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}
-------
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
-------
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
-------
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
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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
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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
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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
-------
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
VO
HTDIOOlkPH POI tl»CH 1
SfCTIOl 5
TIHI (SBC)
0.
410.
1860.
2740.
1120.
*650.
5580.
6510.
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.
11620.
32550.
11*80.
?S1*0.'
16270.
17200.
18110.
110*".
»P42o!
KI850.
'»27«0.
11710.
MkCtt OIK
t • loooo.o Din n
sniptcf ctKfJtriei (pi
is. to
15. *5
15.6*
15.81
16.07
16.12
16.55
16.71
16.86
16.47
17.05
17.10
17. 12
17.04
17.0*
16.45
16.86
16.71
16.57
16. 16
1*. 12
15.87
15.62
15. 1*
15.10
1».8«
1* . 5fl
1*. 11
14.08
11.85
11.6*
11. «5
11.24
11.16
11.07
11.01
12.44
11.00
11.05
11. 1*
11.27
11. »1
11. fP
11.80
1H.01
U.28
U.55
111.81
10 PBIIflD 1
D DEPTH (PT(
1«.»1
15.25
15.**
15.*?
15.87
16. 12
16.15
18.51
16.66
16.77
16.85
16.40
16.42
U.84
16.8*
16.75
16.66
16.51
16.17
1*.1*
15.4?
15.6'
15. »2
15. 1*
U.45
10.6*
1«.18
1*.11
11.88
11.65
11.1*
11.25
11.04
12.4*
12.87
12. "1
12.74
12.8?
12.85
12.4*
11.07
11.21
11. «0
11.60
11.81
IK. OR
1U.1S
1*.* 1
DUCBMOt (CFS)
- 19S6 .
-2111.
-1017.
-46*.
-1*75.
-1711.
-15*8.
-4.12.
-* 11.
-110.
88.
• 17.
811.
1251.
1542.
1845.
206*.
2112.
2725.
1261.
1572.
1672.
1722.
1761.
1808.
1815.
1746.
3711.
1654.
1507.
1254.
102*.
2727.
21*1.
200*.
1624.
1217.
864 *
• 711.
78.
-•20.
-711.
-874.
- 1044.
-1*21.
- I7U.
- 14*? ,
-7107.
»*tociTr (pT/sro
-0.11
-0.15
-0.07
-0.06
-0.04
-0. II
-0.04
-0.0*
-0.02
-0.01
0.01
0.01
0.05
0.07
0.04
0.11
0.12
0.1*
0.17
0.20
0.22
0.21
0.2*
0.25
0.26
0.2*
0.26
0.26
0.26
0.2*
0.2»
0.21
0.21
0.18
0.16
0. 11
0. 10
0.07
0.0*
P. 0 1
-e.oi
-0.06
-0.07
-0.08
-0.10
-0. 12
-ft . !tt
-0. 1»
15. 10
-0. 11
-------
ic 10.
VO
•iMiira ni IMC* 2
SCCTIO* *
nut IHCI
0.
no.
1»*0.
27*0.
1720.
»*50.
55*0.
6510.
7«*0.
1)70.
*100.
10210.
111*0.
120*0.
11020.
11*50.
1*1*0.
148)0.
1*7*0.
17*70.
18*00.
1*410.
20*60.
211*0.
22120.
21240.
2* 180.
24110.
2*0*0.
26*70.
27*00.
28810.
2*7*0.
306*0.
11*20.
12550.
1**10.
151*0.
1*270.
17200.
18110.
1*0*0.
1***0.
*0*20.
•1850.
«27IO.
«*6*0*
• MCH "*n
( • 20490.1 OHIII1
sotrici umrioi tro
14.00
14.2*
14.4?
15.77
16.00
1ft. 22
It .11
It. 4*
IA.7)
1*.»5
It. * 1
16.**
17.00
It.**
16.*]
1*. 05
1*. 71
16.59
It. * 1
16.22
U.OO
15.77
14.42
14.2*
15.00
11.7*
I*.**
l*.21
U.OO
11.78
11.5*
11.*1
11.27
11.15
11.07
11.02
11.00
11.02
11.07
11.15
11.27
11. »1
M. 4*
11.78
U.OO
1*. 21
l*.*8
1*.7«
14. 0«
\»at • 1021. cr*
»«:»no i
DfMH ("I
14.00
15.2*
14.4?
15.77
16.0?
16.22
It .*1
It. 4*
If. 7)
16.84
t A»9^
it.**
17.00
1«.*8
16.93
16. «4
16.71
16.49
16. *1
16.22
H.OO
15.77
14.52
15.26
14.00
14.74
1*.**
I*. 21
U.OO
11.78
11.49
11. »1
11.27
13.14
11.07
11.02
13.00
11.02
n.oi
11.14
11.27
1).*t
11.59
11. 78
U .08>
1* . ?3
1*.**
1*. 7*
15.00
BISCMITO! (CP<)
-772*.
