EPA-600/5-78-006b
April 1978
Socioeconomic Environmental Studies Series
         A DEMONSTRATION OF AREAWIDE  WATER
          RESOURCES PLANNING  •  USERS MANUAL
                                  Office of Air, Land, and Water Use
                                 Office of Research and Development
                                 U.S. Environmental Protection Agency
                                         Washington, D.C. 20460

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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 nine series. These nine broad cate-
gories were established to facilitate further development and application of en-
vironmental technology.  Elimination  of traditional grouping was consciously
planned to foster technology transfer and a maximum interface in related fields.
The nine series are:

      1.  Environmental Health Effects Research
      2.  Environmental Protection Technology
      3.  Ecological Research
      4.  Environmental Monitoring
      5.  Socioeconomic Environmental Studies
      6.  Scientific and Technical  Assessment Reports (STAR)
      7.  Interagency  Energy-Environment Research and Development
      8.  "Special" Reports
      9.  Miscellaneous Reports

This  report has been  assigned  to the SOCIOECONOMIC ENVIRONMENTAL
STUDIES series. This series includes research on environmental management,
economic analysis,  ecological impacts,  comprehensive planning  and fore-
casting, and analysis methodologies. Included are tools for determining varying
impacts of alternative policies; analyses of environmental planning techniques
at the regional, state, and local levels; and approaches to measuring environ-
mental quality perceptions, as well as analysis of ecological and economic im-
pacts of environmental  protection measures. Such topics as urban form, industrial
mix, growth policies, control, and organizational structure are discussed in terms
of optimal environmental performance. These interdisciplinary studies and sys-
tems analyses are presented in forms varying from quantitative relational analyses
to management and  policy-oriented reports.
This document is available to the public through the National Technical Informa-
tion Service, Springfield, Virginia  22161.

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                                      EPA-600/5-78-006b
                                      April  1978
      A DEMONSTRATION OF AREAWIDE

WATER RESOURCES PLANNING - USERS MANUAL
        Contract No. 68-01-3704
            Project Officer

            Harry C. Torno
   Office of Air, Land and Water Use
 U.S. Environmental Protection Agency
        Washington, D.C. 20460
              Prepared for
  OFFICE OF RESEARCH AND DEVELOPMENT
 U.S.  ENVIRONMENTAL PROTECTION AGENCY
         WASHINGTON, D.C. 20460

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                                        DISCLAIMER
This report has been reviewed by  the Office of Research and Development, 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.

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                             FOREWORD







     This report  documents  a demonstration of areawide water resources




planning by  the Metropolitan Washington, D.C. Council of Governments




(MWCOG).  The  study was  initiated prior to the current 208 program,




and although the  purposes and approaches are similar to a typical 208




project, the results  should not be viewed as a prototype for the water




quality analytical methods, evaluative procedures, scope and level of




detail expected by the U.S. Environmental Protection Agency (EPA) in




certifiable  208 plan  reports.  Certain agencies many find that some or




all of the techniques described are applicable to their local situation,




but many others will  have neither staff nor data, time and financial




resources to utilize  the spectrum of tools described.







     Publication  by EPA  does not indorse MWCOG techniques, nor does it




imply that utilization of these detailed techniques are requisite to




preparation  of an adequate  208 plan.  EPA has, for instance,  recently




published an Areawide Assessment Procedures Manual (EPA Report




500/9-76-014, July 1976) which describes a much simpler set of




techniques which  may  be  more relevant in areas where the systems are




neither so Large  nor  complex as these in Washington,, D.C.
                                   xix

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                                          ABSTRACT

The  Metropolitan Washington Council  of Governments Framework Water Resources Planning
Model is  a  comprehensive  analytical  tool  for  use in areawide water resources management
planning.   The physical simulation portion was  formed by linking component  computer  models
which test  alternative future community development patterns by small  area,  estimate water
demands  by  usage  categories,  calculate sewage  flows based on  water demands  and  add
infiltration/inflow, simulate storrowater runoff,  test application of  alternative waste treatment
management systems, and simulate the quality response of the region's major water body.

The  Users Manual describes the function and operation of  each component model,  alternative
models that  could have been used, and elements of post computational  analyses  described.  The
Users Manual is intended  to be used in conjunction with other references which are cited.

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                                 CONTENTS

Disclaimer   	  ii
Foreword	  iii
Abstract	  iv
Figures	vi
Tables	  vii
Acknowledgments	  viii

Introduction	  1
Description  of the Framework Model Chain	  2
Utility of the Model and  Post Computational Analysis	7
Description  of Model Components
       EMPIRIC*	   16
       INTERFACE4	   21
       MAIN H*  	   36
       FIXSEWER	   58
       MUNWATRE	   66
       SEWAGE  	   73
       EMPDA    	   83
       PRESTORM	f	   89
       STORMWATER MODEL*	   99
       SPLIT	   103
       TREATMENT	   Ill
       POTOMAC ESTUARY MODEL*	   120

References	  151

Appendices
       A.   Alternate Models for the Community
             Development Component	   154
       B.   EMPDA File Formats	   165
       C.   Estuary Hydrodynamic
             Model Equations and Constants	   172
       D.   Potomac Estaury Model Equations
             and Constants	        179
*Prirsary documentation for these models is found  in referenced documents.

