




for which data exists, the comparison of model results with data




constitutes a verification of the model.  Each verification will have




to be considered in terms of  the accuracy of the data itself as well as




the degree of precision with which the geometry has been modeled.  For




estuarine work it must be kept in mind that the mean range and phase




lags given in Tide Tables do not specify the average tributary inflows.




The representation of storage volumes can also affect the calibration/




verification process.  Care must be taken to account for all storage




areas in order to have a more accurate model.



3.3  Calculation of Water Quality




     3.3.1  Lateral Inflows and Injection Points




            The model provides a general technique for specifying lateral




inflows along the longitudinal axis of each reach.  This technique pro-




vides the necessary information in terms of both hydraulic and water




quality inflow.  The specification is that of a distributed time-varying




or constant input.  Obvious applications arise from cases of overbank




flow and certain tributary inflows, however other cases such as benthic




demand can also be specified.



     Although a point source discharge can be specified using the "Lateral




Inflow" specification of zero width, a special "Injection" loading option




is available which eliminates the necessity to specify the hydraulic in-




put.  This "Injection" specification should be used only when the injec-




tion loading has no hydraulic significance.
                                  31

-------
      3.3.2  Selection of Ax and At  for Water Quality Calculations




             As mentioned in Section 3.2.1,  the choice of Ax  and At  for




 the water quality solution can be distinct  from  the Ax, At used  for the




 hydraulic solution.   This is possible through interpolation  from one




 spatial  discretization system to the other, and  through permitting  the




 AtyQ to  be specified as an integer  multiple of the At...  Detailed




 criteria for the choice of Ax and At have been developed by  Dalley  and




 Harleman (1972).




      Instead of repeating the detailed considerations for discretization




 given by Dailey and  Harleman the following guidelines are presented to




 give the user an initial set of values.  The actual application will have




 its own  requirements in terms of precision and its geometry will play  an




 important part in the trade-off between convergence to a smooth solution




 and economies of computation.  The  ability of the water quality model  to




 provide  for a varying Ax is  in itself economical of computation.  The




 user is  reminded that he can make use of this feature by refining his




 computational mesh in areas of steep concentration gradients such as




 those encountered at  an  outfall or at a confluence of two reaches of



 distinct water qualities.




      In choosing Ax  the wave number, w,  corresponding to an assumed




 concentration  distribution composed of harmonics is the parameter through




which  the user can specify the amount of oscillation which he will




 tolerate in his solution.  Figure 3.9 shows a nondimensional plot of wave




number versus distance from an injection point,  or versus distance from




the head of the reach in the case of a confluence of reaches of different




quality.   By selecting a distance x, estimating a value of velocity U,







                                32

-------
    10.0
3 C3
-3-
 o
      0.1 t
                              10.0
                                        Ux

                                        E
                   FIGURE 3.9   5% CUTOFF  WITH ZERO DECAY
                                     33

-------
 and dispersion coefficient E  (for example by equation 3.4), Figure 3.9



 is  used to get a value u>   .  With this value of 
-------
arbitrary.   Consequently the user is advised to use these methods as  guide-




lines only.




     Some typical values used in large estuaries are 20 to 50 time steps




per tidal period and Ax^  from 500 to 2000 feet.  Each application should




be treated uniquely as indicated above.






     3.3.3  Initial and Boundary Conditions




     Initial Conditions




            An initial condition of water quality concentration is required




for the solution of the partial differential equations.  The program has




been written so as to facilitate a direct specification of initial condition




by allowing the user to specify initial concentrations at as few locations




as he finds necessary for each reach, the program performing interpolations




to all the defined water quality mesh locations.  If the water quality




initial condition is not known and a steady-state or quasi steady-state




solution is desired, the best estimate of the  solution should be used as




an initial condition.  The  computer solution will begin with this estimate




and converge to the desired solution.  It is recommended to make use of




the plotting program as a means for measuring  this  convergence.




     Boundary Conditions



          The model provides  three  possible boundary conditions  and a




special ocean boundary procedure.   The three basic  specifications are




concentration, dispersive flux and  total  flux.   Practical considerations




will govern the selection of  boundary  conditions,  however numerical




stability imposes a restriction on  the use  of  the  dispersive flux




condition.  The dispersive  flux  condition should not be  specified at
                                   35

-------
boundaries where  the flow is towards the other end of the reach.  Typically,

this would be at  an upstream boundary of a river system.  If the concentra-


tion is not known at such a boundary the total flux condition should be


specified by evaluating the inflow times the inflow concentration.  In the


case of an ocean  boundary, a special feature is included to permit the


user to specify a concentration during part of the flooding flow only.


In this way the concentration calculated at the end of the ebbing flow (at


low water slack) will serve as the beginning concentration of an exponen-


tial relationship between the user-specified ocean concentration and the


low water slack concentration.  Figure 3.10 illustrates how the down-


stream boundary concentration is divided into two types:   an outflowing


time period wherein the boundary formulation is specified internally by


the computer using a dispersive flux condition, and an incoming time

period, during which the computer program exponentially interpolates


between the low water slack concentration and the user specified ocean


concentration using a time constant supplied by the user.  The formula


for this flooding flow concentration boundary condition is as follows:
           (internally calculated using dispersive flux      Ebbing Flow
                                                             Q > 0
                          -kCt-V  )

           Co * ^o'SjHS*'                                  Flooding Flow
                                                             Q < 0
                                  36

-------
             Ebbing
'LWS
                                  C +(C  -CT.,_)e
                                   o   o  LwS
                                                -k(t-tLWS)
           „..        LWS  .,..   ,.     HWS
           Ebbing           Flooding
 FIGURE 3.10  OCEAN BOUNDARY WATER QUALITY  CONDITIONS
                           37

-------
     3.3.4  Dispersion Relationships



     The longitudinal dispersion coefficient is determined by summing



the effects of density induced circulation due to salinity gradients



and the mixing due to the actual non-uniformity in the velocity profile.



Thatcher and Harleman (1972) have verified a hypothesized dispersion



coefficient which is expressed by:
          E(x,t) -K       +mlL                             (3.4)

                      dx        T
where
E(x,t) • temporally and spatially varying dispersion






                                                     -1/4
                             2
              coefficient, ft /sec
     K    -  estuary dispersion parameter - 0.002 u



             ft2/sec



     u    -  maximum velocity at the ocean boundary, ft/sec



     L    »  length of estuary to head of tide

                                    2
          -  estuary number - P  IF  /Q,T



     P    -  tidal prism (volume of water entering the estuary



             on flood tide) -  — u  A  ?, ft3
                               TT  O  O /


     V   -  denslmetric Froude number -

                u
                 o
                                                2
     g    *  acceleration due to gravity, ft/sec



     Ap                                                   p  — p

     ——  «  salt-water; fresh-water density difference » —	
                                    38

-------
     h -  mean depth of estuary, ft



    Qf =  rate of fresh water inflow, ft /sec



     T =  length of tidal period, sec


     0     s
              where s = s(x,t) = the temporal and spatial
           o
          distribution of salinity, ppm



    a  -  ocean salinity, ppm



          x

     X"  L



     x =  distance from the ocean boundary, ft



     m =  a multiplying factor for bends and channel irregularities


                                                     5/6    2
    Efc -  Taylor's dispersion coefficient = 77 u n R,    , ft /sec



     u = u(x,t) « tidal velocity, ft/ sec



     n *  Manning's friction coefficient



    R,  •  hydraulic radius, ft





     3.3.5  Salinity Modeling



     Salinity distribution is handled as a conservative substance.  The



source of salinity in an estuary netwrok is the ocean which is usually



the boundary of the estuary.  Salinity is also coupled to the hydro-



dynamic equations through the salinity-density relationship.



     The one-dimensional mass conservation equation for this parameter



is:
                                                              (3.5)
where S is the concentration of salinity in mg/fc and all other terms



have been defined previously.
                                   39

-------
     3.. 3. 6  Temperature Modeling

     The mathematical model for transient temperature distribution in

unsteady flows has been developed in Harleman et al .  (1973).  The inputs

to the model are:  (1)  the ambient atmospheric temperature in  °F, (2)  the

percent relative humidity, (3)  the wind velocity at   2  meters above the

water surface in mph, (4) atmospheric pressure in am  Hg, (5)  net solar
                                                                   2
flux and net atmospheric flux at the surface of the water in BTU/ft /day,

and (6) waste heat discharged into the ecosystem in BTU/ft/day.   In

cases where the temporal and spatial variation of temperature is not

desired, constant water temperatures must be specified because all

transformation kinetics are temperature dependent.

     The  one-dimensional mass conservation equation  for this parameter

is
                                                               «.«
where:

       T  -  cross-section averaged temperature in *F

    b(x)  *  top width of channel in ft
                                                       2
   6 (t)  •  net heat flux into water surface in BTU/ft /day

     WHO  -  waste heat discharge in BTU/ft/day
                                              3
       Y  -  specific weight of water in Ib/f t

       c  -  specific heat of water in BTU/lb/°F

     THD  *  tributary heat discharge In BTU/ft/day

-------
     3.3.7  Carbonaceous B.O.D.  Modeling




     Carbonaceous B.O.D.  is handled as a first order decaying substance



in the classical manner.  The inputs to the model are the upstream and



downstream boundary fluxes and the discharges from municipalities,



industries, and storm runoff.  CBOD is coupled in a feed-forward



manner to the dissolved oxygen (DO) equation.



     The one-dimensional mass conservation equation for CBOD is:







     IT  + fe «*> - h tAE fl1 - A SOD c + ^f         (3'7)







where



        C  -  concentration of C BOD in mg/A



           -  rate of CBOD decay in I/day
     The reaction rate is assumed to be temperature dependent only




according to the form below:
     KBOD(T) = W2°'C) 9





where T is the temperature in degrees centigrade.  The values of




K_OD(20°C) and 9 may be stipulated by the user or the program default




values described in Section 5.4 may be used.





     3.3.8  Nitrogen Cycle Modeling




     The nitrogen cycle structure is presented in Figure 3.11.  The




model is developed for aerobic estuarine ecosystems and includes seven




storage variables and twelve transformations of nitrogen between those




variables.  The storage variables include:  (1) Np Ammonia-N, (2) W^,
                                   41

-------
Nitrite-41, (3) Nj, Nitrate-N, (4) N4> Phytoplankton-N,  (5) NS, Zooplankton-N ,



(6) H6, Particulate Organic-N, (7) N?, Dissolved Organic-N.  The




transfomations include:  (1) nitrification  (2) uptake  of inorganic



nitrogen by phytoplankton (3) grazing of herbivores  (4) ammonia




regeneration In living cells  <5) release of  organic matter from living



cells  (6) natural death of living organisms  and  (7)  ammonif ication of



organic nitrogen.




     In Figure 3.11, the boxes represent the various storage variables



of the element nitrogen.  The solid  lines  show transformation pathways.



The cross marks  (x) on the solid lines represent  functions which



determine the speed of the transformations.  The  functions are dependent



on the storage variables and  external environmental  Inputs (e.g. , temperature



and light). Dashed lines indicate the transfer of information from



storage variables to the rate determining  functions.




     The conservation of mass equations for  the nitrogen cycle



variables are:
     AR14
                          3N                       A re
                                                                    (3.10)
                                                            ®o
                                                                    (3,u)

-------
                                                                              Inforraticr.
                                                                              Transfer
3.11  NITROGEN - CYCLE  STRUCTURE  IN AEROBIC AQUATIC ECOSYSTEMS

-------
                            A
                                                                    (3.12)
           N4N5
             T¥  ~ A(R41 + R46 + R47)N4

                                                                   (3
                          3N                                A re
                            «
        +  ^(QN6) .  -CAB -) + AR46N4 + AR^N,. - AR^Ng + -      (3.14)
                          3N                                A re
                      (AE 3> + ^47^ + AR67N6 ' ^1*
     The description of the twelve transformation processes considered

in the nitrogen cycle model as shown in Figure 3.11 are presented

here.  Table 3.1 shows the matrix of all the assuned transformations in

the model.  The model structure has been developed so that Improvements

and modifications of rate determining expressions can be made.  For a

detailed discussion of these transformations, the user is referred to

Najarian and Harleman (1975), pages 107 to 148.  A short description

of the functional dependencies of each transformation is presented

below.
                                   44

-------
TABLE 3.1  TRANSFORMATION MATRIX FOR AN AEROBIC ECOSYSTEM
"X. to
fromV.
Nl
N2
N02-N
N3
N03~N
N4
PHYTO-N
N5
ZOOPL-N
DON
N7
DON
Nl
NH3-N



»«
TR51

-n
N2
N02-N
TR12






N3
N03-N

™23





N4
PHYTO-N
TR14

™34




N5
ZOOPL-N



^45



N6
DON



TR46
TR56


N7
DON



TR47

-67


-------
               opt
                     exp
                           1 -
                    opt
                                   for 0 < T < T       (3.21)
                                                opt
     h2(T)
i -
                   T - T
                        opt
     T    - T
      max    opt
for T  ..  2(T)    in light
     R34(T) - R • t^ 2(T)   in dark
where

(3.22)
                                                       (3.23)
                                                       (3.24)
                minljnuia nitrate uptake rate by phytoplankton, day
                                                                 -1
              - maximum nitrate uptake rate by phytoplankton, day



     Nj       » concentration of NH--N above which N03~N uptake is

       c

                a  constant



This is shown graphically in Figure 3.13.


                                    46
                                                                 • *1

-------
   1.0
o
S3
§
|
i°-5
                            10
15          20
   TEMPERATURE °C
25
30
                         FIGURE 3.12  UPTAKE RATE REDUCTION WITH TEMPERATURE

-------
             max
00
         &
£

I
         4-1
         •H
         25
             mln
                                      Ambient Ammonia-N Cone. (mg-N/1)
                      FIGURE 3.13  NITRATE-N UPTAKE VERSUS AMBIENT AMMONIA-N CONCENTRATION

-------
      Grazing of   Zooplankton,  TR-5



      This   process  is characterized  by functions  for  light and dark


 hours.
      R45(T) =  (RMIN}45  '  hl,2(T)     in
     R45(T,t) =  0*^)45  '  h1)2(T)  • Z(t)          in  dark     (3.27)


where:         f    r-

                    l ~ (t  - 18)          for 18 <_ t  <_ 24
  z(t)
                     To"  (t + 6)           for  0 < t <  6
                    L            J                ~
             »  time of  the night in hours  (real time)


             *  minimum  zooplankton grazing rate, day

                                                     _i
             =  maximum  zooplankton grazing rate, day
     For the remaining nitrogen cycle  transformations  (listed below),


the reaction rate is assumed to be temperature dependent only according


to the form:


         R(T) = R(20°C) 6(T~20>



where T = temperature in degrees centigrade.  This applies to the


following transformations:



     Ammonia Regeneration by Phytoplankton, TR,1



     Ammonia Regeneration by Zooplankton, TR_-



     Release of Particulate Organic Nitrogen by Phytoplankton, TR.-
                                                                 4o


     Release of Particulate" Organic Nitrogen by Zooplankton, TRC,
                                                               JO


     Release of Dissolved Organic Nitrogen by Phytoplankton, TR,7



     Hydrolysis of Particulate Organic Nitrogen to Dissolved


     Organic Nitrogen,  TRxy


                                  49

-------
     Hydrolysis of Dissolved Organic Nitrogen to Ammonia, TR?1



     Default values for all of the above nitrogen cycle coefficients


are given in the program. The user may override these and stipulate


values of his choice as described in Section 5.4.


     3.3.9  Dissolved Oxygen Modeling


     The computation of the  temporal and spatial distribution of


dissolved oxygen is coupled to CBOD and the nitrogen cycle.  A


limited number of sources and sinks are considered.  The sinks of


DO are the oxidiation of C-BOD, NI^-N and N03~N.  The sources of DO


are atmospheric reaeration at the water surface, and DO  contained in


waste discharges and lateral inflows.


     The conservation of  mass equation is written in terms of


dissolved oxygen deficit  (DOD) as below.





 ^AD) + fjCQD) = f^AE |f) + A K^C + 3,43 AR^ + 1.14 AR^   -
                                                                         (3.29)
 where:


      D  -   dissolved oxygen deficit  (DOD)  in mg/1


     K   •   rate of reaeration in  I/ day
      re


      In  the above equation,  the only  reaction rate  which has not been


 discussed is the reaeration  coefficient,  Kre-   This rate is expressed


 as a function of temperature,  channel velocity, and geometry (i.e.,


 total top-width, cross-sectional area, and depth).
                                     50

-------
      K   -  10.86(1.016)(T~20) ¥      n    Total Top Width
       re      *     *            1.4    Total Cross-Sectional Area




where



      T -  temperature,  °C



      V =  velocity, ft/sec



      H -  depth,  ft



      Topwidth is in feet


                                  2
      Cross-sectional area is in ft




      The  values  of  10.86 and 1.016  are the default values used in



the program for  these  coefficients.   The user may stipulate his own



values as described in Section 5.4.




      3.3.10  Fecal Coliform Modeling



      Fecal coliform modeling is handled in the same manner as CBOD.



Decay is  a first order process and the inputs to the model are



boundary  fluxes, direct point discharges, and lateral inflows.



      The  one-dimensional mass conservation equation is:
        (AF) +     (QF) .  _ [AE   ] . A
where :



     F   =  concentration of fecal coliform



         =  rate of fecal coliform decay in I/day
The reaction rate is temperature dependent and of the form:





     KFCOL(T) * ^COI/20"^ e(T"20>                            (3'32)
                                   51

-------
where T is the temperature in degrees centigrade.   The values



K,,-^. (20°C) and 6 may also be stipulated by  the user  or  the program
 TCOL


default values described in Section 5.4 may  be used as for  the  case of



CBOD.
                                     52

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                 IV.  STRUCTURE OF THE COMPUTER PROGRAM






     The general structure of the computer program is illustrated in




Figure 4.1.  It is essentially a time-step procedure with the option of




calculating  either the hydraulics, the water quality concentrations or




both.  When only water quality is selected the hydraulics must be




specified.  The river or non-tidal case is handled as a single time




period.




     For steady-state hydraulics a convergence criteria is provided as




well as a maximum number of tidal cycles should the specified criteria




not be  obtained.  Steady—state water quality calculations are only




steady-state with respect to hydraulics.  The water quality concentrations




are, in fact, transient and a real steady-state solution must be obtained




through running the program until satisfactory convergence is obtained.




     A more detailed flow chart is shown in Figure 4.2.  In this figure




programming sections are identified by the FORTRAN subroutine name.