-7822.
-&167.
•4741.
-6M2.
-*74*.
-6202.
-»*7*.
-11(1.
-2***.
-1*0*.
-725.
**«.
181*.
27*0.
168*.
*2*t.
5227.
611*.
7722.
6*82.
8*57.
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9163.
9098,
"674.
81*7.
7**(.
t*70.
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• 98(1.
1*11.
281*.
1t6*.
60*.
-4*1.
-1744.
- 1*60.
•427*.
-** 32.
-4*46.
-5«71.
-**33.
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-77*7.
-7727.
m"CITT (PT/SZC)
-0.52
-0.51
•0*4 t
-0.16
-0.40
-0.42
-0.1*
-0.27
-0.20
-0.15
-0.11
-0.0*
0.01
0.11
0.16
0.22
0.25
0.12
O.IR
0.4*
0.51
0.56
0.54
O.tl
0.63
0.6*
0.65
0.64
0.61
0.61
0.46
0.12
0.*6
0.18
0.10
0.22
0.11
0.04
-0.04
-0.11
-0.10
-0.12
-0.1*
-0.1*
-0.41
-o.«*
-0.42
-0.53
-0.42
irDi»uuc
• T Tim
i BrnrH cT3D I
-------
MDI1DLIC
HTOHUUC
IIMAOUC
* (PT)
0.
2100.
5000.
7 SCO.
10000.
norm. IUCH
»T TIUS 23>J20.
« t'T)
0.
2500.
5000.
7500.
10000.
mOO.
15000.
17500.
20000.
HOMLE. *EIC«
»T TIKE ««6«0
I (PT)
0.
2500.
5000.
7500.
10000.
norm, IUCN
IT TIM »«6»0
I (PT)
0.
2500.
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
1H.4)
1».«5
U.18
U.99
15.00
15.00
It. 99
15.00
OKPT8 (PT(
U.HO
u.m
1».«S
1«.88
11.90
DEPTH (PT)
1*.9C
H.90
U.95
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
?
.018
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
OCN
DC
.0078
S
T
CBOD
NH3
N02
N03
PHYN
ZCON
PCN
DON
DO
2
3
WATER QUALITY
10
1
1
1
1
2
2
2
2
2
2
10
1
2
1
2
1
2
1
c
A
15CCC.
68.
3.7
.06
.01
.03
• !*>
.1
.1
.1
7.0
OUTPUT
2500.
5CCO.
7500.
10000.
5COO.
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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iMBTTOl «1WT»TTP»S • tnlTID
101BTI9H TTPt • SWOT-STIITE
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•VTV9W TTM • SSTOtFT
IIKCOTID
TTP» • STttti1-lff\7T
SW»T!3i 'T'lU'Jt • MICOTID
•urit OIUITT nnnftfs r-T»Ticp WITTPLH
SkllVITf C»tCOt»TBD
Ttunnfis* coisT»r*
0.0.0, (CIV*.) C»lCOl«IIC
iTT»Itl »IT»'"»M CltCIIHT??
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W
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ptttctriiD nttp 4*ittrr i9fnt»r CO»XTTO«* ret »oi>« i TTP§
It* •»» T»»lt tft»I«» - * tltll BRT'lliBt'lCl • COISTMl
tutt mutt rot s»ti»iTt
TIM
svr
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-------
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tmt tmltS TOf MtTICOUTf CfC. - »
TIM COKIITtlTXOII
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TftBLt MTIUS FOR DTSSOltlD "BG. - 1
TI1» COICMTII»TIC«
s»c »»^
0. 0. ¥000001-01
TUSLt IITVIIS FOB CUSOHIO OITP«»
TIBt COICIRIDTTOI
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MtSC^IBBO Uttt QUUItt BOU«Dl«Y rC»OIT10»» F3» »»« ? TY?F . JtiUCTTPI
PIISCKIBf) I»TSK QVtLITT ECORDtRT CO»DITIP»5 PO* 1DOF 3 TTP* » :CBA» BXKDIRT
TIST COHSTIIIt FOR CC»CE»t«»in» CHMB» 0» fWOB • 0.7ROOOB-02
SP*CtPT«0 ?CFt» COICHTMTXQI
SHT»ITY 15000.00 PP1
THIPTATBIIP
B.O.Q. (CUB.)