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                                   FIGURES
Number                                                                 Page

   1      Framework Model Structure     	..............	    3
   2      Program  Function Flowchart for INTERFACE4		    25
   3      Sample Setup for XNTERFACE4  ........			.. •>.    26
   4      Input - Output Flowchart  for INTERFACE4	    28
   5      MAIN H  Output  Data ..	    45
   6      Program  Function Flowchart for FIX SEWER ..................    60
   7      Input-Output Flowchart  for FIXSEWER		..    61
   8      Program  Function Flowchart for MUNWATRE   	    69
   9      Input-Output Flowchart  for MUNWATRE    .. .	    70
   10     Program  Function Flowchart for SEWAGE  ..,	    77
   11     Input-Output Flowchart  for SEWAGE  ...	    78
   12     Program  Function Flowchart for EMPDA   ...................    85
   13     Input-Output Flowchart  for EMPDA   ...		    86
   14     Program  Function Flowchart for PRESTORM	    92
   15     PRESTORM  Subroutine Linkage		...    93
   16     Input-Output Flowchart  for PRESTORM	    94
   17     Program  Function Flowchart for SPLIT	    106
   18     Input-Output Flowchart  for SPLIT     ............		 .    107
   19     Program  Function Flowchart for TREATMENT	    114
   20     Input-Output Flowchart  for TREATMENT	    115
   21     Potomac  Estuary Model Segments	    121
   22     Potomac  Estuary Model Operations	    123
   23     Water Quality Model Basis for  Computations	    145

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                                  TABLES
Number
Page
     1     Comparison of Water Consumption Rates. ............  10
     2     EMPIRIC Variables Input  to MAIN  H. .	  35
     3     MAIN II Parameters and  Variables.................  46
     4     Examples of Output From MAIN n................   52
     5     Format of FIXSEWER Output.	................   65
     6     Sample MUNWATRE Report. .....................   71
     1     Points in the Potomac  Estuary, ..................    125
     8     Location  of Watershed  Discharge Points
           in the Potomac Estuary.	   126

     B-l   EMPDA  File Format.............................   165
     B-2   EMPIRIC Model Output File Format...............  169
                                     Vll

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                                ACKNOWLEDGMENTS

The authors would like to acknowledge the assistance of two other staff members of the
Metropolitan Washington Council of Governments  who contributed to  this report.   Dr.
Magne Wathne,  Environmental  Engineer in the Department of  Water Resources was
responsible  for both  the MAIN n and Potomac Estuary Model chapters and Ms. Judith
Blackistone, Research Assistant  in the Office of Data Services assisted in  several of the
detailed program descriptions.
                                         Vlll

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                         INTRODUCTION









     This Handbook documents the models used within the Framework




Model chain.  Of the thirteen models used within the chain, four




are readily available to others.  The EMPIRIC model used in




projecting community growth patterns, the MAIN II water demand




model, the Stormwater Management Model, and the Potomac Estuary




Model are all generally available.  The other models which connect




these have been written by the staff of the Metropolitan Washington




Council of Government.  The description of the models used in the




planning process is contained in Part A of this report, and in




"Framework Water Resources Planning Model - Technical Summary",




previously published by the Council of Governments.  Reference to




those documents in conjunction with this Handbook is essential.







     This chain of models was developed over a number of years to




facilitate water resources planning in the Washington Metropolitan




area.  It has played a major role in both water supply and waste




treatment planning prior to the inauguration of Areawide Waste




Treatment Management Planning under 208.
                               ix

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          DESCRIPTION OF THE FRAMEWORK MODEL CHAIN

     The Framework Water Resources Planning Model (Framework Model) is
a planning tool for estimating and evaluating the effect of alternative public
policies on the major components of the urban water resources system.

     Exercised as a complete unit, the  Framework Model can simulate the
quality response of the area's  major water body to alternative future land
use development policies,  different  wastewater  treatment processes  and
points of discharge and the quality  response of the Potomac Estuary.   The
Framework Model is actually a series of linked models that are illustrated in
Figure 1.

     The Framework Model can be  used to simulate the Estuary response to
facilities or activities which divert, augment, or contaminate  the Potomac
River before it enters the region or flows into the Estuary.  The construction
of power plants and  water supply intakes will reduce river flow  while the
construction of reservoirs could increase normal river flows.   Uncontrolled
agricultural activity or  the  expansion of  urban  development  with its
attendant  runoff  could  degrade  river  water  quality  and  decrease  the
allowable waste discharges within the region.

     The above  discussion  highlights how  the Framework Model  can be
exercised in different ways to satisfy urban water resource planning needs.
The simulations of the water resource  system with  the Framework Model
started with the output of the Community Development  Component.  While
several  runs with different planning assumptions were made, the  model run
number 6.2, modified by  local government planning agencies,  was selected
for a variety of  planning functions within the  region.   Alternative 6.2
Modified formed the basis  for the Framework Model runs described in  this
report.