At this level of detail some familiarization with the program itself is




assumed.
                                   53

-------
     INPUT NETWORK
     TOPOLOGY AND
         REACH
      DESCRIPTION
•^frlDAL CYCLE LOOP
         FIRST
      IDAL PERIOD
[INITIALIZE




         1TIME
     [NCREMENT LOOP
  HYDRAULIC SOLUTION
     IF REQUIRED
     WATER QUALITY
      SOLUTION IF
       REQUIRED
       PRINTED
        OUTPUT
                  FIGURE 4.1 BASIC PROGRAM FLOW CHART

-------
Ln
                                           FIGURE 4.2  DETAILED PROGRAM FLOW CHART

-------
                     V. PREPARATION OF INPUT DATA






5.1  Description of Card Groupings




     The following sections (5.2 - 5.10) include the input data required




to run the model.  Each card with its associated input information is




listed on a separate page.




     Card Group A includes information regarding solution options.  Here




it is stipulated which solutions (hydraulic and water quality) will be




executed and which water quality parameters will be modeled.  Time




parameters stipulating the duration of the run and the time step of in-




tegration, and the network topology (identification and sequence of reaches)




is also provided.




     Card Group B provides the geometric information (i.e., the physical




properties of the channel), and the computational mesh spacing and initial




conditions required for the hydraulic solution.  This group is repeated




for each reach in the sequence as given in Group A.




     Card Group C provides values of rate coefficients for those water




quality parameters being modeled.  The coefficients may be specified for




the entire network (cards c-b and c-c) or may be specified for each individ-




ual reach (cards c-d and c-e).  If the user does not with to specify values,




the program will automatically use those default values listed in Tables




5.3, 5.4, and 5.5.  In t^*8 card group, the computational mesh spacing




for water quality calculations and initial conditions for water quality




parameters are also specified.




     Card Group D describes the location, magnitude and quality of any




lateral inflows being considered.  Lateral inflows are considerd for both




the hydraulic and water quality solutions.





                                    56

-------
     Card Group E describes the same Information for any injections




(e.g. sewage treatment plant or waste heat discharges) of water quality




parameters.  Injections are considered only in the water quality solution.




For hydraulic purposes they are considered passive, that is they have no




effect on the flow field in the receiving water.  If in actuality the




flow rate of a discharge is significant when compared to the flow rate of




the receiving water, then it must be modeled as a lateral inflow of zero




width (i.e.   DXLAT = 0.0 on card d-c-1).




     Card Group F stipulates the hydraulic boundary conditions to be




applied at each node in the network.  These have been described previously




in Section 3.2.




     Card Group G allows the user to selectively view output from the




hydraulic solution.  The output can be requested in two forms -  (1) a




hydrograph which displays the parameters at a given mesh point as a




function of time and  (2) a hydraulic profile which displays the parameters




at a given time increment as a function of distance.  The hydraulic




parameters displayed are surface elevation, depth, discharge and velocity.




     Card Group H stipulates the water quality  boundary conditions to be




applied at each node in the network.  These have been described previously




in Section 3.3.




     Card Group I allows the user again to  selectively view output.  The




water quality  solution also may be displayed in two forms -  (1) water




quality graphs, i.e., parameters as a function  of  time, and  (2) water




quality profiles, i.e., parameters as a function of distance.  All of the




water quality  parameters stipulated on card A-d will  automatically be




displayed.






                                     57

-------
     The sequence of the Input card groups ts important to note.  Certain




of the card groups  (D,E,F,6,H,I) for particular cases must be repeated




several tines corresponding to the number of periods for which the




solution Is executed.  Refer to cards A*
-------
               5.2  CARD  GROUP A


               SOLUTION  OPTIONS,
               TIME PARAMETERS,
               NETWORK TOPOLOGY
CARD                              TYPE

0                         Switch  to Disable Execution

a                         Title Card

b                         Hydraulic Solution Options

c                         Water Quality  Solution Options

d                         Water Quality  Parameter Options

e                         Prototype Time Parameters

f                         Network Parameters

g                         Reach-Node Connectivity Cards
                          (one per reach)

h                         Control Structure Identification
                          Cards
                     59

-------
         SWITCH TO DISABLE EXECUTION
S
LEWSW
LEVJSW
                      0
                      o
Execution enabled
Execution disabled, input data will be
processed
                                                                                                                  f
                                                                                                                  o

-------
TITLE CARD
DESCRIPTION OF RUN IDENTIFYING OUTPUT FOR LATER REFERENCE
FORMAT


M
O
(20A4)


ro
a



U>
O



O



Ln
O




O




-J
D



a
a

-------
HYDRAUL
.1
IOPT(1)
I 10


M
o
1C SOLUTION OPTIONS
IOPT(2)
I 10


Is!
O
IOPTC3)
I 10


u»
0
IOPTC4)
I 10


e>
O
JftPTfi}
I 10
'
(O
  IOPT(1) - 1, solution computations executed
            2, solution computations deleted

  10PT(2) - 1, steady  state river or quasi-steady  state  estuary (i.e.  repreating tidal hydraulics)
            2, transient solution

  IOPT(3) - 1, solution storage to sequential data set executed
            2, solution storage to sequential data set deleted

  IOPT(4) • 1, river network - waterway characterized by single time period
            2, estuary network - waterway characterized by more than one  time period

  IOPT(5) - 1, hydraulic initialization read from  sequential  data  set
            2, hydraulic intialization taken from  data deck

  If  IOPT(2)  - 2,  Card Groups D, F, and G must be  repeated as many times  as  there are
               periods (e.g. for a transient, estuary network of five  time periods,
               five  sets of card groups D, F, and  G must be included.)
I

-------
        WATER QUALITY SOLUTION OPTIONS

        The computer program assumes that if the hydraulic solution is deleted and the water quality
        solution is executed, then the hydraulics necessary for the water quality solution will be
        read from storage,  i.e.  IOPT(5) - 1
    JOPT(l)
                 JOPT(2)
JOPTC3)
    I 10
                 I 10
I 10
                                                                                                                   oc
JOPT(l) - 1, solution computations executed
          2, solution computations deleted

JOPT(2) - 1, boundary and inflow specifications made for one time period (for an estuary,
          these will be used for each tidal period)
          2, boundary and inflow specifications made for one or more time periods
JOPT(3)


If JOPT(2) - 2, Card Groups E, H, and I must be repeated as many times as there are periods.
          1, solution storage to sequential data set executed
          2, solution storage to sequential data set deleted

-------
       WATER QUALITY PARAMETER OPTIONS

       Delete if only hydraulics Is being computed, i.e. IOPT(1) - 1 and JOPT(l) - 2
    NPARM
    I 10
NTAY
I 10
NPARM - Total number  of water quality parameters being modeled,
        whether calculated or read-In from a previous calculation
        (see Table 5. 1).

        N-cycle Is counted as one parameter in this case.
        (There are 7 N-cycle components)

NTAY - integer multiple of Taylor Dispersion Coefficient to account
       for lateral mixing.  (E - NTAY * 77 U(t) R 5|8)
       If left blank NTAY defaults to 1.         h

-------
                  Table 5.1

Water Quality Parameter Abreviations (N-Cycle as  a group)

                 (Card A-d-2)
Abreviation

    S

    T

    CBOD


    NUTR
Parameter

Salinity

Temperature

Biochemical oxygen demand
(Carbona ceous)

Nutrients: 1) Ammonia Nitrogen,
2) Nitrite Nitrogen,
3) Nitrate Nitrogen,
4) Phytoplankton Nitrogen,
5) Zooplankton Nitrogen,
6) Particulate Organic Nitrogen,
7) Dissolved Organic Nitrogen
    DO

    FCOL
Dissolved Oxygen

Fecal Coliforms
                        65

-------
                    Table 5.2



    Complete Symbolic Identification of Water



Quality Parameters and Sequence of Identification
Abreviation




    S




    T




    CBOD




    MH3




    N02




    N03




    PHYN




    ZOON




    PON




    DOM



    DO




    FOOL
Parameter




Salinity




Temperature




Carbonaceous Biochemical Oxygen Demand



Ammonia nitrogen




Nitrite nitrogen




Nitrate nitrogen




Phytoplankton nitrogen




Zooplankton nitrogen




Particulate organic nitrogen




Dissolved organic nitrogen




Dissolved oxygen




Fecal coliforms
                       66

-------
PARAMETER CARD
Delete if only hydraulics is being computed, i.e. IOPT(1) » 1 and JOPT(l) - 2
One card per parameter being modeled (nutrients as a group)
WQPAR(I)
A4, 6X


o
INOP
I 10


c
OUTOP
I 10



u»
o
)OCALC
I 10



o





o





o





•4
3



oo
o
WQPAR(I) - Abrevation of Water Quality Parameter as given in Table 5.1
           Cstart in card column 1)

INOP - 0 or blank, Parameter is calculated
       1, Parameter is read-in (Temperature and BOD only)
       2, Parameter is of constant concentration as specified
       by initial conditions (Temperature and BOD only)

OUTOP • 0 or blank, no offline storage or output
        1, output stored on sequential output file

DOCALC » blank except for Dissolved Oxygen (D.O.)
       - 1, DO calculated as a function of C-BOD alone
       = 2, DO calculated as a function of N-BOD
       - 3, DO calculated as a function of both C-BOD and N-BOD
                                                                                                                 to

-------
PROTOTYPE TIME PARAMETERS
NPER
I 10


o
NINC
I 10


K
O
PERIOD
F 10.5
seconds

o
RATIO
F 10.5

t
MAXITR
I 10

o
EPS
F 10.5
decimal

s
LPER
I 10



•4
D
NRINC
I 10

o
See Next Page for Description of Parameters

-------
NPER - number of periods the solution is to propagate.   Specify  1
       in the case of a river system.

NINC » number of time increments within each period for  the hydraulic  model.
       At » PERIOD/NINC.  See discussion earlier in manual for stability
       criteria At £5.5 Ax/U * c

PERIOD « length of prototype time period in seconds.  In  estuaries,  it  is
         convenient to use the tidal period.  For river  systems, this  is
         the total time being modeled.

RATIO « ratio of the water quality time increment to  the hydraulic  time increment.


      »   WQ      t_ -i- ..    i.    c    14...1       ..     *».      (number of  hydraulic increments)
         .  ^ , such that number of quality increments «  integer -*	J  •-.	e-
          H      (

         (May be left blank if water quality computation  is to be deleted.)

MAXITR = maximum number of iterations allowed the program to  compute a
         steady-state hydraulic initial condition  (for an estuary  the
         iteration is equal to the period; for  a river the iteration is equal
         to AtH)

EPS - the maximum allowed change in the discharges at each mesh  point  from
      one tidal period to the next.  This defines a steady-state initial condition.

      EPS  < 1.0 -

LPER « number of lead-in periods of hydraulics  to be  read from tape before
       solution starts.  This parameter is only used  for extending  file
       containing hydraulic solution and for water quality computations in
       an estuary.
NRINC -  number of time increments of lead-in for river studies  (excluding
         Initial data).  Use only if file is being extended.

-------
NETWORK PARAMETERS
NREACH
I 10




>-•
o
NNODE
I 10




K
C
NCTR
I 10




*)
O






f*
O






Ln
O





»
0





sj
3



oc
a
NREACH - number of reaches in the network
NNODE  - number of  nodes in the network
NCTR.   - number of control structures
                                                                                                               T

-------
REACH-NODE CONNECTIVITY CARDS (ONE PER REACH)
Repeat the connectivity cards for all reaches.  The reaches can
be given any numerical number, however, the nodes in any network must
be numbered consecutively from 1 to n.
K
I 10


HI
K
o
IRCH(K)
I 10


N!
a
IREACH (K,l)
I 10


- sequence number of
u>
D
IREACH (K, 2)
I 10


reach numbers

o






in
O






O1
0






-J



a

IRCH(K) - numerical identification of the reach to which the
              information applies

IREACH(K,1) - number of the node at the upstream end of the reach
              (the end from which the distances are given is the
              upstream end)

IREACH(K,2) « number of  the  node at the downstream end of the reach
Ex:
1
2
3
4
5
     IRCH    IREACH(K,1)    IREACH(K,2)
10
13
15
 8
 7
1
2
2
3
4
                                       2
                                       3
                                       4
                                       5
                                       5

-------
-J
IS)
       CONTROL STRUCTURE IDENTIFICATION CARDS - Necessary if NCTR f< 0

       This card must be repeated according to the number of control structures, NCTR indicated
       on card A-f - delete if NCTR - 0
1050,1)
I 10


H*
O
ICRS(I,2)
I 10


0




D




*»
O




O





S





•4
0



oc
a
          ICRS(I,1)  - node at upstream end of control structure

          ICRS(J,2)  - node at downstream end of control structure

-------
              5.3 CARD GROUP B

    HYDRAULIC DESCRIPTION OF THE REACHES


CARD                           TYPE

 a                      Reach Identification

 b                      Reach Characterization Card

 c                      Reach Parameters

 d                      Elevation Table Parameters

 e                      Cross-section Geometry Parameters
                        (repeat for each cross-section)

 f                      Irregular Cross-section, Constant
                        or Variable Top Width

 g                      Irregular Cross-section, Constant
                        Top Width

 h                      Irregular Cross-section, Variable
                        Top Width
 NOTE:   The cards in Group B constitute a package for
 a single reach.   This package of cards is repeated
 for each reach,  and must be in the sequence specified
 by the reach-node connectivity cards.
                      73

-------
REACH IDENTIFICATION
DESCRIPTIVE IDENTIFICATION OF THE REACH
FORMAT
(20A4)


o



c




*




o





u<
o





9
O





vl



01

-------
REACH CHARACTERIZATION CARD
JK
I 10


M
O
IS(K)
I 10


N
o
IP(K)
I 10


U)
o
ISL(K)
I 10


*»
o

lOx


Ui
0
ICE(K)
I 10


o>
o
IDTABL(K)
I 10


Nj
O



a
o
JK


IS(K)
IP(K)


ISL(K)


ICE(K)


IDTABL(K)
numerical identification (IRCH(K)> of the reach to which the information applies, the reaches
must be in the same order as that specified by reach-node connectivity table

specifies the shape of the channel cross-section within the reach
1, irregular
2, rectangular
3, trapezoidal
4, circular

1, prismatic channel along the length of the reach
2, non-prismatic channel (varying width or land depth)

1, botton slope of reach constant and given on Card B-c
2, bottom slope variable and computed from bottom elevations at each section
0 or blank, no ice cover
1, ice cover; hydraulic radius will take cover into account

1, print interpolated tables of geometric parameters
0, no table printout
                                                                                                               7
                                                                                                               o*

-------
     REACH PARAMETERS
SL(K)
F 10.5
ft/ft

o
SS(K)
F 10.5
ft/ft

N
O
XMANNCK)
F 10.5
ft1/6

6

10x



P-
o
TL(K)
F 10.5
ft.
o
DX(K)
F 10.5
ft.


o
c





•4
D




SL(K) - bottom slope of the channel if it is to be specified. Can be left blank if ISL(K) - 2
SS(K) - side slope for a trapezoidal channel. Can be left blank if IS(K) i* 3 (SS - vertical
per unit horizontal)
XMANN(K) - Manning coefficient, for the entire reach.  This can be overridden at individual
           sections (Card B-e)

TL(K)    - total length of the reach from upstream to downstream node

DX(K)    - initial estimate of the computational mesh spacing in reach K.  Final value of
           DX(K) is computed in the program to make sure that the reach length is divided
           into equal increments (in feet).  DX(K) must be compatible with the hydraulic
           time increment At, NINC Card A-e.
                                                                                                               T

-------
ELEVATION TABLE PARAMETERS
An internal table of parameters as a function of elevation will be generated. IIZ is the number of
entries in this table, and should be a number sufficient to permit reasonable interpolation of values
from the table. H1(K) and H2(K) represent the expected minimum and maximum water surface elevations
NS(K)
I 10



o
IIZ(K)
I 10



N3
a
H1(K)
F 10.5
ft.


o
H2(K)
F 10.5
ft.


e-
o





In
0






O1
c





si
O



a
NS(K)


moo

HICK)


H2(K)  -
number of cross-sections in the reach at which geometric information is provided.   It must be
at least 1, as will be seen in the discussion preceding the definitions of cross-section
geometry parameters.

number of entries in elevation tables of geometric parameters.

minimum elevation entry for reach K in the case where the elevation tables are to  be
calculated for a rectangular, trapezoidal, circular or constant top width irregular
cross-section.  This is the minimum expected water surface elevation for the reach.
maximum elevation entry for reach K in the same cases,
water surface elevation.
                                                                 This  is  the maximum expected
             For the case of an Irregular  cross-section, variable  topwidth,
             it is not necessary to specify HI GO and  H2(K).
                                                                                                              w

-------
CROSS-SECTION
Cards B-e, B-f
section indici
only card B-e
TLX(K,J)
F 10.5
ft.
M
o
GEOMETRY PARAM
:, B-g and B-h
ited by the par
is necessary.
|-r<|g»i1 mr (Tfi.flrl
BW(K,J)
F 10.5
ft.
N
c
ETERS (repeat for each cross-section)
constitute the cross-section subpackage, which must be supplied for each data cross-
ameter NS(fC). For a prismatic cross-section of regular geometric shape (XP(K) - 1}
Cards B-f and either B-g or B-h are supplied only if the cross-section shape is
BEL(K.J)
F 10.5
ft.

1 TLX(K,J) • distance from upstream end in
*>
O
R(K,J)
F 10.5
ft.
*•
o
Z(K,J)
F 10.5
ft.


ui
o
feet to cross-section J in reac
Q(K,J)
F 10.5
cfs
9
FCOEF(K.J)
F 10.5


IS-TLX 	 »\
t, y flk.. ....... 	 	


•j
D



S
0
BW (K,J) - bottom width at TLX(K,J).  Supplied for rectangular and trapezoidal cross-section shapes.
           Fill in if IS(K) - 2 or 3, otherwise leave blank.
BEL(K.J)



R(K,J)


Z(K.J)

Q(K,J)
  bottom elevation at TLX(K,J).  Required when bottom slope is not specified, and required
  at final cross-section of each reach when slope is specified for prismatic section.
  Final cross-section of reach must be used when only one section is described.
- pipe radius at TLX(K,J).  Leave blank if channel shape is not circular.
  the program allows only a constant radius pipe.)

• estimate of initial water surface elevation at TLX(K,J).

* estimate of initial discharge at TLX(K,J).
(At present,
FCOEFF(K.J) - Manning's coefficient for this section.  This value will replace the value
              (if any) specified for the entire reach.  Can be.left blank if coefficient
              defined on Card B-c.

-------
IRREGULAR CROSS-SECTION, CONSTANT OR VARIABLE TOP WIDTH
Card B-f is supplied only if the cross-section shape is specified as irregular,
ITW
I 10


h*
0




N!
C




U>
o




*N
o




CO
0
thus IS(K) - 1.




9
o




-J
3



?'
VO
   ITW - 1, for constant top width
   ITW - 2, for variable width
                                                                                                                   o

-------
IRREGULAR CROSS-SECTION, CONSTANT TOP WIDTH
Card B-g is supplied only if IS(K) - 1 and ITW - 1. Refer to figure below for procedure of
calculating section parameters.
B
F 10.5
ft.
M
0
BS
F 10.5
ft.