MB"*!* IITRCGKO
•IT*TT1 BITfORTH
RITDtTI HTROCt'
PHYTIPIIWTOH - II
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DISS*l»P.O r?'5. - V
OTSSOtYtC OrYCFH
ftfi . 00
J.TO
0.41
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0.03
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0.10
C.I"
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7.00
DET.P
PPH
PP1
PPN
p»»
P?1
PP1
PPB
PPH
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COHDITIOKS
-------
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I • 5000.0 DOPT1R
10
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SICOW H>»
o. n.
2740. 0.
SMO. 0.
0.
0.
§
1«7»0.
MMO.
2232P.
31MO.
3*270.
0«>»,.r
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CPCB
pp.
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0. ft*.00 2.«3
•>. «*.M 2.V
0. M.OO 2.«2
r. «».rr 2.5«
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i. ««.:• 3.«i
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0.787» 0.0*3*
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0.213" O.OJ6U
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0.222° 0,016*
0.2779 0.0177
•••262 '.f*'\
1.1S7K O.OUi.2
1.2»2S ".r»«7
PHTN
PPN
0.20** 0.2281
C.227S r.223»
0.23** 0.2231
••.21O ^.2231
0.1*71 0.22*1
C.:«S1 C.22«7
O.Ofl1'! 0.22K2
0.113H
n.
0.22*fi
A.^*»'1 r.2225
0.0»2S 0.21"»
f.2152
0.2U3
f* nor
p»i pp« PPR
•,1&»' 1.6I"' '.58?'
0.1«" fl. 7732 0.459"
0.16" •.»te2 •".
0. IMS 0. ••>*« 0.
C.189H ",7«>:3 «.
0.1*97 0.*%40 0.
o!'7lS «!l7f5 0.0'Jli
o. i '*'** o. 1795 n,
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0,'7"»<» O.ll^l 0.
0.1770 O.SUJf O.S*SO
r.17M • ,t
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15711
2331
PI
7.31
7.:?
7.21
7'.31
7.a'
7,«3
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7.U7
7.»0
7.52
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O.H71
-------
K>
O
VO
T -SUtMl ••>! •MCt 1 »«CH ?*H
S»CTT""I 29 * • 10000.0 C1P-11
*T" S»ll». *ei« CR1D 113 S:>2
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0.
2790.
5*80.
8170.
111*9.
13«50.
167*0.
195)0.
22320.
25110.
27*99.
30690.
11*99.
16279.
1*969.
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••1*0.
vpft
-0.
0.
0.
-0.
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0.
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0.
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68.09
18.00
18.00
18.00
68.90
6". 00
18.90
SB. 00
?1
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.•»2 0
.91 0
.91 0
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1. 68.00 2. OS 0
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0.
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18.00 2.29 0
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16.00 2.11 0
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1 . 1 "- 5 2
6. 1»62
r § 1 1)57
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r ,i»3»
0. 17UO
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0. 1110
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D?P
0.2556
0.2812
0. 2901
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9.2995
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n. 2510
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0. 2159
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0. 31"1
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0. 2205
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0.1K12 0
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0,112* 0.2515 0,177t> 0
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0.107' 9.2(27 0. 1697 0
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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
1
1DCOO.
REACH TWO
2
.OOOC1
1
2000C.
WATER QUALI
T
CBOO
CBOO
NUTR
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
C.I
1
O.C3
0.18
0.60
O.C1
0
1
100^.
5500.
2 1 2
1
0
1
1
1 3
357120. 3. 10 .05
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
0.
8CCO.
10000.
12000.
2CCOO.
N02
0.0
NC3
50CO.
PHYN
5000.
ZOON
5COO.
PCN
0.
8000.
1CCOO.
12300.
20000.
DON
0.
8000.
10000.
12GOO.
2CCOO.
DC
0.0
8000. 85CO. 9CCO. 9SCC. ICCC;. 1050P.
115.^0. 12000. 1300C. 14CCO. 15CCO. 160CO.
18C 0. 19
-------
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OVERRIDES
T
5COO.
CBOO
5000.
NH3
0.
4000.
5CuO.
6COO.
10CCO.
N02
0.0
N03
5000.
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5000.
ZOOM
5000.
PON
0.
4000.
5COO.
6000.
10000.
OCN
0.
4000.
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6COO.
10COO.
DO
1
I
68.
I
3.v
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.3
I.
.3
.3
1
"'» . C 4
1
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1
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1
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5
.1
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.1
.1
5
.1
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.1
.1
I
0.0
0.
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25
200.
30
4 COO.
5030.
6000,
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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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DisiOivro ixries c»tcui»ieu »s x FUNCTION IF I-BJ? c
OUTPUT fll OFFIINU FUfS FlU
B.0.0. (CARR.t
AMMONIA NITR056N
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TI«E
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14.86
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0.37
O.OT
O.OT
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Concentration Pfoflle, Reach 1 Reach One At Time
357120.0 of Period 1
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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
------- |