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                                                                   Extract Input Data SPLIT
                                                                   and TREATMENT Reports
FIGURE  1.   FRAMEWORK MODEL STRUCTURE

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     The model chosen for use in the Community Development Component
and described here, is the EMPIRIC Activity Allocation Model.  It distributes
forecasted population and employment into Policy Analysis Districts (PADS)
from which projections useful in many planning programs can be drawn.
Different geographic areas of importance to air quality planning, transporta-
tion planning, as well as water resources planning are extracted  from the
projections of the Community Development Component.   Alternate models
that might be used  in  the community development  component  appear in
Appendix A.

     For  the purposes of water resources planning, the  forecasts  were
aggregated into 50  planning  units that could be allocated  to watersheds,
water  services areas, and sewage service areas. Water  demand  was then
estimated for these  planning areas by day, maximum day and peak hour and
category of use| residential and commercial, industrial demand by employ-
ment category and public  and unaccounted  uses.  The planning areas were
aggregated to water service areas to summarize future water  demand for a
specific  utility.   Water demand  estimates  were translated  directly into
uninfiltrated  residential and  commercial  sewage  flow  by   the Sewage
Generation Component.  Infiltration was calculated exogenously  based on
the  amount of developed  land estimated by the Community  Development
Component.  The estimates needed for projecting the hydraulic loads sewage
from each district will impose on treatment plants.

     Both the uninfiltrated residential  and commercial sewage flows were
multiplied by user-specified pollutant concentrations  allowing  the program
to  be  tailored to local industrial conditions to  provide estimates of total
sewage pollutant load by parameter.

     The Community Development Component,,  the source of population and
growth forecasts used in projecting sanitary waste generation, is also used to
project storm water runoff.

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      From  a  data file,  in  "PRESTORM"  EMPIRIC  outputs of population  and
employment for each pad are assigned to watersheds in proportion to the fractions
of area. This interface program also adds the input of the user's choice of storm to
be simulated.   The dry period preceding a storm is  used to calculate the pollutant
accumulation  eligible  for  washoff, and  the succeeding dry period is calculated to
show the time possible flow retention  and stormwater treatment devices may be
permitted to operate at a constant rate to treat the surge of stormwater.

      The simulation of a storm is completed by the EPA Stormwater Management
Model and  the resultant  runoff  summarized by a program called  "Split" which
divides that portion of the runoff flow and load that will be discharged directly in
the estuary, from that which will be  simulated  as treated in the Waste Treatment
Management Component.

      The stormwater flows can  be  similated as treated  in the Waste Treatment
Management Component by  removing a  user-specified  portion  of  the pollutant
loads.  The stormwater flows are then combined with simulated  flows of sewage
when they are discharged into the estuary.

      The Waste Treatment Management Component aggregates sewage flows  and
loads into user-specified sewage service  areas, and applies  a user-specified removal
efficiency to  each pollutant  to simulate the application of technology such as an
advanced waste treatment.  Flow to treatment plants due to stormwater runoff
through combined sewer systems can  also be simulated.

      The effluent from the Waste  Treatment Management  Component  and  the
additional stormwater flows and  loads via the  natural drainage  system from  the
Stormwater Runoff Component are input via the Pre-estuary model  to the Estuary
Hydrodynainic  Subprogram of the Receiving Water Component to  project water
quality.

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     Output from  the Hydrodynamic  Subprogram  is  used directly by  the
Estuary Quality Subprogram which calculates the dissolved oxygen level for
each segment of the estuary over an entire  tidal cycle.   Output from  the
Estuary Quality Subprogram consists of estimates of various parameters for
selected intervals of the 24-hour total cycle, usually one of the two-hour
periods.

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                 UTILITY OF THE FRAMEWORK MODEL
                AND POST COMPUTATIONAL ANALYSIS

      The previous uses of  the Framework Model are described in the first
chapter of the "FRAMEWORK Water Resources Planning  Model Technical
Summary" previously published by COG. The uses noted there include:

           Simulations for environmental impact statements
           Regional water demand projections
           Analysis of water conservation measures
           Estimating combined sewer overflow impacts
           Sewage Flow Estimates
           Non-point source impacts of urbanizing watersheds tributary to
           water supplies

      Other uses to  which the  Framework Model  and post  computational
analyses might be put in the regional planning process are discussed in more
detail below.   Special references are made to the provisions of PL 92-500,
the Federal Water Pollution Control Act Amendments of 1972 (referred to
as the "Act" and by specific section).  It should be stressed that many of the
uses  of the Framework Water  Resources Planning Model in the regional
planning process show that  each component or element of this model can be
used independently or they can be linked, as was  done in the full Framework
Model.

Identifying Future Development Patterns
      The Framework Model physical simulations begin with the  Community
Development Component,  which,  for metropolitan  Washington,  includes as
the  basic computation  tool  the  EMPIRIC  Activity Allocation  Model.
       C.S. Spooner, et alv Technical Summary of the Framework Water
Resources Planning Model (Washington, B.C.:  Metropolitan Washington
Council of Governments, 1974), p. 3.