IS!
a
DST
F 10.5
ft.
j»
o
DCORE
F 10.5
ft.


s»
o





i/i
o





a
o





si
3



a
a
B •
BS
DST -
DCORE -

A

1
•^MW
total topwidth in feet
core topwidth in feet


schematized depth of storage area
schematized depth of core area
CB
BS
" *t

' STORAGl
*

CORE



*
2 DST

T
T
SCHEMATIZED SECTION

-------
IRREGULAR CROSS-SECTION, VARIABLE TOP WIDTH
Card B-h is supplied only if IS(K) = 1 and ITW = 2.
the number of elevation entries indicated by IIZ(K)
increasing depth.
HEAD(K,J,I)
F 10.5
ft.

M
0
TW(K,J,I)
F 10.5
'ft.

IS!
o
CW(K,J,I)
F 10.5
ft.

j3
This card is
These cards
AREA(K,J,I)
F 10.5
ft.2


i^
o
to be repeated, corresponding to
must be arranged in order of
WPERM(K,J,I)
F 10.5
ft.


\j\
0
TAREA(K,J,I)
F 10.5
ft.2


o"
o





»i
0



00
o
00
   HEAD(K,J,I)   =  water  surface elevation entry I for cross-section J in reach K,  where I ranges
                  1 to IIZ(K)
   TW(K,J,I)     -  total  top width for  entry I
   CW(K,J,I)     -  core width for entry I
   AREA(K,J,I)   »  core area for entry  I
   WPERM(K,J,I)  -  wetter perimeter along  core for entry I
   TAREA(K,J,I)  »  total  cross-sectional area for entry I (area of core plus area of storage)
   See Figure below for method of determining section parameters
   Range of HEAD should  correspond to  particular head of cross-section.
from

-------
                  5.4 CARD GROUP C

      WATER QUALITY DESCRIPTION OF THE REACHES


                               TYPE

                         Header - Identification Card

                         Parameter Card:   Network Specification

                         Parameter Override Cards:  Network
                         Specification

       d                 Mesh Point Parameters

       e                 Reach Override Identification

       f                 Initial Condition Cards
NOTE:  This card group must be omitted if the water quality
computations are deleted, JOPT(l) - 2.

     As the water quality parameter possibilities consist of
as many as 12, the form of definition has been designed to
give the user flexisility in specifying coefficients, mesh-
point locations and initial conditions.  The parameter
coefficients can be specified at two levels.  The first is
for the entire network, the second is for an individual
reach.  Default values (Table 5.3,5.4, 5.5 ) may be used
or the user can override default values at either level.
Figure 5.1 Illustrates the organization of input data for
this Card Group.
                         82

-------
  C-£ INITIAL CONDITION
      TABLE CARDS BY PARAMETER
        C-c OVERRIDE VALUES
               (IF ANY)
CARD
ORDER
             C-c-2 REACH OVERRIDE
                   IDENTIFICATION (IF ANY)
                  C-e-1 No. of PARAMETER
                        OVERRIDES
                        C-d MESHPOINT CARDS
                            BY REACH  REPEAT CARDS C-d+C-f
                                      AS A GROUP FOR EACH
                                      REACH
              C-c OVERRIDE VALUES
                  (IF ANY)
C-b CARD FOR EACH PARAMETER
                        C-a HEADER
                                BY NETWORK
                  FIGURE   5.1

            SCHEMATIC REPRESENTATION

                 OF CARD GROUP C
                        83

-------
Symbolic
Name
ATM(DfC)
ATAMB(IMC)
ARELG(IMC)
AW2(IMC)
ARPT(IMC)
Default
Values
0.
60.
75.
10.
1800.
ARFA(IMC)
APRESS(DfC)
                               TABLE 5.3

                     DEFAULT METEOROLOGICAL CONDITIONS


                          Descriptions


                          Time from the beginning  for entry  IMC  in  hours

                          Ambient  temperature  in degrees F

                          Relative humidity (Z)

                          Wind velocity at 2 m (mph)

                          Net  solar flux  (BTU/ft2/day)
2500.
 760.
                           *sf
                   " 0sr  where
                          0  - incident solar flux
                           sr
                                reflected solar flux
Net atmospheric flux  (BTU/ft /day)
0as " 0a ' *ar   where
0  - incident atmospheric flux

0ftr * reflected atmospheric flux

Atmospheric pressure in mm Hg.
                                   84

-------
 Symbolic
 Names
                                TABLE  5.4

                       DEFAULT QUALITY CONDITIONS
Default
Values
       Descriptions
                             C-B.O.D.
KB20
QT
KD20
QT
KFCOL20
QT
 0.3
 1.047
10.8
                           — D.O.
Decay  coefficient  (day" ) at 20°C where
KBOD = KB20 x QT^T~20^

Empirical coefficient in above equation
Reaeration coefficient  (day" ) at 20°C
where

KDO =  (KD20 -. /n)QT(T~20) x H
                           Total Topwidth
                         X   Total Area

                   where; V = absolute velocity

                   in units of day   (base e)

 1.016             Empirical coefficient in above equation

	 Fecal Coliforms 	
 2.8
 1.045
Decay coefficient (day" ) at 20°C, where

KFCOL = KFCOL20 x QT^T~20^

Empirical coefficient in above equation
                                   85

-------
                               TABLE 5.5

                     DEFAULT NUTRIENT COEFFICIENTS

Nutrient         Default              Descriptions
Coefficient      Values
Number

    1             0.09         Rate of bacterial hydrolysis
                               (value/day-degrees C)

    2             1.065        Temperature coefficient (no units)

    3             0.008        Zooplankton respiration rate
                               (value/day at 20 degrees C)

    4             0.008        Phytoplankton respiration rate
                               (value/day at 20 degrees C)

    5             0.20         Ammonia oxidation rate
                               (value/day at 20 degrees C)

    6           212.36         Optimum solar radiation for photo-
                               synthesis (ft- BTU/ft2/Day)

    7             0-05         Natural light extinction coefficient
                               (value/ft.)

    8             0.06         Phytoplankton self shading
                               (value/ (mg/D-ft.)

    9            30.0          Optimum temperature for NH3-N  and
                               N03-N uptake  by phytoplankton
                               (degrees  C)

  10             2«0          Maximum NH3-N uptake rate  by phytoplankton
                               (value/day)

  11              0.3          Half saturation constant for NH3-N
                               (mg/1)

  12              0.25          Nitrite oxidation  rate
                               (value/day at  20 degrees C)

  13             1.0         Maximum N03-N  uptake rate by photoplankton
                               (value/day)

  1*             0.7          Half saturation  constant for N03-N
                               (mg/D

  15             0.1          Concentration of NH3-N above which N03-N
                              Uptake is m-ln-limm  (mg/1)

                                  86

-------
                                TABLE  5.5

                               (continued)
Nutrient
Coefficient
Number

   16
   17

   18


   19


   20
Default
Values
 0.05*


 0.03*

 0.03*


 0.075*


25.0
21
22
23
24
1.5*
1.0*
0.1
0.30*
       Description
Minimum N03-N uptake rate of photoplankton
in the presence of NH3-N (value/day)

Phytoplankton lysis (value/day)

Phytoplankton death and excretion
(value/day)

Minimum uptake rate of zooplankton
during the day (value/day)

Optimum temperature for zooplankton
uptake of phytoplankton (degrees C)

Maximum zooplankton uptake rate
(value/day)

Half saturation constant for PHY-N
(mg/1)

Zooplankton lysis rate (value/day)

Conversion of PON to DON (value/day)
                                87

-------
           WATER QUALITY  IDENTIFICATION


           This Is  a general identification card for a water quality run
WATER QUALITY DESCRIPTION OF THE REACHES
FORMAT (20A4)


M
O


N
a



M



t*
O




I/I
O




O*
O




•J
3



00
O
00
00

-------
oo
vo
           WATER QUALITY PARAMETER COEFFICIENTS  BY PARAMETER:   NETWORK SPECIFICATION

           One card for each Parameter being calculated.   If Network Specification is
           selected follow by a Parameter Subgroup (Card  C-c).
WQPAR(I)
A4.6X


M
O
KEY
I 10


NJ
O
ISOLR
I 10


u>
O
TOD
F 10,0
decimal hours

P»
o




in
0





-------
      CARD FOR SALINITY
NO
o
DISP
F 10.0
ft2/sec

o
REFS
F 10.0
ppm

N
a
REFL
F 10.0
ft.

•




O




o





a





•4




•••
mm
8
      DISP  - salinity region dispersion parameter

      REFS  - salinity region reference salinity,  So(«iocean salinity)

      REFL  - salinity region reference estuary length,  L(- estuary length)

      Since there are no default values for salinity parameter coefficients,
      this  card must  be included if salinity is being calculated.
                                                                                                                   o
                                                                                                                   o

-------
OVERRIDE CARD - TEMPERATURE
Temperature Coefficients, Meteorological Conditions
Number of Time Entries
NMC
1.10
                                                                   in
                                                                   O
9
C
•J
3
NMC " number of meteorological time entries
    - 1, for constant conditions
                                                                                                            o
                                                                                                            o

-------
METEOROLOGICAL CONDITIONS BY TIME
(NMC cards, where IMC is the card number from 1 to NMC)
ATM (IMC)
P 10.2
hours
M
o
ATAMB(IMC)
F 10.2
*F


G
ARELHOMC)
F 10.2
Z


8
AW2(IHC)
F 10.2
mph


0
ARFS(IMC)
F 10.2
BTU/ft2/day)


o
ARFA(IMC)
F 10.2
BTU/ft2/day


o
C
APRESS(IMC)
F .10.2
mm. Hg


=



a
N)
       ATM(IMC)
       ATAMB(IMC)
       ARELH(IMC)
       AW2(IMC)
       ARFS(IMC)

          where

       ARTA(IMC)

          where
• time from the beginning  for  entry IMC (hours)
• ambient temperature  (°F)
• relative humidity  (Z)
- wind velocity at 2 m.  (miles/hour)
- net solar flux (BTU/ft2/day)
-0-0
   a    sr
  0  - incident solar flux
  0__ " reflected solar flux
   sir
- net atmospheric flux (BTU/ft2/day)
  0  » incident atmospheric flux
   O
      • reflected atmospheric flux
   ar
      APRESS(IMC) » atmospheric pressure  (nm Hg)
                                                                                                                    a
                                                                                                                    10

-------
VO
OVERRIDE CARD ~ BOD
BOD COEFFICIENT CARD
CBOD
A4.6X

o
KB20
F 10,0
I/ day (base e)

K
c
QT
F 10.0



u>
o





e-
o





o





9
C





sj
0




-------
    OVERRIDE CARD - NUTRIENTS


    N-Cycle Coefficient Overrides to Default Values of Table C-3
NUTOR
I 10


H
O




K
c




8




e»
0




I/I
O




9





•J



a
NUTOR - number of overriden coefficients to be specified on the following cards

        (one/card)
                                                                                                             i
                                                                                                             n

-------
N-CYCLE COEFFICIENT OVERRIDE CARD


(One per coefficient to be overriden)
SYM
14, 6X


M
O
VALUE
F 10.0


K
C




U»
O




rs
o




In
O




^•H
O
C





-J
D



O
SYM   « the number of the nutrient coefficient  as  specified  in Table 5.5



VALUE » the new value of the coefficient
                                                                                                         i
                                                                                                        o

                                                                                                        5S
                                                                                                        ro

-------
    OVERRIDE CARD D.O.


    Dissolved Oxygen Coefficient Card
  DO
10)20
QT
A4.6X
F 10.0
F 10.0
            day  (base e]
    KD20 - reaeration coefficient in the expression


           KDO - 00>20 *°"'VT-20) x H x T°^T°^th
                       ..1.4                   Total Area
           Default is KD20 is 10.8 base e


    QT   • empirical coefficient in the above  equation
           default - 1.016
                                                                                                             o
                                                                                                             A

                                                                                                             k

-------
OVERRIDE CARD Fecal Collforms

Fecal Coliform Coefficient Card
FCOL
A4.6X


M
O
KFCOL20
F 10.0
I/day (base e)

K
o
QT
F 10,0


U)
D




e>
o




U«
O




&
O




•J
O



a
c
KFCOL20 - decay coefficient at 20°C, where

          KFCOL - KFCOL20 x (QT) (T""20> in I/day, base e

          default value is 2.8day"   for  KFCOL20 and 1.045 for QT

QT      » empirical coefficient in above equations
          QT default - 1.045
                                                                                                      o
                                                                                                      o
                                                                                                      8

-------
         MESHPOINT CARDS

         WATER QUALITY REACH DATA - MESHPOINTS

         One card for each reach followed by other reach cards
     REACH
K
MESHPT(K)
       10X
I 10
 I 10
vo
00
     K • numerical identification of the reach
          (These should be in the order specified in card A-g)

     MESHPT(K) - Number of Meshpoints  defining element boundaries for reach K.
                 For each reach the user must define  the locations at which an element
                 starts and ends.  A third point is internally computed at the mid-point
                 of each element.  At the specified locations and their midpoints  the
                 finite difference calculations are made.

-------
MESHPOINT LOCATION CARDS
(7 meshpoints per card)
XCD
F 10.0
ft.

M
O
xa + i)
F 10.0
ft.
•
c
XCl + 2)
F 10.0
ft.

UI
0
XCI + 3)
F 10.0
ft.

0
X(I + 4)
F 10.0
ft.
I1
X/T 4- ^
F 10.0
•
ft.


o
c
X<"T 4- 6")
F 10.0
fr.



Nj
D

• • IN. •

v£>
     X(I), X(I +  1)  etc. =  location  of meshpoints in feet from upstream node

     As  many cards  as necessary  of  the  above format should be prepared.
      (7  times per card).  The values should be: in numerical order.  The
     first value  X (1) must be  0., the last value X (MESHPOINT (K)) must
     be  equal to  TL(K),  total length of  the reach defined in Card B-c.
                                                                                                                  o o
                                                                                                                  I  Jj^

                                                                                                                  NJ

-------
REACH OVERRIDE IDENTIFICATION
Parameter Overrides by Reach
OVERRIDES
10X
10X

M
O
K
I 10


M
C
NMPAR
I 10


s





c-
o





kn
O





9





«J



O
§
     R
- identification number of this reach
     NMPAR - Number of Parameters whose Network specified
             coefficients are being overriden.
             (N-Cycle is considered one parameter in this case).

-------
     PARAMETER IDENTIFICATION CARD
WQPAR(I)
  A4
                                                                                                 •4
                                                                                                 D
                                                                                                                OC
WQPAR(I) - Abrevlatlon of the parameter.   (S, T, CBOD, NUTR, DO, FCOL)
           This card must be followed by the redefinition of the
           coefficients using cards of format C-c-S, C-c-T, C-c-BOD, C-c-N, C-c-DO, C-c-FCOL
                                                                                                           0
                                                                                                           n
                                                                                                           N>
                                                                                                           m
                                                                                                           rf
                                                                                                           O

-------
      INITIAL CONDITION  CARDS

      Initial Conditions for   this Reach by Parameter
MAKE
A4 6X


M
o
NPTS
I 10


N
c




o
N»
NAME • One to four letter Identification of the parameter, in the following sequence:

       S    ~ Salinity
       T    - Temperature (degrees F)
       CBOD - Biochemical Oxygen Demand (Carbonaceous)
       NH3  - Ammonia nitrogen
       N02  - Nitrite nitrogen
       N03  - Nitrate nitrogen
       PHXN - Phytoplankton nitrogen
       ZOON - Zooplankton nitrogen
       PON  - Particulate organic nitrogen
       DON  - Dissolved organic nitrogen
       DO   - Dissolved oxygen
       FCOL - Fecal conforms

NPTS - number of points defining the Initial Condition as given by the
       following cards.  If NPTS - 1, the value is applying over the
       entire reach.  (If NPTS > 1, initial conditions must be specified
       at least at the upstream and downstream ends of the reach in order
       to avoid negative initial conditions due to the program interpolation scheme).
                                                                                                                o
                                                                                                                 i

-------
INITIAL CONDITION TABLE
(One card for each location)
X
F 10.0
feet

M
O
CON
F 10.0


K
C




u>
0




O





in
0





CT<
O





sj



00
O
X   « distance from upstream node to location at which initial

      concentration, is specified.  (Can be anything for case

      of NPTS - 1)



CON « Initial Concentration
                                                                                                        n
                                                                                                        i

-------
                  5.5 CARD GROUP D

                 LATERAL INFLOW DATA

          CARD                   TYPE

           a              Lateral Inflow Identification Card

           b              Number of Lateral Inflows

           c              Lateral  Inflow Parameters

           d              Lateral Inflows


If IOPT(2) « 2 this card group must be repeated as many
times as there are periods.
                           104

-------
LATERAll INFLOW IDENTIFICATION CARD
After the identification cards, D-a and D-b, there is a package of
is repeated for all lateral inflows.
DESCRIPTION OF THE LATERAL INFLOWS
FORMAT (20A4)


o

N:
c



u»
o




0
cards which





m
o






a






D



OB
0
Lateral inflows can be either inflows of streams from sub-basins
or inflows of quality constituents.

-------
NUMBER OF LATERAL INFLOWS

If there are no lateral inflows, NLAT * 0, the computer will skip to the next card group.
Otherwise, it will expect the lateral inflow data from cards D-c and D-d.
NLAT
I 10


M
O




N
a




D




O




O





9
a





-i
3



a
a
NLAT - total number of lateral inflows

-------
LATERAL INFLOW PARAMETERS
Cards D-c and D-d constitute a package
lateral inflows, NLAT
IL
I 10


M
0
KLATCIL)
I 10



K
O
and must be re
XLATCIL)
F 10.5
ft.

•«
jj
DXLAT(IL)
F 10.5
ft.

                                                        ILAT(IL)
                                                        I 10
IT(IL)
I 10
    [(ID
I 10
                                                                                                                ot
IL        * number of the inflow to which the information applies

KLAT(IL)  » number of the reach in which inflow IL is located

XLAT(IL)  » distance to upstream end of inflow IL
                         ^                                                       ^s Upstream
DXLAT(IL) - width of inflow IL. (A point inflow can be defined by a width of 0.0).   NODE

ILAT(IL)  - 1, constant lateral inflow
            2, variable lateral inflow

IT(IL)    =» number of table entries for inflow IL.  One entry is necessary for constant
            lateral inflow.
NPAR      • number of Water Quality Parameters of non-zero concentration
              XLAT(IL)  ,  DXLAT(IL)
                        Jill A ill 1
                             Inflow(IL)
                                                                                                             o
                                                                                                             o

-------
LATERAL INFLOW PARAMETERS: WATER QUALITY PARAMETER NAMES
(Use more than one card If more than 7 parameters)
SYM<1)
A4.6X



M
o
SYM(2)
A4.6X



N
0
SYM(3)
A4.6X



**
SYM(4)
A4,6X



fc-
o
SYM(5)
A4,6x



i/i
0
SYM(6)
A4,6X



9
C
SYM(7)
A4,6X



«j
3



01
o
            - the one to four letter Identification of the water quality parameter
              in the given sequence and as described on Table 5.2.  NPAR(IL), symbols.