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EMPIRIC  is designed to distribute regional "control totals" of future households
and employment among a set of small sub-areas based on alternative public policies
and market forces.  It is important to note that the Framework Model does not
provide forecasts of the control totals, but only distributions of these totals.  The
forecasted regional growth, heavily driven by employment trends, migration rates
and family size is one  of the many initial data items required for the model.  The
Community Development Component distributes expected growth to small areas as
the first step in the Framework analysis.   Subsequent  estimates of water  needs,
sewage generation  and treatment, and  non-point source  generation  can yield
assessments of the  water resource impacts of the development  patterns  repre-
sented by the small area  distributions.   Alternate development patterns can be
simulated using the model by rerunning the  component with  different land use
assumptions, different  statements  of  accessability to  transportation, or perhaps,
by prohibiting growth in certain  areas.  Another process of  testing patterns  of
community development patterns could involve overriding the Community Develop-
ment Component output in both INTERFACE4 and PRESTORM  (by producing a new
population, households, and employment by watershed) to produce future small area
projections  reflecting  different types  of growth, different  intensities of  growth
(density of  development such  as  apartments or  single family homes or different
floor-area ratios) and different timing of growth.

Regional Analysis of Wastewater Treatment Efficiencies

      Differences in wastewater treatment efficiencies  can be easily tested by the
Framework  Model.   The  model  does  not  suggest  which  efficiency ranges are
realistic or affordable,  but  it does not provide  a method of analyzing  alternate
discharge points, alternate discharge quantities, the effects of the discharge given
different assumed river flows  including flows diminished by water demands.  The
model can also analyze the effects of the  discharge given adherence to abatement
schedules for other sources of pollution in the estuary.
                                       8

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Regional Analysis of Non-Point Source Controls
      Non-point source contributions of pollution can be estimated using the
Stormwater  Management  Model  (SWMM)  through the Framework Model.
Essentially all the advantages or disadvantages of the use of SWMM,  or a
substitute  for it,  in  the  storm-water  runoff  component  would apply to
Framework.  Because the  SWMM  and its alternates are undergoing constant
change,  the  most current literature  citing their comparisons should be
consulted.

      The importance of these models, when applied in the Framework Model
chain, is that  the  assumptions concerning community development used to
drive them is consistent with those used to project related impacts on water
supply and wastewater generation.  A water  quality management technique
is  directly  measured  by  exercising the  Stormwater Component of  the
Framework  Model  to estimate  future  runoff,  and then by  simulating
alternative  control strategies such as Stormwater storage or  treatment in
the Waste Treatment Management Component.  Additional models, not now
part of FRAMEWORK, may be needed to estimate contributions from soil
erosion and stream channel enlargement.

Regional Analysis of Water Demand Reduction Systems
      The Water Demand Component  of the Framework Model identifies
various categories and subcategories of  water use.  These can be further
analyzed in  two ways  through  post  computational  analyses.   The  first
technique is to establish a  better understanding of average uses within major
subcategories  such as domestic  in-house use.   This has been  done in  the
Metropolitan  Washington area where plumbing fixtures in the home have
been assigned further allotments of domestic in-house use.

      A comparison of \vater consumption rates in currently used  fixtures
and the new  consumption rates  recommended  in  the amended sections of
plumbing codes provides some concept  of the  potential  water conserving
effects of those amendments.  Such a comparison is shown  in  Table 1.  The
consumption  figures shown for existing fixtures are the lower  figures of the
consumption  range for the respective fixture  and can be considered  to be as
much as three to five gallons in many instances.

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                                TABLE 1
            COMPARISON OF WATER CONSUMPTION RATES2
                           Low Estimates For               Specified By New
Fixture                    Existing Fixtures                 Amendments

Water Closets             5 gals./flush                     3-K gals./flush
Urinals                    4 gals./flush                     3  gals./flush
Shower Heads             4 gals./minute                   3  gals./minute
Faucets                    4-%  gals./minute                4  gals./minute

      While Table 1 applies to fixtures in proper operating condition, it does
support the assumption of overall conservation factor of about  20 percent.
This  20  percent figure  is further supported  by  the Washington Suburban
Sanitary Commission's Report  on the Cabin John Drainage Basin  Program
which listed reductions in water  consumption ranging from 12 percent  to 30
percent with the majority in the 20 percent to 25 percent range.  In addition,
the more conservative figure of 20 percent allows several percentage points
lee-way to account for the vagaries of human behavior.

      The effect of savings in this component of the regional water demand
becomes substantial when applied to total  future water demand projections.
Using residential demand figures and limiting  the projections to residential
use, analyses have shown that  the projected increased demand for  the year
1992  can  be  reduced by between  19  and  25 MGB, assuming  that the
increased demand  is met in  newly built residential  construction where
revised codes  will be enforced,

      The second form of post computational  analysis involves the analysis
of water billing records to determine whether there are  users of signifi-
cantly more water than projected by the model.  Such uses may be singled
out for more detailed analysis of opportunities for  demand reduction or  some
form of recycling.
      ™_
ser£a_tion (Washington, D.C.;  Metropolitan Washington CouncifoT
(Tovernments,. 1973)
                                 10