              ONLY THOSE PARAMETERS WHOSE CONCENTRATIONS ARE NON-ZERO NEED TO BE SPECIFIED
                                                                                                                  y
                                                                                                                  i

-------
         LATERAL  INFLOWS

         Repeat this  card  for NPAR(IL) greater  than  5,  using  the same format
         (Concentration Specifications in  columns  21-70)
TIL(IL.I)
F 10.0
seconds
i-1
o
QIAT(IL,I)
F 10.0
cfs/ft

NJ
C
CLAT(IL,I,1)
F 10.0


,*>
o
CLAT(IL,I,2)
F 10.0


t-
o
CLAT(IL,I,3)
F 10.0


Ul
o
CLAT(IL,I,4)
F 10.0



0<
0
CLAT(IL,I,5)
F 10.0


•J
3



oc
C
o
\o
     TIL(IL.I)   = time in seconds for table entry I, relative to the
                   beginning of the period

     QLAT(IL,I)  = magnitude of  the Inflow in cfs/ft for a distributed
                   lateral inflow or cfs for a point inflow.  One entry
                   describes constant inflow and further entries describe
                   variable lateral inflow.

     CLAT(IL,I,L) - the specified concentration corresponding to the water
                    quality parameter SYK(L) of card D-c-2.
                                                                                                                 a
                                                                                                                 a-

-------
                 5.6 CARD GROUP E

                  INJECTION DATA


       CAM                 TYPE

        a              Injection Data Identification Card

        b              Number of Injection Points

        c              Injection Parameters

        d              Injection Data
NOTE:  This card group is omitted if water quality
       calculations are not to be executed,
       JOPT(l) - 2

       If JOPT(2) - 2, this card group must be
       repeated as many times as there are periods.
                         110

-------
INJECTION DATA IDENTIFICATION CARD

After the cards E-a and E-b, there is a package of cards which is repeated for all
injection data.
DESCRIPTIONS OF INJECTIONS
FORMAT (20A4)


M
o

•
K
a



,«>
o




&•
o





m
o





o





•J
=>



a

-------
NUMBER OF INJECTION POINTS

If there are no injection points,NJECT - 0, the computer will skip to next card group.
Otherwise, it will expect the injection point data from cards E-c and E-d.
NJECT • total number of  injection locations
                                                                                                              w
                                                                                                              £•

-------
INJECTION PARAMETERS
CARDS E-c and E-d constitute a package and must be repeated according to the
number of injection points specified, NJECT
IL
I 10


M
O
KJECT(IL)
I 10


N)
O
XJECT(IL)
F 10.0
ft

g
IJECT(IL)
I 10


o
ITJ(IL)
I 10



in
O
NPAR(IL)
I 10



o





-si
D



oc
IL        « number of the injection point to which the information applies

KJECT(IL) - number of the reach in which injection IL is located

XJECT(IL) - distance from  upstream end of reach to injection point

IJECT(IL) - 1, constant injection rate
            2, variable injection rate

ITJ(IL)   « number of table entries for injection IL.  One entry is
            necessary for constant injection rate with more as needed,
            to describe variable injection rate.

NPAR(IL)  - number of Water Quality Parameters being injected.
  O-
             INJ POINT
1
o
UPSTREAM
 NODE
                                                                                                           W
                                                                                                           n

-------
INJECTION PARAMETERS: WATER QUALITY NAMES
(Use more than one card If there are more than 7 parameters)
SYM(l)
A4,6X



M
O
SYM(2)
A4,6X



N
SYMC3)
A4,6X



,*>
SYM(4)
A4,6X



P-
o
SYM(5)
A4,6X



u«
o
SYM(6)
A4.6X



O"
o
SW(7)
A4.6X



xl
3



OB
O
SYMCL) - the one to four letter identification of the water quality parameter

         In the given sequence and as described in Table 5.2.   NPAR(IL) sumbols.


         ONLY THOSE PARAMETERS BEING INJECTED NEED BE SPECIFIED
                                                                                                            w
                                                                                                            ^

-------
INJECTION DATA
TJIL(IL,I)
F 10.0
Seconds


t->
0
PJECT(IL,I,1)
F 10.0
*


N:
O
PJECT(IL,I,
2)
F 10.0
*

jj
PJECT(IL,I,3)
F 10.0
*

*>
o
PJECT(IL,I,4)
F 10.0
*

in
O
PJECT(IL,I,5)
F 10.0
*

&
o
PJECT(IL,I,6)
F 10.0
*

>i
o
PJECT(IL,I,7)


oc
o
TJIL(IL.I)     - time in aeconds for table entry I, relative to the beginning of  the period


PJECTCIL.I.L)  - the^actual^loading corresponding to the water quality parameter  (SYM)L


*UNITS     For Temperature;  BTU/day
           For Coliforms:    No./hour

           All Others;       Lbs/day (N-cycle variable in terms of Ibs/day-Nitrogen)


If PJECT > 7, continue next card with PJECT(IL,I,8) in columns 1-10
                                                                                                              w
                                                                                                              
-------
             5.7 CARD GROUP F

HYDRAULIC BOUNDARY CONDITIONS AT THE NODES


CARD                         TYPE

 a                    Identity Card for Hydraulic
                      Boundary Conditions

 b                    Node Parameters

 c                    Boundary Node Conditions,
                      NOBC(KN) - 1, 2 or 4

 d                    Boundary Node Condition,
                      NOBCOOO - 5
 NOTE;  This card group must be  omitted if
 hydraulic computations are deleted, IOPT(1) - 2,
 that is, when the hydraulic solution is read from
 tape (IOPT(5) - 1).

 If IOPT(2) - 2, this card group must be repeated
 as many times as there are periods.
                      116

-------
IDENTITY CARD FOR HYDRAULIC BOUNDARY CONDITIONS
After the identification card, F-a, there is a package of cards which is repeated
HYDRAULIC DESCRIPTIONS OF THE NODES
FORMAT (20A4)


M
0

N5
a


W
0


r-
o





Ui
o
for each node.





o
o






•j
o



00
o
T

-------
NODE PARAMETERS
Cards E-b,E-c or E-d constitute a package and must be repeated for each node. For interior nodes and the
stage-routing cases, NOBC(KN) - 0 or 3, no more information is required and the computer will skip to the
next Node Parameter Card. For NOBC(KN) - 1,2, or 4 card F-c is required. For NOBC(KN) - 5 card F-d is
required.
KN
I 10


M
O
NOBC(KN)
I 10


K
O
IBC(KN)
I 10


L>>
O
ITX(KN)
I 10


t>
o
INT(KN)
I 10


u»
O




9
a




•4



00
a
See Next Page for Description of Parameters

-------
KN       » number of the node for the following information
NOBC(KN) • indicates the type of condition to be applied at node

           0, junction or interior node
           1, water surface elevation prescribed
           2, discharge prescribed
           3, stage-routing boundary condition
           4, rating  curve (z vs Q «• Table)
              downstream end of control structure
IBC(KN)
ITX(KN)
INT(KN)
5,

indicates the time dependence of the boundary condition at node KN.
In a Junction node, or a downstream side of control node, the
information is ignored by the computation.
1, constant with time
2, variable with time
3, sinusoidal with time (see card F-c)
number of table entries for the boundary conditions specifications
For constant boundary conditions, and downstream side of control
structure, only one card is required.  Sinusoidal boundary conditions
are handled with one card also, where space is provided for the
height and period of oscillation.  More table entries are required
in IBC(KN) - 2.
1, linear interpolation of variable boundary condition data.
2, cosine interpolation of variable boundary condition data.
Only if IBC(KN) = 2.
Only if IBC(KN) = 2.

-------
      BOUNDARY NODE CONDITIONS,  NOBC(KN)  - 1,  2 or 4

      This card is supplied only when NOBC(KN)  - 1, 2,  or 4 and for IBC(KN) - 3.   Card F-c also
      allows the user to  specify a sinusoidal  boundary  condition as shown in the  sketch below.
TIME
F 10.5
sec.

M
O
ZNODE
F 10.5
ft.

N
0
QNODE
F 10.5
cfa

9
TPER
F 10.5
sec.

IS
O
PEAK
F 10,5
ft.

o
TUG
F 10.5
sec.

G




•j



00
o
N)
O
TIME  - prototype tJjue in seconds relative to the beginning of each individual period.
        condition is constant or sinusoidal, no value need be specified.
                                                                                             If the boundary
     ZNODE - water surface elevation, (ft), if constant, the water surface elevation is assigned the value
             for J - 1.  If the time dependence is sinusoidal, the mean value about which the surface
             elevation oscillates, is assigned the value for J - 1.  (J is the subscript of time increment).
     QNODE - discharge(Cfs)at node KN at time TI(KN,J).  If the time dependence is constant, the discharge
              is assigned the value for J - 1.  If the time dependence is sinusoidal, the mean discharge
              about which the discharge oscillates, is assigned the value for J - 1.            "cnarge

     TPER  - period of oscillation for the sinusoidal boundary condition at node KN.
     PEAK  - height of oscillation for the sinusoidal boundary condition at node KN.        _ _
     TLAG  - time lag for the sinusoidal boundary condition.
                                       SINUSOIDAL BOUNDARY
                                       CONDITION
                                                         —*TLAG
                                                                                                                  O
                                                                                  TPER

-------
 BOUNDARY NODE CONDITIONS, NOBC(KN) = 5

 This card is supplied only when NOBC(KN)
NODUP
I 10


M
O




NJ
O




U>
0




t>
O




Ui
O




V
a




3



00
c
NODUP -
                                                                                               °f
                               has  discharge,  Q,
                               (2)  the  upstream
                                        f           -  - ~ — — -———•—— -*^, •»*-.«. «w.«.Lft£ V-UJ. V t  U JTpC
           **>.•.'A «.   J  I vaSe^ C   Pr°8ram 8ets the discharge of the downstream node equal
           that determined by  the  program for the upstream node at the end of the previous
        l«t  A*?A    4 the upstreao node ls  a stage-routing type boundary.  The discharge
        dLr^r^ ia\  ^e   ,  (4)  the uP8tream node is of the Z-specified type.   The
        discharge is handled as in Case 2.
                             UPSTREAM
                             NODE
                             NODUP,
CONTROL
STRUCTURE
                                                                                                              "J

-------
              5.8 CARD GROUP G

         HYDRAULIC OUTPUT PARAMETERS


      CARD                 TYPE

       a                Identity Card

       b                Number of Hydrographs

       c                Hydrograph Parameters

       d                Number of Hydraulic Profiles

       e                Profile Parameters
NOTE:  Card Group G must be omitted if the hydraulic
calculations, IOPT(1) - 2, are not executed, that is
when the hydraulic solution is read from tape
(IOPT(5) - 1).

 If IOPT(2) - 2, this card group must be repeated
 as many times as there are periods.
                       122

-------
        IDENTITY CARD
HYDRAULIC OUTPUT PARAMETERS
FORMAT (20A4)



M
O


N
O



u>
0




*-
O




Ul
O




o>
O




•J
3



00
O
ro
to
    NHYD - number of hydrographa requested
                                                                                                                   a

-------
       NUMBER OF HYDROGRAPHS  (VARIABLE VS. TIME)
       Cards G-b and G-c constitute a package, however,  if  the  user  does not wish  to  see  the
       hydrographs it is not  necessary to include card G-c.
   NHYD
    I  10
S3
   NHYD
number of hydrographs requested

-------
N3
Ol
      HYDROGRAPH PARAMETERS


      Card G-c must be repeated for  the number of hydrographs, NHYD, requested.
KHYD(IH)
I 10


M
O
XHYD(IH)
F 10.5
ft.

N
a
IHPER
I 10


L*>
O




e>
o




U1
O




<*
c




-4
D



00
O
      KHYD(IH) =, reach in which hydrograph IH is to be produced.
      XHYDCIH) =. destred location inthe reach for the  hydrograph.  The program will find the
                      ti
IHPER
                                           polnt  to  this   iocation

              - period over which the desired  hydrograph is to be produced.  When IOPT(2)  = 1
                J-m-fiR - i.  in a transient  solution, this value should be the number of the  '
                current period.   The retrieval system is awkward; however, it is felt that
                comprehensive output is  best obtained by storing the solution on tape or
                disk  and searching  it later.  Output can then be produced graphically as  in
                the plotting program.
                                                                                                                
-------
 NUMBER OF HYDRAULIC PROFILES  (VARIABLE VS DISTANCE)
                                package;  if
                                                    not
                                                                    to
NPRO
X 10



M
o




Ki
O




£




fc«
0




un
O




9
0




«J



00
o
NPRO -
number of hydraulic profiles requested.
                                                                                                            o

-------
PROFILE PARAMETERS
Card G-e must be repeated for the number of hydraulic profiles, NPRO, requested.
KPRO(IPHY
I 10


)


H»
o
INCHYCIPHY)
I 10


                           IPPER(IPHY)
                           I 10
KPRO(IPHY)  - reach in which profile IPHY is to be printed

INCHY(IPHY) - time increment at which profile IPHY is to be printed, refer
              to card A-e for total number of increments, NINC.
IPPER(IPHY) - period in which profile IPHY is to be printed, refer to card
              G-c for further definition IHPER.
These profiles must be specified consecutively with time.

-------
                 5.9 CARD GROUP H

  WATER QUALITY BOUNDARY CONDITIONS AT THE NODES



    CARD                            TYPE

     a            Identity Card for Water Quality Boundary
                  Conditions

     b            Water Quality Node Parameters

     c            Constant or Variable Boundary
                  Conditions

     d            Time Constant Card for Ocean
                  Boundary Conditions

     e.            Water Quality Constituent  Card for
                  Ocean Boundary Conditions
NOTE:  Card Group H must be omitted if the water
quality computations are deleted, JOPT(l) - 2.

If JOPT(2) - 2, this card group must be repeated
as many times as there are periods.
                         128

-------
IDENTITY CARD FOR WATER QUALITY BOUNDARY CONDITIONS
WATER
QUALITY BOUNDARY CONDITIONS
FORMAT (20A4)



o



c




U)
o





o





t/1
o





a





*



a
a
to
                                                                                                                                                                             f

-------
WATER QUALITY NODE PARAMETERS
For interior nodes, or control structure nodes, no other cards are required and the computer skips to the next
Sm!«!J2!T!?r S*ud\ H<*« there are two classes, one for constant or variable boundary
conditions (Card H-c) and a second for ocean boundaries (Cards H-d and H-e).
KK
1 10



M
O
NOBCMQ30
I 10

Ni
C
IBCMCKN)
I 10



*>
ITXMCKN)
I 10



e-
o





Ui
o





en
c





a



§
0  KN

   NOBCM(KN)
   IBCM(KN)



   ITXMCKN)
number of the node for the following information

indicates the type of boundary condition to be applied at node KN
0, junction or interior node
1, concentration specified
2, dispersive flux specified
3, total flux specified
4, ocean boundary condition
5, control structure node (up or downstream)

Indicates the time dependence of the boundary condition at node KN
1, constant with time
2, variable with time

number of table entries per parameter modeled for the boundary condition
specifications.  For constant boundary conditions, or the ocean boundary
condition, only one card per parameter modeled Is required.   Variable
boundary conditions will require additional table entries.

-------
CONSTANT OR VARIABLE BOUNDARY CONDITIONS
Card H-c oust be repeated for each quality constituent specified on Card A-d, the Water Quality Parameter Options.
For variable boundary conditions and for each quality constituent, a package of cards corresponding the time
varying input must be supplied. If Card H-c is supplied then Cards H-d, H-e are not to be supplied.
SYM(L)
A4



6X


M
O
TIM(KN.J)
F 10.5
Sec.

K
a
CNODE
F 10.5


\jt
D
DFNODE
F 10.5



e»
o
TFNODE
F 10.5



in
O





0<
a





•si
3



00
a
SYM(L)


TIM(KN,J)


CNODE

DFNODE

TFNODE

Units are
(for flux):



NOTE:
the symbolic (one to four letter) name of the water quality parameter being specified.
Use sequence of Table  5.2.

prototype time referred to the beginning of the period for the table entry.
This may be omitted if the boundary condition is constant, IBCM(KN) - 1.

specified concentration of the water quality parameter.

specified dispersive flux of the water quality parameter.

specified total flux of the water quality parameter.


for temperature:  BTU/day
for coliforms:     No/hour
for all others:   Ibs/day - Nitrogen

For total of dispersive flux, quantity for parameter dissolved oxygen should be in
terms of DOD (Dissolved 0. Defecit).

-------
TIME CONSTANT CARD FOR OCEAN BOUNDARY CONDITIONS
If an ocean boundary NOBCM(KN) • 4 is specified then 2 to 5 cards are
and quality constituent card H-e for each constituent modeled.
TCON(KN)
F 10.5


M
o




ISi
c





u>
D





is-
o
required, the





in
O
time constant card,





a





*i
D



a
u>
to
TCONGQO M tJjne constant for decay of the concentration difference
           CO(KN) - CS(KN) at the ocean boundary node, where CO(KN)
           is the concentration leaving the estuary on ebb flow and
           CS(KN) is specified on the next card.  The boundary con-
           centration is specified by:
               CONC(KN) - CS(KN) -I- (CO(KN) - CS(KN)). e
               where t  - (time - time that flood began)
               and where  TCON(KN) •  t < 88
               CONC(KN) - CS(KN) when TCON(KN).t i 88
                                                   (-TCON(KN>t)

-------
      WATER QUALITY CONSTITUENT  CARD FOR OCEAN  BOUNDARY CONDITIONS

      If  an ocean boundary NOBCM(KN) - 4,  Is  specified  then  this  card  must  be repeated for each quality
      constituent specified on card A-d, the  Water Quality Parameter Options.
       SYM(L)
CS(KN,L)
      A4,6X
 F 10.2
                  ppm
                                                                                                                     00
                                                                                                                     a
U)
      SYM(L)    « The symbolic  (one to four letter) name of the water quality
                  parameter being specified.  Use sequence of Table 5.2.

      CS(KN,L)  - concentration of the water quality parameter of the incoming
                  ocean water on flood at the ocean boundary node.
                                                                                                                 f
                                                                                                                 n

-------
                5.10 CARD GROUP I

         WATER QUALITY OUTPUT PARAMETERS



       CARD                     TYPE

         a                 Identity Card

         b                 Number of Quality Graphs

         c                 Water Quality Graph Parameters

         d                 Number of Water Quality Profiles

         e                 Water Quality Profile Parameters
NOTE:  Card Group I must be omitted If the water quality
computations are deleted, JOPT(l) - 2.