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Evaluating Waste Load Allocations
      An  important requirement under  Section 303(e) of  the  Act  is  the
establishment of pollutant load allocations within the major water bodies of
a region.   This is normally  done by starting with  previous decisions  on
control technology, or assessments of  maximum pollutant  loads  allowable
within water quality  standards.   The estuary  model, which serves  as  the
Receiving Water Component of the  Framework Model,  was developed  for
what became the U.S. Environmental Protection Agency in 1969 and used to
establish  effluent limits whicb are the basis for the current expansion and
upgrading of treatment plants discharging to the upper Potomac Estuary.
This estuary model has been revised and improved by MWCOG for  use in  the
Framework Model, and could be exercised to evaluate other load allocation
schemes to meet the Section 303(e) requirements.  The Section 208 planning
guidelines identify the testing  of  alternative  waste load allocations as a
major activity within the planning process as well. In doing this, the model
can be used for both point source loads  and non-point source loads and can
evaluate  the  influence  of  water   supply  withdrawals  on  natural flow
conditions used to estimate maximum allowable loads,

Evaluating Cost-Effective Alternatives
      The Framework Model does not contain cost estimating submodels, but
it does present a. method for distinguishing between alternatives  on the basis
of cost effectiveness.
      Section 212(2) of the Act provides that Federal construction grants can
only be made for systems which are  determined by the U.S., Environmental
Protection  Agency to be  "cost-efficient"  as defined by  EPA  cost-effec-
                   •3
tiveness guidelines.J The EPA guidelines indicate that:
           The   most  cost-effective  alternative  shall  be  the
           waste  treatment  management system  determined
           from the analysis  to have the lowest present worth
           and/or  equivalent  annual  value  without  overriding
           adverse non-monetary costs and  to  realize at. least
           identical minimum  benefits in terms  of  applicable
           Federal,  State,  and local  standards for  effluent
           quality, water quality,, water  reuse,  and/or lamd  and
           subsurface disposal.
                                  11

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      In the Framework Model the benefits  are measured in terms of water
quality above standards.  This approach seems appropriate to 208 Areawide
planning in areas where segments of waterways have been designated "water
quality limited." This designation applies to areas in which the application
of best practical waste treatment technology to point sources alone will not
assure water  quality within standards.   It  is in  these  areas that nonpoint
source  controls must be  considered  along with  more  advanced  forms of
wastewater treatment  and non-structural measures.  The models contained
within the Framework Model chain offer a mechanism to compare treatment
techniques from the perspective of water quality. The "capability" of the
group of treatment techniques in an areawide water resources management
strategy has been  defined  as the extent of a constituent concentration of
less than or  equal  to a stated constituent concentration (the standard) for
                                     ~  4
greater than or equal to a stated duration.

      The measured extent  selected for investigation is the length of estuary
affected  in kilometers because it represents a barrier  to the movement of
aquatic life and serves  as a measure of the potential aesthetic effects from
degraded  water quality.   A  96-hour duration  was chosen so that  the
"capability" of each alternative  could be compared if desired with 96-hour
median tolerance limit data for both aquatic species  and the associated
species in their food chain.

Probability of Occurrence of SimuIa.t_ed_Ct>nditiQns
      To perform a simulation using  the Framework Model, assumptions must
be  made  concerning  such conditions  as  the expected Potomac River flow
entering the region,, the expected storm flow, the expected water demand
withdrawals, the expected  community development pattern, the reliability
of treatment works to perform as simulated, and other conditions.
       Charles S. Spooner, John Promise, and Philip H. Gordon, A Demon-
gtrationjof^Areawide Water Resources^P3.anning (Washington, D»c7s      ~
Metropolitan Washington Council of Governments,  1974), p. 144.
                                  12

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       The product of each of  these  event probabilities, if one assumes the
 events are independent, is the  joint probability of occurrence of all of these
 events during the same time period.

       The Framework Model contains a single event stormwater model that
 makes the determination of joint probabilities necessary.  The alternative to
 single event models,  continuous simulation models, allow the joint probabili-
 ty  of  these  complicated, and   realistically  interrelated  events  to  be
 determined empirically,  Such flexibility adds a significant dimension to the
 model chain  as a planning  tool  and, the  absence  of  this  feature  is  a
 significant drawback to the model  chain in its present state.

 Comparison of "Effectiveness" of Areawide Strategies
       The product of the "joint probability  of  occurrence" and the "capa-
 bility"  is  the expected  "effectiveness"  of  an  areawide  water resources
 management strategy.  This can be expressed as:
                          Effectiveness = P(O) x C
Where P(O) is "joint annual probability of occurence" of conditions upon which
the  simulation was based. The value "C", is the "capability" of the areawide
water resources management strategy, a  measure of how  well  the strategy
might work under the conditions modeled.

     Thus,  the  term  "effectiveness"  becomes  a composite of the  extent,
duration, constituent  concentration,  and  joint annual  probability of occur-
rence of  the receiving  water's response to  alternative  water resources
management strategies.

       Of particular  significance is that the  expected "effectiveness"  term
 provides a link between  bioassay  results used to evaluate the  toxicity of
 selected chemical constituents  of physical  parameters to aquatic  species
 which are  expressed as  a 96-hour-mediajj-tolerance  limit, TLm  or TL^^.
 This  link is important because  it relates the alternative water resources
 management strategies to their effects on shellfish, fish, and wildlife which
 are  required  to  be  protected by  the  Federal Water  Pollution Control Act
 Amendments of 1972.
                                   13

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Cost Estimating
     Local governments and their engineering consultants  have extensive
experience in estimating and comparing the direct costs of proposed capital
facilities using methods long known to engineering economics and specified
in Federal  Cost-effectiveness analysis guidelines. '   Direct costs consist of
both capital construction costs and annual costs for operation, maintenance,
and repair, with the  latter divided between fixed  annual  costs and costs
which would be dependent on the annual quantity of wastewater processed.
The  cost  of an alternative  water  resources management  strategy is
computed  by discounting  its costs  over the  selected  planning  period to
"present worth values" or the "average annual  equivalent values."  Alterna-
tive  systems  are then compared by ranking the estimated  present  worth
values,  or  used to identify  where estimated values are identical within the
accuracy of the analysis.  The  approach is  relatively straightforward once
the appropriate  interest rate and planning period  are selected,  although
there may be a  need to give special  treatment to  elements of operating
costs that are projected to  inflate in cost at a rate well above any inflation
experienced by the rest of  the  economy.  This  can  be done by discounting
them in present  worth  analysis at a rate less than that chosen for other
items of cost.  The cost of  chemicals, fuels, or power may  qualify for such
treatment in present value analysis.

     The total planning period capital cost element requires the following
information:  the total capital cost at a stated  cost index, the length of the
cosntruction period, and the life of the capital structure.

     Operation and maintenance costs are divided into a fixed and variable
portion with the  variable portion further divided into a base component and
a growth component.  Thus the  elements of operation and maintenance cost
are  a   fixed  element,  a  variable-base  element,  and a  variable-growth
element.  The total planning period fixed operations and maintenance cost
element requires an  estimate of the fixed annual operations and mainte-
nance cost at the end of the  planning period, and is therefore based on the
design  capacity at the end of the planning period.
                                   14

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    The total planning period  variable  operations and  maintenance cost
element requires  an  estimate  of  the  annual  variable  operations  and
maintenance  costs.   These  are  based  on the  amount  of  growth  in used
capacity of each  device  during  the planning  period and  on the  above-
mentioned  variable operations and maintenance cost per unit capacity for
each device evaluated at the midpoint of the planning period.

      Most  water quality management alternatives  chosen in the past have
been  capital-intensive,  thus lending themselves to straightforward  engi-
neering  economic  analysis.    As  more comprehensive  water  resource
management strategies are considered., it will be accessary to consider such
things  as  flow  reduction  devices  and  use  of pricing  to  reduce  water
consumption.  These programs do  not  fit  easily  into  conventional cost
analyses. Therefore, the framework must be designed to permit calculation
and comparison of  the costs associated with these alternatives as well.

Cost Effectiveness Determination
      The cost-effectiveness of a  strategy is a statement of both its costs
and effectiveness  as defined above.  Comparisons between strategies using
                                                4
simple graphs of  these quantities have been shown.
                                   15

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                DESCRIPTION OF MODEL COMPONENTS
             THE 'EMPIRIC' ACTIVITY ALLOCATION MODEL

Purgose
      ^EMPIRIC" is one of a family  of regional planning models, which are
referred to generically as "activity-allocation" formulations. It is designed
to perform three major functions:
           To allocate regionwide projections of future population, employ-
           ment and  land use growth between a set of smaller subregions  or
           districts,  based  upon  exogenously specified regional planning
           policies;
           To estimate the probable impact of alternative planning policy
           decisions on the future distribution of regional growth; and
           To  provide  an analytical  foundation  for  the  evaluation and
           coordination of planning-policy decisions in a variety of different
           functional areas.
Program Description
      The EMPIRIC  model was developed for  COG by  a consultant and is
documented  in  detailed  reports  resulting from  his  work.  The model  is
broken  down structurally into  four  major   components   which  are the
simultaneous  equation   module,  the  land  consumption  module,  other
submodels, and the forecasting module.

      The first  module  consists of a set of simultaneous, linear equations
relating projected changes over  time in the subregional distribution  of
population and employment one to the other, to their original distribution in
some base-year, and to the effects of  selected  planning policies  imple-
mented over a  given growth interval.  The outputs of  these equations are
typically expressed as estimates of the future numbers of households within
each subregion, broken down by income-level  and type,  together with
equivalent estimates of future  employment by place-of-work,  broken down
by industry type or land use classification.
      5Peat, Marwick, Mitchell, and Co., "E_MPjRICVActivity Allocation
                    to the Washington Metropolitan Region (Washington,
      ^
D,C,:  Metropolitan Washington Council of Governments, 1972)
                                 16

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      These  initial  population  and employment projections are translated
into equivalent changes in land use for  each subregion via a second "land-
consumption"  module.  This  model  accepts as  input  the outputs  of  the
simultaneous-equation model,  together with  the existing distribution of land
uses in each subregion  in the given  base-year and a range of permissible
future development densities.  It generates  as output updated  estimates of
land use acreages, broken  down by type, within each sub region.

      A  third  module, consisting of a set of supplementary submodels  and
also accepting as  input the outputs  of the simultaneous equation  model,
operates in parallel with the land-consumption model.  These submodels are
designed both  to  break  down  the initial  set of  subregional populations
projections into their equivalent,  component distributions of population by
age, household size or number  of workers/household, etc., and  also to yield
estimates  of supplementary employment levels for employment categories
not included in the simultaneous equation  model.  These typically include a
number of marginal employment classes, representing only small proportions
of total regional employment,  such  as "Construction" or  "Mining".