If JOPT(2) - 2, this card group must be repeated as
many times as there are periods.
                        134

-------
IDENTITY CARD
WATER QUALITY GRAPHS AND PROFILE OUTPUT PARAMETERS
FORMAT (20AA)

M
o


K
Q



IP
O



&•
O




in
O




a




•j
3



00
c

-------
     NUMBER OF QUALITY GRAPHS  (VARIABLE VS TIME)

     Cards I-b and I-c constitute a package, however, if the user does not wish  to  see  the
     hydrographs it is not necessary to Include card I-b.
     NPOL
     I 10
                                                                                   J
u>
     NPOL * number of quality graphs  requested

-------
WATER QUALITY GRAPH PARAMETERS
»-*
-J
KPOLCIC)
I 10

0
XPOLCIC)
F 10.5
ft.

a
MCPER
I 10



LJ
0





0





o





o





•4
3



a
a
KPOL(IC) • reach in which quality graph 1C is to be produced
XPOL(IC) - desired location in the reach for the quality graphs. The program will find the
           nearest computational mesh point to this location, and produce the quality graph
           there.

MCPER    » period over which the desired quality graph is to be produced.  The remarks made
           in Card Group G about hydrographs apply here, also.  At a given location over
           several periods, it must be split into individual quality graphs covering
           single periods.

-------
NUMBER OF WATER QUALITY PROFILES (VARIABLE VS DISTANCE)
Cards I-d and I-e constitute a package, however, if the user does not wish to see the
quality profiles it is not necessary to include card I-d.
NMPRO
I 10


o




K




s




o




o





9
O





•J
D



O
        number of concentration profiles requested

-------
      WATER QUALITY PROFILE PARAMETERS
      Card I-e must be repeated  for the number of quality prfiles,  NMPRO,  requested.
MPROCIPWQ)
I 10


M
O
INCWQ(IPWQ)
I 10


N
o
«PPER(IPWQ)
I 10


*>
o




i>
o




w«
o




a
o




vj
o



a
o
U)
VO
      MPROCIPWQ)   - reach In which profile IPWQ is to be printed
      INCWQClPWQ)  - water quality time increment at which profile IPWQ is to be printed
      MPPER(IPWQ)  - water quality in which profile IPWQ is to be printed
      The profile  must be specified consecutively with time.
                                                                                                                  i
                                                                                                                  n

-------
                  VI.  MODEL APPLICATION - TEST CASES


     The following is a discussion of the application of the real-time


nitrogen-cycle model in a hypothetical waterway simulated for demon-


stration in this manual.  The objective of this effort was to demon-


strate the coupling of the transport processes in an advective system


with the biogeochemical nitrogen transformation processes.


6.1  Description of the Estuary Test Case


     The estuary is assumed to have a length of 30,000 ft (9,146 m) and


a width of 1000 ft (305 m), and is characterized by a Manning roughness


coefficient of 0.018 and a slope of 0.00001.  A constant fresh water

                              3
inflow rate of  1000 cfs (28 m /sec) enters at the head of tide.  The


salinity at the ocean end of the estuary is 15,000 ppm and the ocean


tidal range is  4 ft (1.2 m) about an average water surface elevation


of 15 ft  (4.6 m).  Two sewage treatment plants (STP)discharge to the


estuary and are located as shown in Figure 6.1.  The flow from STP I is


10 mgd (38,000 m3/day) and that from STP II is 20 mgd.   (76,000 m3/day).


The waste from these plants are as described in Figure 6.1.  The analysis


was performed in several successive steps.


6.2  Hydraulic Solution For Real^Iime Estuary Analysis


     The  first step was to determine the quasi-steady state hydraulic


response  of the Estuary.  The term quasi-steady state refers to the


characteristic whereby the same hydrodynamic profile is repeated each
                                    140

-------
tidal period.  This is possible only in cases where the hydraulic upstream




and lateral inflows are constant and the tidal range at the mouth of the




estuary is repeated from one tidal period to the next.  This obviously




applied in the case at hand. Thus,  the hydrauli-c solution is transient




within a particular tidal period, but steady state when corresponding




time are compared in different tidal periods.  The treatment  plant




discharges are considered passive injections, that is they do not affect




the flow field in the estuary.  If the  flow rate of these discharges were




significant compared to the estuary flow rate, then they could have been




treated as lateral inflows of zero width.




     In determining the quasi-steady state hydrodynamic response it




was necessary to simulate only the hydraulic and salinity parameters.




Other water quality variables were not  required  for this portion of




the analysis.  The salinity parameter  is required because it appears




in the conservation of momentum equation.  Initial conditions were




assumed for  the hydraulic parameters  (surface elevation and discharge)




and for the  salinity profile.  The boundary  conditions  and geometry




were prescribed as outlined above.  The program  was run for several




tidal periods until the quasi-steady  state response was obtained.




(Note that the choice of initial  conditions  affects only  the number




of tidal periods needed to  achieve  the quasi-steady state response.




Regardless of the choice of initial conditions,  the quasi-steady




state response should always be  the same.)
                                    141

-------
H 	

• '
Upstreaa
Boundary
0.
Reach I ** 	
i
T '

STP I
5000. 10000.
Reach 11



STP II
20000.

J
1
Ocean
Boundary
30000.
                                             Distance fro* Upstreaa Boundary
                                                                      (Feet)
                     Description of Waate Injections
                    STP I
         Cone.  (pp»)   Load (Ib/day)
                                                   STP II
Conc.(pp»)    Load  (Ib/day)
MH3-M
H03-N
POM
DOM
20
2
10
10
                          1668.

                           167.

                           834.

                           834.
   20

    2

   10

   10
3336.

 334.

1668.

1668.
FIGURE  6.1  SCHEMATIC OF ESTUARY AND TREATMENT PLANT LOADINGS
                                      142

-------
     The next step was to store the hydrodynamic profile on a computer



tape to be used in later runs Involving vater quality variables.   In this
                                                                         »


way, it would not be necessary to recompute the hydraulic solution in



these later runs.  The hydraulic solution was now computed again, but



this time for one period only and stored on computer tape.  The initial



conditions for this run were determined from the quasi-steady state



response determined above thereby assuring that the one tidal period



now being stored on tape would give the same response.  The input data



for this run is given in Appendix I.a.  A portion of the output is shown



in Appendix I.b.



6.3  Water Quality Solution For Real-Time Estuary Analysis



     The next step involved determining the quasi-steady state response



for water quality parameters.  The input data for this run is listed in



Appendix I.e.  Note that the hydraulic solution was not executed but



read from tape for this simulation.  Boundary conditions were specified,



and initial conditions assumed for all water quality parameters of



interest for  this run.  (Not all of the parameters that the model is



capable of simulating were run).  The program was run for ten tidal



periods which proved adequate for determining the quasi-steady state res-



ponse.  The number of periods required would vary depending upon the



accuracy of  the assumed initial conditions as compared with the true



response.  A portion of the output is shown in Appendix I.d.



6.4  Hydraulic and Water Quality Solutions for River Analysis



     For the River Test Case, the channel geometry chosen was identical



to that for the Estuary discussed above.  Therefore, the ocean boundary



condition was not stipulated.  Instead, a discharge is prescribed at
                                    143

-------
 the downstream end, the value of which is equivalent to the discharge



 into the River from upstream sources.  In the case of a fully steady-state



 hydraulic system  (as in this river case), the program computes the steady-



 state hydraulic solution initially and then uses this solution for the



 specified duration in the water quality computations.  Thus, it is not



 necessary to compute the steady state hydraulic solution separately and



 store it on tape as with real-time estuary analysis.  The calculations



 are performed in the same computer run.  The input data for this is shown



 in Appendix II.a and a portion of the output is shown in Appendix II.b.



 The steady-state river system requires that only one period be specified



 but the duration of that period can be as long as desired and is not the



 same as a tidal period in the real-time unsteady flow case.  Although



 the hydraulic solution is steady state in this River analysis, the water



 quality solution is transient and the length of the period must be



 chosen such that the steady state water quality response will be determined.



 For the case at hand and for the initial conditions specified, a period



 of 357,120 seconds was required.



 6.5  Plotting of Hydraulic and Water Quality Solutions



     The hydraulic and water quality solutions from the Estuary analysis



 and the water quality solution from the River analysis in the above runs



were stored on a sequential data set computer tape.  The user is then able



 to obtain graphic results of t hese solutions by selecting output informa-



 tion in accordance with the plotting program discussed in Chapter VII.



 6.6  Discussion of Teat Case Simulation




     Figure 6.2 shows the tidal discharge as a function of time throughout




one tidal cycle at the ocean end, X - 30,000 ft (9150 m) and at section
                                    144

-------
 X - 10,000 ft C3049 m) for the Estuary.  The maximum ttdal discharge at



 the ocean end Is 9500 cfm C270 m3/s) and corresponds to a maximum tidal



 velocity of 0.65 ft/s (0.2m/s),  This may be compared with the River case



 which is characterized by a constant discharge rate of 1000 cfs (28.3 m3/s)



 and a constant velocity of 0.07 ft/s (0.02 m/s).



      Instantaneous longitudinal distributions of salinity in Reach II at



 four times during a tidal period are shown in Figure 6.3.  The time T/4



 corresponds to high water slack and 3 T/4 to low water slack.  Since the



 longitudinal dispersion coefficient is assumed to be proportional to the



 local longitudinal salinity  gradient in accordance with Equation (3.4)



 the dispersion coefficient increases significantly within the salinity



 intrusion region.   In the non-saline region the dispersion coefficient



 is  related to the local  tidal  velocity by a modified Taylor dispersion



 relation.   For this study, the value of K in Equation (34) was 50 ft2/s

       2

 (4.6 m /s).   The  longitudinal  dispersion coefficient then has an average


               2          2
 value  of  15  ft /s  (1.5 m /s) in the non-saline portion and reaches a


                             2        2
 maximum value  of  about 400 ft  /s  (37 m/s)  in the salinity intrusion



 region.



     Figure 6.4 shows instantaneous  longitudinal  profiles  of  ammonia-



 nitrogen at four tines in a tidal period.  The  large peaks  of  concen-



 tration adjacent to the upstream waste  treatment  plant  in Reach  I are



 due  to the combined effect of  low tidal velocities near the head of  tide



and  low dispersion.  The flushing effect near the ocean boundary is



 indicated by the large differences in ammonia concentration between high



water alack (T/4) and low water slack C3 T/4).
                                    145

-------
                                           x - 30000 ft.
                     150.00   200.00   250.00   300.00
                         TINE  IN SECONDS    «lOf
1*00,00   USD.00
FIGURE 6.2  TIDAL DISCHARGE vs TIME AT x - 10000 ft.  and x - 30000 ft. IN ESTUARY

-------
  o
  o
           REflCH
CE

S>
                                                                                     o
                                                                                     o



                                                                                     5-0
                                                                                      cr
                                                                                      vS)
  Cf.CfO
40.00    00.00    80.00

            QISmNCt
                                                                  160-00   iso.oo    od.oo
          FIGURE 6.3  SALINITY PROFILES IN REACH II OF ESTUARY

-------
                    REflCH    1
       REflCH   2
00
                    zb.oo   MO.oo   00.00   .00.00
                    OISTflNCE IN FEET  «tO*
.00    JO.00   MO 00
60 00   80~00   I))0.00  IZO 0(1
    O'STflNCE  IN FEET  -ID*
                                                 IHO.OO
                                                        ICO OU   100 00  
-------
     Figure 6.5 shows the predicted ammonia concentrations for the River


                                                       2       2
case.  A constant dispersion coefficient equal to 65 ft /s (6 m /a) was



used for this simulation.



     Similar profiles are shown for nitrate and particulate organic



nitrogen in Figures 6.6 - 6.9.
                                     149

-------
                      REflCH   1
REflCH
en
O
                       eo.oo    HO. oo   M.oo   .80.00    .00     to.oo    110.00    oo.oo   to.oo   100.00   120.00   mo.oo   iso.oo   teo.oo  zoo.oo
                       OlSTflNCE  IN FEET   *IQ'                                 OISTflNCE  IN  FEET   «10*
                               FIGURE 6.5  AMMONIA-N CONCENTRATIONS IN RIVER

-------
                REflCH    1
REflCH   2
Ul
                20.00   MO.00   60.00    00.00
                DISTPNCE IN FEET  «1Q(
                                               oo
                                                    20.00
                                                            140.00
              60.00   80.00    100.00
                  D'STflNCE  IN FEET
                                                                                         120.
00
*
                                                                                                1VO.OO   160.00   180.00   20ff. 00
                             FIGURE  6.6  NITRATE-N CONCENTRATIONS  IN ESTUARY

-------
                 RERCH   i
       RERCH   ^
to
§
•#
                 id. 0(1    n'o.00    eb.ClO   B'O.OCi
                 DISTflNCE  IN  FEET   «10'
.00    £0.00    40.00    60 00   ftO.UU
  100.00
IN FEET
                                           izo.oo
                                           •HO*
                1X0.00   1(0.00   190.00   I
                                 FIGURE 6.7  PARTICULATE ORGANIC-N CONCENTRATIONS  IN ESTUARY

-------
                    REflCH   1
       REflCH   2
Cn
                    20.00    ooO   60.00    80.00
                    OISTHNCE IN FEET  «10f
.00    20.00   10.00    60.00    80.00    100.00   120.00   110.00   160.00   180.00   200.00
                        DISTflNCE IN FEET  -lO1
                                   FIGURE 6.8   NITRATE-N CONCENTRATIONS IN RIVER

-------
                    RERCH   1
                                    REflCH   2
Cn
              00
20.00no. ooeb.oo   sb.oo    .00
DISTRNCE IN FEET  «10'
20.00   140.00   60.00   80.00    100.00   130.00   110.00   160.00   160.00
                  01STRNCE  IN FEET   «1O1
                                     FIGURE  6.9  PARTICULATE  ORGANIC-N CONCENTRATIONS  IN RIVER

-------
                          VII. PLOTTING PROGRAM





 7.1  Description of the Plotting Program




      The large volume of numerical information generated by the computer




 program is conveniently representable in graphic form.  A plotting program




 is available for  use on an incremental drum plotter.  The program is in




 FORTRAN and uses the standard set of plotting commands as described by




 California Computer P-roducts, Inc. 1970.




      In order to utilize the plotting feature the user must have specified




 the option in the Network Model that creates a sequential data set of




 the calculated dependent variables.  There are two such datasets possible,




 one for hydraulics, the other for water quality concentrations.  Two




 types of plots are possible.




       (1)  Dependent variable vs. distance at a specific time.




       (2)  Dependent variable vs. time at a specific  location




       Special features permit the user to plot several variables on the




 same frame &  also to Plot user supplied data points as special symbols.




      The general functioning of the program is illustrated in Figuie 7.1






7.2  Input Data Preparation




     Pages 157 through 165 describe the input data required to use the




plotting program.   To facilitate preparation of input data the user should




refer to the output listing of the network model run that produced the




plotting datasets.
                                    155

-------
         FIGURE 7.1   GENERALIZED FLOW CHART: PLOTTING PROGRAM
               DISTANCE
                 Input
            Ordinate typ
             plot param.
                                   Input
                                 Network
                               Description

1                                  Input

                               ?lot Request*
                                           card)
form array

  plot
form array

  plot
determine max. §
  min.  surface.
   form array
     plot
  ©        ©
                    0
                                                       <=)
                                                TIME
                                               Input
                                           'Ordinate type
                                            plot param.i
                                          156

-------
PLOT IDENTIFICATION
ID
A8


H
O




NJ
C




u>
0




t-
o




m
o





a
o





*j
o



a
o
ID - one to eight character Identification of the plot.

     This will be plotted at the bottom of each frame as well
     as being printed on the output listing.
                                                                                                         H
                                                                                                         I

-------
TIME PARAMETERS
NPER
I 10


M
O
NINC
I 10


N
O
RATIO
F 10.0


U)
O
DT
F 10.0


o





O





9
C





*



01
00
           NPER • number of tidal periods.  (1 in the case
                  of river flow).

           NINC - number of hydraulic time increments within
                  each tidal period.

           RATIO - ratio of water quality time increment to hydraulic
                   time increment.

           DT    • actual measure of hydraulic time increment.

-------
NUMBER OF REACHES
NREACH
I 10


o




K
O




»





O





O





O1
O





•J



00
a
VO
         NREACH   «   number  of reaches
                                                                                                                   o
                                                                                                                   H

-------
REACH PARAMETER CARDS (ONE CARD FOR EACH REACH)
(In same sequence as that given by reach - node connectivity table)
K
I 10


M
O
NSN(K)
I 10


Ki
G
MESHPT(K)
I 10


u»
o





*•
o





tn
o





o





•4
3



0
K.        - the numerical identification of the reach

NSN(K)   » number of hydraulic mesh points in reach K

MESHPT(K) - number of water quality mesh points in reach K
For NSN(K) and MESHPT(K) consult output listing for a particular run
as these are the number of computational mesh points, not the number
of user-supplied cross-sections.
                                                                                                          s
                                                                                                          H

-------
PLOT SELECTION VS. DISTANCE (FOR PLOTS VS. TIME USE CARD PLOT-5-t)
         PER
                               PL
                             YMIN
                             YMAX
                             NPTS
9X
I 10
I 10
F 10.0
F 10.0
F 10.0
I 10
          seconds
                               in.
D    - letter "D" in column 10

PER  - tidal period of profile

T    - increment within PER of profile
       (not applicable for tidal range or high and
       low water planes)  Use hydraulic increment for hydraulic variables
       and water quality increment for water quality variables.