      These  three  components are calibrated in  parallel using subregional
"activity (i.e., population  and employment) and land use  data  collected for
two points in time, the COG application used inventories spaced eight years
apart, together with parallel  data on  the  planning policies  implemented
during  the  same  time  period.   Typical  policy  inputs  which  may  be
incorporated  within the calibration process  include regional transportation
and  utility-system  improvements; zoning,   development and open-space
controls; environmental and conservation standards; or regional housing  and
employment location policies.

      They  are then  linked together  with  a fourth "forecast-monitoring"
module into a single forecasting chain, designed to yield recursive estimates
of the future subregional  distribution of activity and land use for years into
the future, with the forecast for each year building on that for the preceding
year.  Within this chain,  each  forecast is designed to be conditional both
                                    17

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upon  a presumed "regional  total"  of  population  and employment for the
region as a whole, and also upon the pursuit of a particular  mix of future
regional planning policies  over  the  forecast intervaL  In order to use the
model for forecasting the  analyst must,  therefore, specify in advance the
projected levels  of region-wide population and employment growth for each
forecast year, and also identify one  or more "scenarios" of projected future
planning policies for use as input to the  forecasting process.

      Operationally, such scenarios are  constructed in two parts.  For those
policy measures  incorporated  as  "direct  variables"  within one of  the
calibrated modules, the analyst  must simply specify the future value of the
variable for each subregion and each forecast year.  This process, clearly, is
necessarily "limited to those policies  which exerted a significant influence on
the pattern of growth over  the calibration period.  All other policies must be
treated somewhat differently, as "indirect constraints upon the forecasting
process."

      Such  constraints are  invoked  in  part  through  the  land consumption
module and in part  via  the set of forecast-monitoring  routines outlined
above.  In concert, they permit the analyst  to constrain  the initial set of
forecasts-by pre-specifying minimum or maximum levels  of activity in any
subregion, specifying proportional  mixes  of activity types  or  restricting
particular areas of land to specific types or densities of development.

      In its simplest mode  of operation,, the  model may be used to generate
one  single  chain  of  forecasts based  on  one  single   policy  scenario.
Alternatively, by varying the mix of policy inputs  for particular forecast
years  or particular  subregions  -  i. e.s by  creating  a  set  of alternative
scenarios -  it may be used  to test the probable impact of  alternative policy
mixes on the future pattern of regional growth.

      A typical set of model outputs is summarized on the following pages,.
                                   18

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of:
  Output Available from Community Development Component (EMPIRIC)


     For each Policy Analysis District and each Forecast Year Eastimates
     Family Households In Low Income Quartile
     Family Households in Low-Middle Income Quartile
     Family Households in Upper-Middle Income Quartile
     Family Households in Upper Income Quartile
     Unrelated Individual Households
     Employment in Manufacturing, Transportation, Communication and
     Utilities

     Employment in Retail and Wholesale
     Employment in Financial, Insurance, Real Estate and Services
     Employment in Government
     Employment in Aricultrue and Construction

     POPULATION by Age
           Under 5 years
           5-14
           15 -  19
           20-  29
           30- 49
           50- 64
           65 and Over

     HOUSEHOLDS by Size
           1 Person
           2 Persons
           3 Persons
           4 Persons
           5 or more Persons

     HOUSEHOLDS by:
           Single-Family Households
           Multi-Family Households

     LAND USE by Type
           Residential
           Industrial
           Commercial
           Intensive Institutional
           Extensive Institutional
           Parks and Open Space
           Vacant
           Residential (incl. Streets)

     EMPLOYMENT by LAND USE
           Residential Land
           Commercial Land
           Institutional Land
           Agricultural and Vacant Land
                                  19

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EMPIRIC Availability
     The  EMPIRIC  model was developed by, and is  available from Peat,
Marwick, Mitchell & Co., 1025 Connecticut Avenue, N.W., Washington, B.C.,
Z0036.  Information  on its  application to  the Metropolitan Washington Area
can be obtained from the Metropolitan Washington Council of Governments,
1225 Connecticut Avenue, N.W., Washington, B.C. 20036.
                                   20

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                              MTERFACE4
PURPOSE

      The purpose of the INTERFACE4 program is to j&in the model which
predicts community development alternatives with the model which predicts
water demand.  Because over 5000 data elements are required to operate the
Water Demand Component  for each combination  of development plan and
forecast  year,  A  computer program  (INTERFACE4)  was  developed to
manage  this  data.   Appropriate  EMPIRIC  output from the  Community
Development  Component is aggregated into planning  units f and then  into
water service areas, and reformated for direct input to  MAIN EL, the Water
Deraand Component.