PL    - plot length (X-axis in inches)

YMIN  = minimum value of Y-axis

YMAX  • maximum value of Y-axis

NPTS  * number of individual points to be plotted.
        (if y 0 supply cards PLOT - 7 after PLOT - 6-d)
co
P.
H-
00
rt
B>
3
O
fl*

s
H

O^
j
a

-------
PARAMETER SELECTION CARD
SYMB
A4.6X


M
0
REACH
I 10


KJ
C
SI
I 10


S
S2
I 10


*•
o
DX
F 10.0



Cn
O
MULTI
I 10




Is)
          SYMB  -  S(Salinity, T(Temperature), CBOD(Carbonaceous  Biochemical  Oxygen Demand),
                  NH3(Ammonia Nitrogen), N02(Nitrite Nitrogen),  M03(Nitrate  Nitrogen),
                  PHYN(Phytoplankton Nitrogen),  ZOON(Zooplankton Nitrogen),  PON(Particulate
                  Organic Nitrogen), DON(Dissolved Organic Nitrogen),  DO(Dissolved Nitrogen),
                  FCOL(Fecal Coliform), Z(Elevation),  Q(Discharge)

          REACH -  reach number

          SI    -  starting mesh point number

          S2    »  ending mesh point number

          DX    •  Increment length between  sections  (feet)   (hydraulics only)

          MULTI -  0  or  blank, a single variable  is being plotted
                  1,  this variable plotted  with  others (same frame)
                  9,  this is the  last of several variables being plotted  together

          NOTE:  When MULTI i* 0 corresponding card 5-d is needed for each variable being
                plotted.
§
T
CL

-------
PLOT SELECTION VS TIME (FOR PLOTS

9X


r
u

o
REACH
I 10


NJ
C
VS DISTANCE USE CARD PLOT 5-d)
XDIST
F 10.0
ft

o
PL
F 10.0
in

o
YMIN
F 10.0


o
YMAX
F 10.0


a
NPTS
F 10.0


•si
D



00
o
CO
           T

           REACH

           XDIST


           PL

           YMIN

           YMAX

           NPTS
the letter "T" In column 10

the reach number (an integer)

distance of the point of interest from the upstream end.
(Program will take closest computational section).

plot length (X - axis)

minimum value for Y axis

maximum value for Y axis

no. of individual points to be plotted.
(if # 0 supply cards PLOT - 7 after plot 6-t)
"<*
en
n
fD
*~s
O
H
1
rt

-------
PARAMETER SELECTION CARD
SYMB
A4,6X


M
O
PERI
I 10


Is!
0
Tl
I 10
seconds

M
o
PER2
I 10


i>
o
T2
I 10
seconds

in
o
DX
F 10.0
feet

9
c
MULTI
I 10


•j
D



a
SYMB  - S(Salinity), T(Temperature), CBOD(Carbonaceous Biochemical Oxygen Demand), NH3(Ammonia Nitrogen),
        N02(Nitrite Nitrogen), N03(Nitrate Nitrogen), PHYN(Phytoplankton Nitrogen), ZOON(Zooplankton
        Nitrogen), PON(Particulate Organic Nitrogen), DON(Dissolved Organic Nitrogen), DO(Dissolved
        Oxygen), FCOL(Fecal Coliform), Z(Elevation), Q(Discharge)

PERI  • tidal period at start

Tl    • increment within tidal period at start:  the first increment of 1st period is 0,
        all other periods it is 1.
PER2  • tidal period at finish
T2    « increment within tidal period at finish (for a river, the maximum time increment -
DX
number of Increments - 1)
increment length between sections if constant (hydraulics only)
MULTI - 0 or blank, a single variable is being plotted
        1, this variable plotted with others  (same frame)
        9, this is the last of several variables being plotted together

NOTE:  when MULTI - 0 corresponding card 5 -t is needed for each variable being plotted
                                                                                                S
                                                                                                H

-------
ON

Ul
       INDIVIDUAL DATA POINT  CARDS  (Only  if NPTS  +  0 on  Card  Plot  5-t  or Plot 5-d)


       One  card  per  point

       These  cards follow Card Plot  6
X
F 10.0
feet or
seconds

M
o
Y
F 10.0



Is)
a
NUSER
I 10



u>
o





e-
o






in
O






a
C






si




a
a
       X     -  abscissa,  time  in  seconds  from  the  beginning  of  the  plot

               (PERI, Tl)  or distance  in  feet  from beginning (SI).


       Y     «  ordinate value


       NUSER «  Integer Code corresponding to the geometric point  being plotted.

               If  not defined  the previously defined  value will be  used.   If no

               value  is given  a default of 11  will be taken  which is  an  asterisk^*)
                                                                                                                   t-1
                                                                                                                   o
                                                                                                                   H

-------
7.3  Example




     To illustrate the use of the plotting program, on the following




pages is listed the input data required to reproduce the plots (Fig. 6.2 -




6.9) shown in Chapter VI of this manual.  Some editing was done to arrive




at the final form shown.  For example, Figure  6.4 is plotted as two




separate pages by the program, one for Reach I and another for Reach II.




These were then pasted together and reduced for presentation in the




manual.  The same was done for Figures 6.5 - 6.9.




     The input data is  listed in three separate tables as below.





     1.  Table 7.1  Input data for plotting hydraulic variables




         in the Estuary - Figure 6.2.






     2.  Table 7.2  Input data for plotting water quality




         variables in the Estuary - Figures 6.3, 6.4, 6.6, 6.7.






     3.  Table 7.3  Input data for plotting water quality variables




         in the River * Figures 6.5, 6.8, 6.9.
                                   166

-------
TABLE 7.1  INPUT DATA FOR PLOTTING HYDRAULIC VARIABLES IN THE ESTUARY
HKD. 1



Q

Q
1
2
1
2
T

T

48
5
9
1
1
2
1
3.

10000.

20000.
0
930.

10.
1
10.
1


-10000.
48.
-10000.
48


10000.
2500.
10000.
2500.



1

9

-------
00
TABLE 7
HOUAL2


S

S

S

S

NH3

NH3

NH3

NH3

SH3

NH3

UH3

NH3

M03

N03

N03

. 2 INPUT
10
2
1
i
0

D

0

D

D

0

D

D

0

D

0

D

0

0

D

0
DATA FOR PLOTTING WATER QUALITY VARIABLES IN
48 3. 93C.
5 29
y
10
2
10
2
10
2
10
2
10
1
1C
1
10
1
10
1
10
2
10
2
10
2
10
2
10
1
10
1
10
1
10
49
4
1
6
1
12
1
16
1
4
1
6
1
12
1
16
1
4
1
8
1
12
1
16
1
4
1
8
1
12
1
16

10.
49
10.
<49
10.
49
10.
49
5.0
29
5.0
29
5.0
29
5.0
29
10.
49
10.
49
10.
49
10.
49
5.
29
5.
29
5.
29
5.

-500.

-500.

-500.

-500.

0.

0.

0.

0.

0.

0.

0.

0.

0.

0.

0.

0.
THE ESTUAl

15500.
1
15500.
1
15500.
1
15500.
9
1.6
1
1.6
1
1.6
1
1.6
9
1.6
1
1.6
1
1.6
1
1.6
9
.32
1
.32
1
.32
1
.32

-------
    TABLE 7.2  (Continued)


NC3                 1           1         29                     9
         D         10           4        1C.         0.        .32
N03                 2           1         49                     1
         D         10           8        10.         0.        .32
N03                 2           1         49                     1
         D         10         12        10.         0.        .32
N33                 2           1         49                     1
         D         10         16        10.         0.        .32
NC3                 2           1         49                     9
         D         10          45.         0.        .96
PCN                 1           1         29                     1
         D         10           85.         0.        .96
PON                 1           1         29                     1
         D         10         12         5.         0.        .96
PON                 1           1         29                     1
         D         1C         16         5.         0.        .96
PCN                 1           1         29                     9
         D         10          4        10.         0.        .96
PCN                 2           1         49                     1
         D         10           6        10.         0.        .96
PCN                 2           1         49                     1
         0         10         12        10.         0.        .96
PON                 2           1         49                     1
         D         10         16        10.         0.        .96
PON                 2           1         49                     9

-------
TABLE 7
HOUAL4


NH3

MH3

NC3

N03

PON

PON
. 3 INPUT
1
2
1
2
D

D

0

0

D

0

DATA FOR PLOTTING WATER QUALITY VARIABLES IN THE RIVER
384 3. 930.
5 2S
9
1
1
1
2
1
1
1
2
1
1
1
2
49
128
1
128
1
128
1
128
1
126
1
128
1

5.
29
10.
49
5.
29
10.
49
5.
29
10.
49

0.

0.

0.

0.

0.

0.


1.6
0
1.6
0
.8
0
.8
0
.8
0
.8
0

-------
                    VIII,  COMPUTER IMPLEMENTATION





8.1  Overlay Structure of FORTRAN Source Program




     The FORTRAN Source Program consists of 47 routines.  In order to




conserve storage certain of these routines can be overlaid.  This overlay




structure is Illustrated in Figure 8.1, the corresponding job control for




IBM machines is given in Section 8.4.




8.2  Input/Output Devices and Unit Numbers




     Input and output data sets are used for permanent and temporary




storage of information.  The input datasets consist of the input data




itself and possibly a previously calculated hydraulic solution.  Output




datasets consist of the printed output as requested by the user and




possible sequential datasets for the hydraulic and/or water quality




solution.  These dataset numbers are identified in Table 8.1.




8.3  Program to Modify Dimensions




     Because of the large amounts of storage necessary for a comprehensive




model such as an estuary including its tributaries, a special program and




utility program have been combined in order to allow the user to modify




the dimensioned arrays of the FORTRAN source program.  The object of




this is to permit a special compilation of the FORTRAN Source Program




using dimensioned arrays that correspond to the needs of each particular




waterbody, its number of reaches and its required degree of discretization.




Such a compilation will avoid the cost of providing for more computer




storage than is necessary.




     To implement this program the user must specify the maximum size for




the basic variables described in Table 8.2.  These 18 variables determine




the size of the dimension statements.  The corresponding input formats are
                                  171

-------
given In Figure 8.2.  Figures 8.3 and 8.4 illustrate the flow of this




particular procedure which (3 implemented by a combination of a short




FORTRAN program which fills the dimensioned arrays and produces a




control dataset for replacing cards In the Source Program using the




IBM utility IEBUPDTE.  The result of these operations is a newly




dimensioned source program, ready for compilation.




8.4  Job Control Language (IBM)




     Job control language listings for IBM operating systems are




included at this point to facilitate applications with IBM equipment




and to provide guidelines for users who wish to implement the program




using the equipment of other manufacturers.




     Tables 8.3, 8.4, 8.5, and 8.6 list the job control language for




compilation, link editing, execution, and plotting respectively.




 These are to  be used as  guides:   the actual JCL will depend on the



 user's computer facility.
                                   172

-------
                            Root Phase
OVERLAYS
                              MAIN
                              SOLVER
                              STORE
                              INTRPL
                              SEARCH
                              HGRAPH
                              PGRAPH
                              OUTL
                              FOXF
INPUT1
BOOK
GRIND
IRREG
RETRAP
CIRC
WQOPT
WQIN
TEMIN
NUTIN
INITHY
HLATQ
SOLVE
PARAM
BITRI
BIROW
AMATRX
SALTRP
FIND
COS INT
OTHER


INITWQ
MLATQ
FACTOR
REACH
INPUT2
OUTPUT
LATJEC
WQSEQ
QUISOL
BOUND
WQJECT
SOURCN
DECAY
CONSRV
DODSR
FLUX
TIMEZ
                 FIGURE 8.1  OVERLAY STRUCTURE
                                 173

-------
                   TABLE 8,1




         IHPUT AND OUTPUT DATA SETS
INPUT DATA SETS




FT05F001




FT10F001






OUTPUT DATA SETS




FT06F001




FT10F001




FT11F001




FT12F001




FT13F001




FT1AF001




FT15F001
Input Data




Hydraulic Solution










Printed Output




Hydraulic Solution




Water Quality Solution




Temporary Storage for Hydrograph




Temporary Storage for Hydraulic Profiles




Temporary Storage for Water Quality Graphs




Temporary Storage for Water Quality Profile
                    174

-------
                                 TABLE 8.2

             LIST OF BASIC VARIABLES DETERMINING ARRAY SIZES


 1.      kjh   T»  maximum number of hydraulic mesh points In a  network

 2.      kjl   -  maximum total of table entries for computational  channel
                 cross-section data

 3.      kjg   —  maximum number of water quality mesh points in a  network

 4.      nk    -  maximum number of reaches in a network

 5.      nl    -  maximum number of lateral inflows in a network

 6.      nil   -  maximum number of table entries for lateral inflows

 7.      nzq   -  maximum number of table entries for hydraulic boundary
                 conditions

 8.      ncf   -  maximum number of table entries for water quality
                 boundary conditions

 9.      nj    -  maximum number of injection points

10.      nij   -  maximum number of table entries for injection points

11.      In    -  maximum number of constituents

12.      njh   -  maximum number of hydraulic mesh points per  reach

13.      njq   -  maximum number of water quality mesh points  per reach

14.      nn    -  maximum number of nodes (>nk + 1)

15.      ngra  -  maximum number of time graphs hydro or quality

16.      npro  -  maximum number of profiles

17.      ntem  -  maximum number of table entries for meteorological
                 conditions

18.      matr  -  maximum number of elements in banded node matrix,         ,
                 maximum value  (full matrix) =  C2x no. reaches + no, nodes)'
                 For large systems reduction may be worthwhile.
                 Output will give actual size required.
                                    175

-------
CARD 1
LISTKY
15


M
o
SWITCH TO CONTROL LISTING OF UTILITY OPERATIONS




Ni
O




U>
D




*>
O




Ln
O




9
O




«j
D



00
O
LISTKY - 0    No list option on IBM IEBUPDTE utility
LISTKY > 0    LIST - All option generated on IBM IEBUPDTE UTILITY
CARD 2,3
ISIZE ISIZE
(1) (2)
15 15





H
O
ISIZE ISIZE
(3) (4)
15 15


N
C
ISIZE ISIZE
(5) (6)
15 15
SIZES OF BASIC VARIABLES




D
ISIZE ISIZE
(7) (8)
15 15



0
ISIZE ISIZE
(9) (10)
15 15





o
ISIZE ISIZE
(11) (12)
15 15




9
O
ISIZE ISIZE
15 15



3
ISIZE ISIZE
ns^ M6V
15 15

o
    Numerical size of 18 basic variables as described in Table 8.3.
    Use 2 cards, ISIZE(17) and ISIZE(18) being in columns 1-5, 6-10 of the second card.
                 FIGURE 8.2  INPUT FORMATS FOR PROGRAM TO MODIFY DIMENSIONS

-------
                           T
FORTRAN  PROGRAM
 SEE FIGURE 8.4
                              j     SEE FIGURE 8.4
           USER DEFINED
           ARRAY SIZES
                                      COMMON
                                      DIMENSION
                                     iFORMATS
                                        KEYS
          FORM CONTROL
         RECORDS § NEW
         :OMMON/DIMENSION
           STATEMENTS
                                    PRINTOUT OF
                                      FILE FOR
                                      UTILITY
           IBM UTILITY
             IEBUPDTE
         REPLACE COMMONS
         DIMEN. STATEMENTS
                NEW
              SOURCE
             PROGRAM
       OLD
      SOURCE
      PROGRAM
   LISTING  OF
     UTILITY
  OPERATIONS IF
   REQUEST
FIGURE 8.3  GENERAL FLOW DIAGRAM OF SYSTEM TO MODIFY DIMENSIONS
                                177

-------
                    READ CRITERIA
                     FOR UTILITY
                        LIST.
 FILE OF
 COMMON/
DIMENSION,
 FORMATS,
                      INPUT
                      NO. COMMON
                      NO. PROG
                     NO. BASICS
                   LOOP BY NO.COMMON
                    INPUT & SETUP
                        COMMON
                        ARRAYS
                   LOOP BY NO. PROG
                    INPUT PROGRAM
                    CONTROL INFOS
                   SETUP DIMENSION
                        ARRAYS
                     READ  USER-
                     ~~DlPINED
                    ARRAY SIZES
                                                         P BY NO.PRQGy
                                                       lUTPUT CONTROL
                                                         § COMMON
                                                        STATEMENTS
                                                         OUTPUT
                                                       DIMENSION
                                                       STATEMENTS
 FIGURE 8.4  FLOW DIAGRAM OF PROGRAM TO MODIFY DIMENSIONS
                              178

-------
  TABLE 8.3  SAMPLE COMPILATION JCL

//JCBLIB 00   DSN=SYS1.FORTB225,LISP=SHR
//STEPH EXEC  FORTHC,REGIOII*256K
//FORT.SYSLIH DO UNIT=TAPE. SPACE*. DISP= (.KEEP > ,LABEL=RETPD=8031 .
//        DSH=OUTOBJ
//FORT.STSIN  DO  DNI T=2314, VOL=SEB=HIDRD S, DISP^SHR, DSN=SOUR BIG (MATH)
// DO  OIIIT*231tt, VOL=SER=BYDROS,DISP*SHB.DSNABE=SOORBIG(ABATRX)
// DO  UNir=231U,VOL*SEP=HYDROS,DISP=SHR,DSHAHE=SOOeBIG(BIROH)
// DO  OHIT*231«U VOL=SER=HYDROS,DISP=SHR,DSNABE*SOURBIG(BITRI)
// CD  OHIT*23U, ?OL=SER=HYDROS,DISP=SHR.DSNABE=SOORBIG(BODK)
// DD  OMlT = 231U,?OL=SER=BYDROS,DISP=SBR,DSHAflE=SOaRBIG (BOUND)
// DD  UNir=231U,VOL*SER=HYDRCS.DISP=SHR,DSNABE«SOURBlG(CIRC)
// DD  UNIT=231<4. VCL=SER=BYDROS,DISP=SBR.DSNABE=SOURBIG(COSINT)
// DD  ONIT=231U,VCL*SEP=HYDBOS,DISP=SHR,DSNAHE*SOURBIG(FACTOR)
// DD  amT=231ft. ¥OL=SER=HTDROS.DISP=SHR,DSBiHI=SOORBIG (FIND)
// CD  ONlT*23ia, VOL*SER=HYDROS.DISP=SHR,DSHAHE=SOORBIG (GRIHD)
// DD  OSIT=23ia. VOL=SER=HYDROS,DISP = SHH,DSMiHE=SOURBIG(BGRAPH)
// DD  UNIT=231U,70L»SER=HYDHCS.DISP=SHR.DS!IAHE=SOORBIG(HLATO)
// DD  ONIT*23ia,VOL=SER=HYDROS,DISP=SHR,DSHAHE=SOORBIG(IHITHI)
// DD  OHIT«231U, VOL=SEB=HYDROS,,DISP=SHB.DS»ABE=SOOfiBIG(lNlTWO)
// DD  0»IT=231U,VOL-SER=HYDROS.DISP=SHR,DSHABE=SOORBIG(INPUT 1)
// DD  UNIT=231«», VOL=SER=HYDROS,CISP=SHH.DSMABE=SOURBIG(INPUT2)
// DD  UNIT«231U. VOL=SER=HYDBOS,DISP=SBR,DSHAHE=SOORBIG(INTBPL)
   DD  UNIT*231U,VOL=SER*HYDROS,DISP*SHR.DSBAH**SOURBIG{IBBEG)
   DD  ONIT = 231U,VCL=SER=HYDRCS.DISP=SHBrDSHAflE=SOURBlG(HLATQ)
// DD  UHIT=231U, VCL=SEB*HYDROS.DISP»SHR,DS1IABE=SOOBBIG (OOTPDT)
// DD  UNIT=231U.VCL*SER=UYDBOS,DISP=SHR,DSBAHE=SODRBIG(PARAB)
// DD  OSIT*2314.VCL=SEB=HYDROS.DISP*SBR.DSNABE=SOURBIG (PGBAPB)
// CD  UNIT=231U, VOL=SER=HYDROS,DISP*SHR. DSHAHE=SOURBIG (REACH)
// DD  DNIT=231U, ?OL=SER=H YDROS,DTSP=SHR,DSSAHE=SOORBIG (BETBAP)
// DD  UNIT«2314.?OL=SER=BYDBOS,DISPOSER.DSBABB*SOORBIG(SALTBP)
// DD  UHIT*231U,VOL=SER=HYDROS,DISP=SHR,DSNAHE=SODRBIG (SEARCH)
// DD  OMIT=23U,VOL=SEB=HYDBOS.DISP=SHB.DSIlAflI=SOURBIG (SOLVE)
// DD  rjMlT=2314,VOL=SER=HYDROS,DISP=SHR,DSNAHE=SOORBIG(SOLVER)
// DD  ONIT*23m,VOL=SER=HYDROS.CISP-SHB.DSHAHE=SOORBIG (STORE)
   DD  ONIT = 231U, VOL=SER=HYDROSf DISP*SHR,DSM1HE-SOURBIG(QUISOL)
   DD  DNIT=231(4. VOL=SEB=HYDBOS,CISP=SHR,DSNA«E=SOORBIG (WOJECT)

-------
     TABLE 8.3  (Continued)

   // DD UMir«2314fVOL«SEB»HYDBOS,DISP»SHB. DSNiHE-SOOBBIG (HOOPT)
   // DD ONIT-231U,¥OL-SER=HYDBOS,CISP»SHR.DSlUfl£=SOOBBIG (KQIN)
   // DD UNIT-231U. VOL»SEB=HIDBOS,DISP»SHR,DSHABE-SOOBBIG(TEHIN)
   // DD UNIT=231«, ¥CL-SBR-HTDBOS,DISP«SHR,DSM4UI»SOOBBIG(MOriN)
   // DD UHIT-231U.fOL»SEB»HTDBOS,DISP»SHR.DSMlHE«SOORBIG(OTBEH)
   // DD UHT*231<»,VOL»SBR»HYDBOS,DISP»SHB,DSNAHB»SOORBIG(LATJEC)
   // DD OMIT-231U. ?OL«SBR«HYDBOSfDISP*SHR.DSHAHI»SOUBBIG(«OSEO)
   // DD 0!fIT-23ia,VOL«SEB=HIDBOS,DISP = SHB,DS5AHE»SOOBBIG(SOUBCH)
   // DD OHIT-231U, VOL-SER= HYDROS , CIS P*SHR . DS HAHE»SOU RBIG (DEC AY)
   // DD 0«IT«2314.VOL~SER*RYDBOS,DISP»SHR.DSIU!E*SOaBBIG(CONSBV)
   // DD 0!HT=231U,?OL«SER=HYDBOS.DISP*SHB,DSIIAHE»SOURBIG (DODSR)
      DD aNIT-23lU,VOL-SEB-BTDBCS,DISP»SHR.DSHAHB«SOOBBlG(OUTL)
      DD DHir«=231U, ?CL-SEB-HrDBOS.DISP»SBB.DSMAHE'SOORBIG(PLOX)
      DD U8ir-231U,VOL=SER«HIDBOS,DISP»SBB, DSBABl»SOaBBIG(POXP)
      DD UlfIT*231
-------
     TABLE 8.3  SAMPLE LINK EDITING JCL

   //STBPH EXEC LKED,PABH.LKED='LIST,HAP,OVLT'
   //LKED.STSLHOD DO DSB'HOBJ.U IZT-23U.¥OL»SEB*HYDBOS.DISP*OLD
          srsLiB DD DSS=SISI ,EBBOPT.POFTLIB,DISP=SHR
           DD DSH*STS1.GRUHLIB.CISP*SHB
   //TAPB1 DD UHIT«TAPE,?OL»SEB»062062.LABEL*f.SL),DSH=OOTOBJ.
   //     DISP= (OLD,KEEP)
   //LKED.STSIN DD *
    IHCLODB TAPE1
     EHTBT HAIH
    IHSERT B&IH.SOL?EB,STOBB,IBTBPL,SEARCH,HGBAPH.PGBAPH,OOIL,POXF
    OVERLAY ALPHA
    IRSEBT IHPUT1 .BOOK,GBIND.IPBEG,BETRAP.CIHC,HOOPT.MQIN,TEHIN,H(JTIN.     *
                  OTHER
    07EBLAT ALPHA
    IHSERT INITHT.HLATO.SOLVE,PiB*n,BlTBI,BIBOW,AHATRX,SALTBP,FIND,COSINT
    OVERLAY ALPHA
    INSERT INITIO, ULA TO,FACTOR, BEACH,OUISDL,BOOM D,WOJECT,SOURCN,           *
M                 DECAY,COHSB?,DODSB, FLD3C, TIHEZ
M   OTEBLAT ALPHA
    IMSSBT IHPOT2,OUTPUT. LATJEC.WOSEO
    HA HE HYD75E(R)
   /*

-------
       TABLE 8.5  SAMPLE EXECUTION JCL

     //SI   EXEC PGH*HID75E.REGIOH»226K,TIflB-1.COIir-IO.ME)
     //STEPLIB DD DSH«HOBJ.O»IT>«231U,VOl*SBB»HTDBOS,DISP*SHH
     //FT05F001 DD DS B-SBMD03. OKI T-STSDA , DISP-(OLD,DELETE)
     //FT06F001 DD SYSOUT**
     //PT10F001 DD DCB*(HKFH-?BS,LBECL«12,BLKSIZE*3520,BUF«0»1 ) ,OMIT*2314,
     //   ?OL-SER«HYDROS.DISP-(,FIEP).SPACE-(TBK,(22,U)) ,
     //   DSV*HK1IBI4
     //PT11P001 DD DOHBI.DCB= (BECP«*VBS,LRECL-172,BLKSIZE»2<»00)
     //FT12P001 DO OWIT*STSDA,DSHAHE-JOMK12, DISP»(NIH, DELETE) ,
     //   SPACE-(TBK, (10)) .DCB»(R£CFR«VBS«LRECL*12,B1KSIZE*2059.BOFNO=»1)
     //PT13P001 DD UM IT«STSDA,DSMAHE-JOMK13, DISP=(HEW.DELETE) ,
     //   SPACE-(TPK, (UO)) ,DCB-(BBCFH=7BS,LRBCL = 12,BLKSIZE»2059,BUP«0=«1)
     //FT1«F001 DD OMlT-SrSDA,DSNA«E-JONK1«,DISP«(NE«,DELETE) ,
     //   SPACE-(TBK, (UO)) ,DCB* (R1CFH»?BS,LBECL*20,BLKSIZB*2059 ,BOFHO=1)
     //PT15F001 DD OKIT-SYSDA,DSHAHE*jUNKl5fDlSP=(S!H,DELETE).
     //   SPACE-(TRK, (40)) ,DCB«(RBCFH=VBS,I.RECL-20.BLKSIZB«2059 ,BUFNO*1)
     //PT16F001 DD  DOnHr.DCB-(BECFfl«VBS,LBECL-172,BLKSIZB=2059)
     //FT17P001 DD DOHHY,DCB= (BECPfl=VBS.LRECL= 172, ELKSIZE= 2059)
oo    //STSODOHP DD STSOUT^A

-------
        TABLE 8.6  SAMPLE PLOTTING JCL
00
to
     //STEP1  EXEC PGH»PLOT10.TIHE=(.10) , BBGIOH=92K
     //STEPLIB  DO DSH*FROBJ.ONIT=231<4, VOL=SER=HYDBOS,DISP=SHR
     //PT10P001  DD OHlT«231U.?OLsSEB=HTDBOS. DISP= (OLD, KEEP) ,
     //       DSN*XXXXXX
     //FT36P001  DD OHIT»T1PE.DSM=IEB.CILCOHP.DISP« (, KEEP) .
                 DCB*(BtCPH«?S.LPECL-504,BLKSIZB»508,DBH*2) ,
                 LABEL«BETPD=1
     //PT06P001  DD STSCUT«A
     //PT05P001  DD *  DlkTA TTPEIM
     /*

-------
8.4.1  Record Lengths, Block Sizes and Space Allocation




     There are two principal variables in the determination of correct




record lengths for the temporary and permanent files used with the




program.  These variables are:  (1) the total number of computational




(not user defined) hydraulic sections and (2) the total number of water




equality sections.  These numbers are best obtained by a preliminary run




for input editing purposes only.




     A.  Record Lengths




     The record length for the hydraulic files (FT10, FT12, FT13) Is




always 12 bytes,  (2, 4-byte words plus a 4-byte count field).  The




record length for  water  quality output file (FT11) is:  (number of




water quality sections) x 4 + 4 bytes.  The temporary files FT14 and




FT15 for water quality graphs and profiles will both have a record




length equal to:   (total number of water quality parameters) x 4 + 4 bytes.




Files FT16 and FT17 are not in use at this time.




     B.  Block Sizes



     As the record form is variable-block-spanned (VBS), block size is




not critical, but can be optimized.  For files FT10 and Fill defined on




an IBM 2314 disk, optimum block sizes are 3520 or 7294 bytes,  IBM 3330




disks have optimum block sizes of 2059, 2498, 3156, 4253, 6447 and 13,030




bytes.




     C.  Space



     To estimate the amount of space required for the hydraulic output




(FT10) one begins with:  (total nunber of hydraulic section) x 12, which




equals the number of bytes per timestep.  The space required is then




estimated by multiplying the total number of timesteps per run times this






                                   184

-------
figure.  For water  quality  (FT11) one beings with;   (number of water




quality sections) x 4 * 4 bytes.  This quantity,  the record length, is




then multiplied  by  the  number  of water quality parameters being calculated.




This gives the number of bytes per  time  step.  Again one can multiply by




the number of timesteps per run to  get a total value.   (Remember that the




timestep for water  quality  calculation can be  different from that for




hydraulic  calculations.)




8.5  Programmed  Error Messages and  Traps




     In a  programming system of this size the  number of different errors




and omissions possible  through the  incorrect or misunderstood preparation




of input data is significant.   It is recognized  that this particular




programming system, being a developmental system, represents the combined




programming efforts of  many investigators. There are  undoubtedly some




particular combinations of  input-selected actions (flow paths) which may




discover an error or program bug.   During the  application of Surveyer,




Nenniger & Chenevert (1973, 1974) to the St. Lawrence  River  considerable




additional programming  was  implemented  to trap certain types of  errors




and also to edit errors in  the input data.  It is through these  traps




and error  messages  that the user will be able  to correct his input  data




and proceed to the calculations with the  minimum of program  debugging.




Included in these error diagnostics is  the possibility of disabling the




computation by  timestep so  that the computer can check out  the input data.




     Despite  the effort made by all those who  have developed and applied




this program, it is recognized that errors may exist and may appear from




time to time.   It is hoped  that users will communicate any  findings to




the R.M. Parsons Laboratory so that an updated version of the computer




 program can  be maintained.






                                   185

-------
                               REFERENCES

 1.  Chow, V.T., Open Channel Hydraulics. McGraw Hill, N.Y.,1959.

 2.  Dailey, J.E. and Harleman, D.R.F., "Numerical Model for the
     Prediction of Transient Water Quality in Estuary Networks",
     Technical  Report No. 158, R.M. Parsons Laboratory for Water
     Resources  and Hydrodynamics, Department of Civil Engineering,
     M.I.T., October 1972.

 3.  Gunaratnum, D.J. and Perkins, F.E., "Numerical Solution of
     Unsteady Flows in Open Channels", Technical Report No. 127,
     R.M. Parsons Laboratory for Water Resources and Hydrodynamics,
     Department of Civil Engineering, M.I.T., July 1970.

 4.  Harleman, D.R.F., Brocard, D.N., Najarian, T.O., "A Predictive
     Model for Transient Temperature Distributions in Unsteady Flows",
     Technical Report No. 175, R.M. Parsons Laboratory for Water
     Resources and Hydrodynamics, Department of Civil Engineering,
     M.I.T., November 1973.

 5.  Harleman, D.R.F. and Thatcher, M.L., "Longitudinal Dispersion
     and Unsteady Salinity Intrusion in Estuaries", La Houille
     Blanche/No. 1/2 - 1974.

 6.  Henderson, F.M. Open Channel Flow,  MacMillan Co. N.Y., 1966.

 7.  Larsen, P.A., "Hydraulic Roughness of Ice  Covers1.1, JHD, ASCE
     99, HYI, January 1973.

 8.  Najarian, T.O. and Harleman, D.R.F., "A Real Time Model of
     Nitrogen-Cycle Dynamics in an Estuarine System", Technical
     Report No. 204, Rdf. Parsons Laboratory for Water Resources
     and Hydrodynamics, Department of Civil Engineering, M.I.T.,
     July, 1975.

 9.  Surveyor,  Nenniger & Chenevert, Inc. and Carrier, Trottier,
     Aubin, "Hydrodynamic and Water Quality Simulation Model:
     Cornwall-Montmagny Section", Report to Department of En-
     vironment, Canada, March 1973.

10.  Surveyer, Nenniger & Chenevert, Inc.  and Carrier, Trottier,
     Aubin; (in French) "Hydrodynamic and Water Quality Simulation
     Model:  Cornwall-Montmagny Section",  Report to Service de
     Protection de 1*Environment Quebec,  March 1974.

11.  Thatcher, M.L. and Harleman, D.R.F.,  "Mathematical Model for
     the Prediction of Unsteady Salinity Intrusion in Estuaries",
     Technical Report No. 144, R.M. Parsons Laboratory for Water
     Resources and Hydrodynamics, Department of Civil Engineering,
     M.I.T.,  February 1972.
                                   186

-------
12.  Thatcher, M.L., Pearson, H.W., and Mayor-Mora, R.E., "Application
     of a Dynamic Network Model to Hydraulic and Water Quality Studies
     of the St. Lawrence River", 2nd Annual Symposium of the Waterways,
     Harbours and Coastal Engineering Division, ASCE, San Francisco,
     September 1975.
                                     187

-------
APPENDIX I.  INPUT DATA AND OUTPUT LISTING FOR ESTUARY TEST CASE
                                  188

-------
oo
VO
       I.a  Input Data for Estuary Hydrodynamlc Solution




       TEST CASE  HYDRODYNAMICS  AND  SALINITY  UNSTEADY FLOW
Card Group A
1
1
1
s
1
2
1
2
REACH ONE
1
.C0001
1
lOC^O.
REACH TWO
2
C. 00001
1
20000.
WATER QUAL
S
50.

C.
5000.
10000.
OVERRIDES
S
0.
5000.
10000.

0.
7000.
11000.
17000.
2
2
3
0
48
3
I
2

2

5
ICO''1.

2

5
100 :.
ITY DESCRI
1
15000.
1
1000.
5500.

I
3
0.
0.
0.
2
1000.
8000.
11500.
18010.
1 2 2
2


44640. 3.0 6 0.05
0
1 2
2 3

1 1
.018 10000. 25-:0.
13.0 17.0
0.2 15.1 -1956.

1 1
,<-H8 20000. 25'JO.
13.0 17.0
0.0 15.0 -7726.
PTICN

30000.
15
2000. 3"00. 3500. 4000. 4500.
6000. 6500. 7CCO. 8COO. 9000.






25
2000. 3000. 4000. 5000. 6000.
8500. 9000. 9500. 1COOO. 1050C.
12000. 13COC. 14000. 150CO. 16000
19000. 20COO.
                                                                                               Card Group B
                                                                                               Card Group C

-------
VO
O
OVERRIDES          2
S                 17
       0.     0.
   5000.       0.
   8000.       0.
   8500.      10.
 9000*       20.
    9500.    55.
  10000.    150.
  11000.     525.
 12COO.     1175.
13000.       2050.
  14000.    3625.
  15000.   6550.
  16000.   1C025.
  17000.   12700.
  18000.   13545.
  19000.    1363C.
  20000.   15000.
DESCRIPTION OF LATERAL  INFLOWS
         0
DESCRIPTION OF INJECTICNS
         0
HYDRAULIC DESCRIPTION CF THE  NODES
         1211
             15.10    1000.
         2         0
         3131
            15.0     1COO.      44640.      4.0
HYDRAULIC OUTPUT PARAMETERS
         2
            10COC.
            20000.
                                                                                    Card Group D

                                                                                    Card Group E

                                                                                    Card Group F
                                                           0.
                                                                                    Card Group G
1
2
4
1
2
                       24
                       24

-------
              1         A8         1
              2         AS         1
    WATER  QUALITY  BOUNDARY CONDITIONS                                               Card GrouP H
              1211
    S                                 C.o
              2          0
              3          A         1          1
      0.0078
    S            150 "C.                                                              Card Group I
    WATER  QUALITY  OUTPUT
              3
              1   5COO.            1
              i   icc:c,           i
              2    10000.          1

              1          9         1
              2          8         1
M             1         16         1
£             2         16         1

-------
                           I.b   Partial  Output  Estuary  Hydrodynamic  Solution
                           TUT cm HTommmcs »m siuim IUKTMDT >in«
                              HIDllDLtC MLOTIOI OPTIOiS

                                   SOIOTI9I COHPUT«TIOIS . HECHTPH
                                   «OtOTI1l MP« • T«IISI»«T
                                   SOLOTIOI JTOIlOt • ISKOTPD
                                   mvomc TTPE • MTIMRT
                                   RTDIlOLtC HITI»tIt»TIO» •»r>H TDK •  DUITID
                              IITM QOklltT 10LOTIOI 0»TIO«S

                                   MLOTIOI COHPUTtTIORS
                                   soLnTioi rm • rutistcuT
                                   SOLOTIOI sToikae » onrtio
VO
10                             »»TI»  QOkllTT  I>H»HST««S       R-T»TLO*

                              StLIIITT            CUCOUTEO


                           10 OOT»OT TO orritiE ruts



                              SOLOTIOI TINB  MIMITtllS
                                   (OHkll Or HtlflDS •   I                                 LfRRTA OF ?t*tOD  »
                                   iimsri or HTDIIULIC TIIE STIPX ?ti rr.nct>  •  M          LKOTH IP Hro»«utic rri' STRP •    135.3
                                        Mtlinn ITEHTIOIJ fnn INITIAL COHDITIOI •    6
                                        «t»e<» TOIM»IIC* ro» intrtu niBiTtot • o.osoo
                                        lONICII OP LHO-II PEIIODS TO »E H»D  FtOI TkPF •   0
                                        OTI«»H« DP l«»0 II IHCIUNMTS IP Pl»F» STUOt •   »
                                   lOBBEP OP «»TE» OntLITT T1HS STEP1 Pill PERIOD •  16      LPIOTH 1» »»TE» 0"»LITT TT«E STEP -   1790.0


                               ISTIOIK COITkllS  2 HMCHU VHICH COIHECT  t jqiCTIOl tID BO 111 OMIT IODES               0 COITROL STKIICTOHM 3)

-------
   ITOIIULIC DISCIIPTtOI If THE
DESCRIPTION F0« REACH       t         REACH OKI!

     CI05S-SBCTI01 SHAPE •  RECTANGULAR PRIS4ATIC
     BOTTOH SLOPE • C3«ST»»T
     PIICTIOI COEFFICIENT • HANNIN-J

     10 ICE COX*

     tOTTOII SLOPE - 0.300010      SIDt SLOPE -  1.3                 TOTAL L'NGTR o» REACH •      10000.00  PT
     tSTIRATED HP.SH SPACING •   2)00.30 PT
     COMPUTED HP.SH SPACING  •   2*00.00 FT
     NDHBCI OP HTOIHOI.IC HESH  POTHTS •   1
     D»T» CKOSi-SSCTIOIIS •  I      T»BLH EUTRJ'S •  S      FUST  DSPTH  «    11.000 FT     LUST D^PTH  •    17.000  PT

     SFCTIOH   1     t  «    10000.00 FT     ««»IIT«M II - O.OIKn
                        •OTTOII  IIIOTH »  1000.00 FT     SOTTDH EL«»  -    0.200 FT     P»DT"S •  0.0"   FT
                                        n'»moi •  is.io"  FT      IHITHL DISCHUMP •   -i«ss.03  CF^
DESCRIPTION  POR  REACH       2        REACH TNO

     CROSS-SECTION  SHAPE. « RECT ANWn.AR
     BOTTOH  SLOPE  • CONSTANT
               COEFFICIENT •
      NO  ICE  COVER

      BOTTOH  SLOPE  • 0.001010     SIDE SLOPE •  0.0                 TOTAL LBR'TH OF REACH '     20000.00 PT
      ESTIMATED MESH SPACING •  2500.00 FT
      CORjPOTEB MSH SPACING -  7SOC.OO FT
      NOHBER  OF HTDRAIILIC HESH POINTS •   t
      DATA CROSS-SECTIONS « 1     TABLE FNTRHS «  S      FIRST  03?*H •    H.OOO FT     LAST DEPTH •    17.000 PT

      SECTION  I     t •   20000.00 FT     IMNNINOS N  •  0.01A3
                        B1TTOH NIDTH •  1000.00 FT     SOTTOR ELF»  -   0.3   FT     RADtIS -  0.0   FT
                        INITIAL SURFACE EL!»ATI!)N •   15.005  FT      INITIAL niSCHARI* •   -772^.00 CFS
       II STORAit LOCATIONS REQUIRtO  F3R HTDRAHLTC HFSH  ARRAYS
       70 STOIIA1« LC1CATIONS HBOHIRBD  FOR GRAtHS  •

-------
•TOMOLIC  DtSCimtOI OF TNI »ODH
              NTDP.1DIIC I094DAIY COM>XTIOm  POD  "50!  t     TtM • OJICHUGt
        •out** OP  tiiti MTitM •   i      Ttur ownmwci •
             nut  (SEC)     iu«r»cc rte»»Tic»  (fn     OUCHHHI*
                  0.1              M.190                  »000.90

   flUCKtltO HTOllOltC 10U«D»«T CnKDITIOHS Fn*  IODI!  2     TTPF • JOICTTOK
   rn*c*nrp HTO«»OI.IC Bf>unn»Br 00*01*19115 for  HODS  i     rrrt • somcc fit»
               OP Tmt miipj •   i     riitr orcrioMc* • sr«05oio»i
                    ((PCI     »««nt <;PS o* ?TI     Tim 113 into      
-------
                                                    OOTPOT P0» CTCU
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HTDIOOlkPH POI tl»CH 1
SfCTIOl 5
TIHI (SBC)
0.
410.
1860.
2740.
1120.
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5580.
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7»»0.
8170.
4100.
10210.
11160.
120*0.
11020.
11450.
1*880.
15810.
167*0.
17670.
18600.
14510.
20*60.
2114C.
22120.
21250.

2511o!
260*0.
2*970.
27400.
28810.
24760.
10640.
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32550.
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2112.
2725.
1261.
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-------
                                                                ic 10.
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BISCMITO! (CP<)
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-6202.
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m"CITT (PT/SZC)
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                          irDi»uuc
                                      • T Tim
                                                         i      BrnrH  cT3D   I

-------






MDI1DLIC











HTOHUUC







IIMAOUC











* (PT)
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5000.
7500.
10000.
12500.
15000.
17500.
20000.
sn*p»CE ELEVATICI irri
15.11
15.11
15.10
15.10
15. 10
2 KltCH T»0
,0 op PMino 1
SOIPICf BLPT4TICH (fT)
15. 10
15.11
15.10
15.10
15.0*
15.07
15.05
15.01
15.00
i m»cn out
.0 OP PEIIOD 1
SOUHCf PlEtHTIOl (PT)
15. 10
15.10
15.10
15.10
15.10
2 tEtCI T«C
.0 OP PEII9D 1
SOIPACE ELET«TIOK (PT)
15.10
15.07
15.10
15.07
15. 10
15.07
15.09
15. OJ
15.00
DEPTH (PT)
U.11
tt.81
1».85
1».H
1«.10


DEPTH (PT)
1».»0
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1».«5
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U.99
15.00
15.00
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15.00


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1«.88
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H.90
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l«.9»
15.00
1*.94
15. 0»
15.01
15.00
DI<
-------
00
    I.c  Input Data for Estuary Water Quality  Solution





    TEST  CASE HYDKODYNAM1CS  AND  WATER QUALITY UNSTEADY  FLOU
Card Group A
2
I
5
S
T
CBOD
NLTR
00
10
2
1
2
REACH ONE
1
.00001
I
10COO.
REACH TWO
2
O.OOC01
1
20000.
WATER QUALI
S
50.
T
CBOD
CBOO
NUTR
4
I
5
12
24
1
1
3
0
2
0
0
t>
48 44640.
3
1
2

2
.018
5 13.0
10CD. C.2

?
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5 13.0
1000. C.O
TY DESCRIPTION
1
15000. 30000.
i
L
0.1 1.04
1

0.03
0.18
0.60
0.01
2 2 1
1

1
0
1
1
I 3
3.0 1 O.C5
0
1 2
2 3

1 1
10CCO. 2500.
17.0
15.1 -1956.

1 1
20COO. 2500.
17.0
15.0 -7726.





7
0 5.





                                                                                           Card Group B
                                                                                           Card Group C
    DO

-------
                               25
vo
0.
7000.
11000.
17COO.
OVERRIDES
S
0.
5000.
8000.
8500.
9000.
9500.
10000.
11000.
12000.
13COO.
UOOO.
15000.
16000.
17000.
18000.
19000.
20000.
T
5000.
CBOD
5000.
NH3
0.0
10000.
15000.
NC2
0.0
15000.
NC3
1000. 2!"0
8000. 85CO.
11500. 1?OC
13COO. 19CCO.
2
17
0.
0.
0.
10.
20.
55.
150.
525.
1175.
2050.
3625.
6550.
10023.
12700.
13545.
13630.
15COO.
1
68.
1
3.0
3
.2
.3
.3
2
0.04
.1
3
                                    3010.
                                  9CCO.
                                    13^00.
                                  2CCOO.
4CGO.
9500.
 UGOJ.
 5000.
1000C.
  15CCO.
 6000.
10500.
 16000.

-------
o
o

0.
5000.
10000.
OVERRIDES
S
0.
5000.
10000.
T
5000.
CBOD
5000.
NH3
4500.
5000.
5500.
1CCOO.
N02
0.0
N03
5CCO.
PHYN
5000.
ZOON
5CCO.
PON
4500.
5000.
5500.
DON
4500.
5000.
5500.
DC
0.0
1 15
100.. 2COO. 3000. 35CO. 4CCO. 4500.
550). fcXO. 6500. 7000. 800). <3000.

1
3
0.
0,
0.
I
68.
1
3.0
4
.2
.5
.2
.2
1
0.04
1
.5
1
.2
1
.2
3
.1
.3
.1
3
.1
.3
.1
1
5.0

-------
 12000.      .5
 17000.      .1
PHYN               1
5CCO.             .2
ICON               1
5000.             .2
PON                3
 C.O         .1
 1COOO.      .2
 15COO.    .4
DON               . 1
5000.             .1
00                 1
       0.0      5.0                                                            „  , „
LATERAL INFLOWS                                                                Card Group D

DESCRIPTION OF  INJECTIONS                                                      Card Group E
         2
         1         1      50CO.          1          1         5
CBOO      NH3       N03        PON       DON
    0.      2502.      1668.      166.8     834.      834.
         2         2     10000.          1          1         5
3BOD      NH3       N03        PON       DON
    0.      5004.      3*36.      333.6     1668.     1668.                     Card Group H
WATERQUALITY BOUNDARY  CONDITIONS
         1111
S                            0.
T                           68.
CBOD                         3»
NH3                         •!
N02                        -04
N03                      -06
PHYN                        -25
ZOON                        .17
PON                        •!

-------
ro
O
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DC


.0078
S
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NH3
N02
N03
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DON
DO


2
3












WATER QUALITY



















10
1
1
1
1
2
2
2
2
2
2
10
1
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1
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1
2
1


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A

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2500.
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7500.
10000.
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7500.
10CCO.
12500.
150CO.
2GCCO.

16
16
4
4
8
8
12
                                 .05
                                  8.

                                   I
                                  10
                                  10
                                  10
                                  10
                                  10
                                  10
                                  10
                                  10
                                  10
                                  10

                                   9
                                   9
                                  10
                                  10
                                  10
                                  10
                                  10
                                                                                       Card  Group I

-------
       2
       1
       2
12
16
16
10
10
1C
N>
O

-------
I.d   Partial Output  from Estuary Water  Quality  Solution
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-------
APPENDIX II  INPUT DATA AND OUTPUT LISTINGS FOR RIVER TEST CASE
                                 214

-------
 II.a  Input Data for River Hydrodynamic and Water Quality Solutions




TEST  CASE HYDRODYNAMICS THRQUGHFICW
Card Group A
1
1
4
T
CBOO
NUTR
DO
1
2
1
2
REACH ONE
I
O.OOQOl
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REACH TWO
2
.OOOC1
1
2000C.
WATER QUALI
T
CBOO
CBOO
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4
1
5
12
24
00

0.
5000.
1
2
75
2
•)
0
0
384
3
1
2

2

5
100'..

2

5
ICC u
TY DESCRIPT
0
1
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1

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0.60
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0
1
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5500.
2 1 2
1
0
1
1
1 3
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1 2
2 3

1 1
,:ie icooo. 2500.
13.0 17.0
0.2 15.0 10CO.

1 1
.018 20C30. 2530.
13.0 17.0
0.0 15.0 1000.
ION


1.047
0 5.






15
2000. 3030. 35CO. 4100. 4500.
6000. 6500. 7COO. 8COO. 9000.
                                                                                        Card Group B
                                                                                        Card Group C

-------
7000.
11000.
17000.
OVERRIDES
T
5CCO.
CBOO
5000.
NH3
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12000.
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0.0
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5000.
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8000.
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12300.
20000.
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0.
8000.
10000.
12GOO.
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DC
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8000. 85CO. 9CCO. 9SCC. ICCC;. 1050P.
115.^0. 12000. 1300C. 14CCO. 15CCO. 160CO.
18C 0. 19
-------
ICCOO.
OVERRIDES
T
5COO.
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5000.
NH3
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6COO.
10CCO.
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0.0
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5000.
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0.
4000.
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I
     0.0
 0.
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    25
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30
4 COO.
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6000,

-------
NJ
H1
00
LATERAL INFLOWS

DESCRIPTION OF  INJECTICNS
         2
         1          1     5000.
CBCD      NH3       NC3        PON
    0.      2502.      1668.      166.8
         2          2     ncn-j.
CBOD      NH3       N03        PON
    G.      5004.      3336.      333.6
HYDRAULIC DESCRIPTION  CF THE  NCDES
         1          2          1
                  C.    1000.
         2          0
         3          2          I
                  0.    1000.
HYDRAULIC OUTPUT PARAMETERS
         0
         2
         1          0          1
         2          0          1
WATERQUALITY BOUNDARY  CONDITIONS
                                           1
                                           1
CCN
  834.

CON
  1668.
                                                        834.
                                                        1668
   T
   CBOD
   NH3
   NC2
   N03
   PHYN
   ZOON
   PON
   DON
   DO
            2
            3
                              1
                            68.
                             3.
                             .1
                            .04
                            .06
                            .25
                            .17
                             .1
                            .05
                             8.
                              68.
                                           1
                                                                                   Card Group 0

                                                                                   Card Group E
                                                                                  Card Group F
                                                                                  Card Group G
                                                                                  Card Group H

-------
CBOD                        3.7
NH3                         .06
N02                         .01
NC3                         .03
PHYN                        .15
ZCCN                         .1
PCN                          . 1
OGN                         .10
DO                           7.
WATER QUALITY OUTPUT                                                           Card  Grotm T


                              1
                              1
                              1
                              1
                              1
                              *
                              I
8
1
2
1
2
1
2
1
2

104
KA
112
112
120
120
128
12*

-------
                          II.b   Partial  Output  for  River  Hydrodynamics  and  Water  Quality Solutions
                          TIST CAif  HVMOIWMWt:*
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-------
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-------
                                                                ENTRIES  fm  OAMICUIATE one. - «
                                                               TIME
                                                               5FC          PPN
                                                                0.     O.IOOOOO£»00


                                                          TABU ENTRItS  F(M (IISSOLVEO 0«G.  - 1

                                                               THE       CONCENTRATION
                                                               SEC          MM
                                                                3.     O.S00039E-31


                                                          TABLE ENTRIES  »(M HSJOLVfS OmE*

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                                                               SfC          MM
                                                                :.     o.eooo»oe»oi

                                                MESC*IHEO WATER 3UALITV  gOUNUAUT CONOITIONS FH* MODE  ?     TYPE • JUNCTION


                                                PftESCMM-D MATE* OUALITV  KOJWAKV CnNOITIUNS FOR MODE  )     TYPE

                                                     NUMBER  OF  TARIE ENTRIES •    I     TIME DEPENOFNCE - CONSTANT


                                                          UMF ENTRIES  F0< TfMMRATURE
                                                               TI«E
                                                                SEC         DES.F
J5                                                               0.     O.MllOOOt'TJ  .
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                                                           T»Blf ENTRIES FOR h.O.n. IC««*.I
                                                                SEC
                                                                 3.
                                                           T»BIF EMTRifS ffH 4HHONU XtTR^r.fH
                                                               TIME
                                                                see         P»«
                                                                 3.    0. 6000906-01
                                                           TAM.E fNTKlCS F0< «ITKITE
                                                                         CONCENTRATION
                                                                SEC         I>»M
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                                                           TABIC tNT^US fO* NITRATr NITRn'.fN
                                                                 0.

-------
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             TMLE eiT*us rot
                           cmc
-------
HYDRAULIC PROF IK. REACH
            AT TINE

                 * 
   14.78
   I*. 81

   14.86
   14.3D
      IFTI
   14.Bh
   14.91
   14.43
   14.16
   14.9B
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   If .06
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      1000.

       998.'

       94*!
DISCHA1GF I
       44f.
       195.

       441.'
       991.

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       946.
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VELOCITY IFT/SECI
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VELOCITY IFT/SECI
      0.07
      O.OT
      O.OT
      O.OT
      O.OT
      O.OT
      0.37
      O.OT
      O.OT

-------
                           Concentration Pfoflle, Reach 1  Reach One At Time

                                    357120.0 of Period 1
                                          8J    *.M    «>   "<»  wrN   totm    ""    £5   SI*
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68.00
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68.00
68.00
68.00
64.00
68.00
68.00
64.00
64.00
64.00
64.90
64.00
64.00
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7.67
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-------
                                   TECHNICAL REPORT DATA
                            (Please read Instructions on the reverse before completing)
1. REPORT NO.

    EPA-600/3-77-010
            3. RECIPIENT'S ACCESSION>NO.
  'ITLE AND SUBTITLE
  "User's Manual for  the  M.I.T.  Transient Water  Quality
  Network Model—Including Nitrogen-Cycle Dynamics  for
  Rivers and Estuaries."
            5. REPORT DATE
               January  1977
             6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S)
  Harleman, D.R.F., J.  E.  Dailey, M. L. Thatcher,  T.  0.
  Najarian, D. N. Brocard, and R. A. Ferrara
                                                           8. PERFORMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
  Ralph M. Parsons Laboratory
  Department of Civil  Engineering
  Massachusetts Institute of Technology
  Cambridge, Massachusetts 02139	
             10. PROGRAM ELEMENT NO.

                  1BA608
             11.XWJCCRKKT/GRANT NO.

                      R800429
12. SPONSORING AGENCY NAME AND ADDRESS
  Environmental Protection Agency
  Con/all is Environmental Research Laboratory
  200 S. W. 35th  Street
  Corvallis, OR   97330         	
             13. TYPE OF REPORT AND PERIOD COVERED
                 Final  - 1975-1976
             14. SPONSORING AGENCY CODE
                 EPA-ORD
15. SUPPLEMENTARY NOTES
16. ABSTRACT
  In July 1975,  "A Real Time Model of Nitrogen-Cycle Dynamics  in an  Estuarine System"
  by Tavit 0. Najarian and Donald R.  F.  Harleman (Technical Report No.  204,  R.  M.
  Parsons Laboratory for Water Resources and Hydrodynamics, Department  of Civil
  Engineering, M.I.T.) was published.  This study presented the development  of a water
  luality engineering model for nitrogen-limited, aerobic estuarine  systems.  The
  uniqueness of  the model lies in its application of real-time hydrodynamics, that
  is the proper  specification of mass transport due to changes in magnitude  and direc-
  tion of flow with time in tidal systems.  The model is  intended to be used in engi-
  neering decisions regarding the degree of eutrophication due to distributed and
  point source  loadings in estuaries.

  This user's manual contains a review of the theoretical background for the one-
  dimensional,  real-time, nitrogen  cycle model, a detailed discussion of the computer
  program including a  complete listing of the program, and an example of the applica-
  tion of the model to hypothetical  estuarine and river  systems.
17.
                                KEY WORDS AND DOCUMENT ANALYSIS
                  DESCRIPTORS
                                              b.lDENTIFIERS/OPEN ENDED TERMS
                                                                         c. COSATI Field/Group
  estuaries, nutrients,  circulation,
  dispersion, finite elements, modeling
 Potomac
 coastal
estuary
plain estuaries
08A, C, H,
06A, F
18. DISTRIBUTION STATEMENT
   Release to public
19. SECURITY CLASS (ThisReport)
     Unclassified
                                                                              253
20. SECURITY CLASS (Thispage)
     Unclassified
                                                                         22. PRICE
EPA Form 2220-1 (9-73)
                                          231
                                                           U.S. GOVERNMENT PRINTING OFFICE: 1977-796-8421 37 REGION 10

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