      INTERFACE4  selects  appropriate EMPIRIC output  data, aggregates
EMPIRIC and constant  data into matrix format by water .service areas, and
arranges data into the format required by the MAIN H nuodel.  INTERFACE4
produces  MAIN IE input both in printed and computer readable form, and
prints an optional  matrix (ZMAIN)  that can be altered and  used again as
input  to INTERFACE4 in preparation for  subsequent  MAIN II runs.   This
optional ZMAIN MATRIX FILE enables the user to maintain complete MAIN
n input data  sets from each modified run  of the  INTERFACE4 program,
which might result  from considering different development alternatives or
different forecast years in the EMPIRIC Model, without  having to duplicate
large card decks.

CHARACTERISTICS OF OPERATION

      Language  IBM FORTRAN IV (G Level)

      Region    Program  size  is  190K.   Actual  region  size  at  time of
execution is dependent on the number of input data sets and their associated
block sizes.  Size required for documented runs was 275K.
                                 21

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PROGRAM DESCRIPTION

    The user,  through a series  of  program  control  cards, can  modify the
values of the MAIN H input data set and select the input and output for each
of the  INTERFACE4  programs.  The two sources  of input  data  for the
INTERFACE4 program are  the EMPIRIC File,  as  modified by  the  I4EMP
subroutine  of INTERFACE4,  and the ZMAIN MATRIX FILE,  which is the
output from  a previous  INTERFACE4 run.   The user, through a series of
cards, is able to select the input data required for each run.

    The control  card  stream, is read  and  verified  for  proper  order and
processed as  follows: The first card in the stream, which  must  be the TITLE
CARD is read and printed. The next card, CARD TYPE #1, specifies the type
of input  (EMPIRIC or  ZMAIM  MATRIX FILE, created  from  a previous
INTERFACE4 run),  and a FORTRAN unit number for the Jocation of the
selected file, and the number  of planning units to be used  in the run.  If the
CARD TYPE #1 specifies the  ZMAIN MATRIX FILE as input, the file is read
into the ZMAIN MATRIX, area of the program.  The  program then searches
for and reads all optional TYPE #Z cards.  These cards, if present, enable the
user to insert new  values directly into  the ZMAIN MATRIX  with constant
data  not  found in the  EMPIRIC data.  When  this  task is completed the
program will read  a TYPE  #3, which will call  the subroutine I4EMP  in to
modify  the EMPIRIC DATA.  The CARD TYPE #3 contains the FORTRAN
unit number  of the  EMPIRIC  file to be used and the total number  of Area
Allocation Cards that are to follow in the Program.

    the following functions are performed by the I4EMP subroutine:
                                    21

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     1.    Reads and  prints the Card Type #3A, Area  Allocations Cards,
           and stores  the data in  tables.  These cards  enable the user to
           convert  the Empiric  Policy  Analysis  Districts to various area
           systems schemes. A percentage of each PAD is then allocated to
           the new system, in this case a (water service area) planning unit.

     2.    Reads  and  prints  the  two  Card  Type  #3B,  Sewer  Coeffi-
           cient/Quartile Index Cards, and stores the values in a table.  The
           coefficients are multiplied by  one  of the  income quartiles of
           households, selected by  the corresponding quartile index, to yield
           the number of households by value range for  metered water and
           flat rate water service.

     3.    Reads and  prints  the  two Card Type #3C, Index Variable Cards.
           These  cards  equate  the  16 data  categories needed  for  the
           computation  of the MAIN n  input  to  the corresponding data
           categories in the EMPIRIC file for the desired forecast year.

     4.    Reads  the  EMPIRIC  File, selects  the proper variables  by the
           Index Variables Cards and accumulates the variables by planning
           unit  through the use of  the area allocation  cards.   When the
           EMPIRIC  file  has  been  processed  the  computations  are then
           performed  for  the  MAIN n  Data.   Households,  by seven home
           value ranges for both metered and flat rate water, are computed
           using the coefficients  and quartile  index  table.   Persons per
           household,  households per residential acre, number of employees
           by five  major  employment  categories, total  population  and
           population by two age groups are stored in the ZMAIN MATRIX.


     Control  is returned  to the main program  when these  tasks  are
completed by  the I4EMP subroutine.
     The program  reads  the control card  stream and searches for the
optional CARD TYPE #4.  This card, if present, enables the user to override

the MAIN n Data elements that were computed from the EMPIRIC data and

insert user selected values into the ZMAIN MATRIX.  CARD  TYPES #2 and

#4  are  used  to modify specific cells in the ZMAIN MATRIX.   The matrix

contains a Panning Unit  number, which can vary from 1 to 200, as one

dimension and the MAIN Et data variable number,  which refers to one of the

105 MAIN n parameters, as the second dimension.


     The next card, CARD TYPE #5, provides the user with  three different

output options.
                                  23

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     1.   Print the MAIN H input data set.  This option lists the values in
          the ZMAIN MATRIX in the card format  that is required by the
          MAIN n program.

    ' 2.   Transfer  the MAIN  II input data  set,  A computer readable
          storage device.  The  MAIN II file is written to a storage device,
          either tape or disk,  to be  used as direct input to  the MAIN n
          program.

     3.   Write the ZMAIN MATRIX data set.  The ZMAIN MATRIX is the
          alternate input  to  INTERFACED  This matrix  can be updated
          using CARD TYPE  #2 and #4 to produce a new MAIN H input set
          at a significant savings in computer time.


     After all the output operations have been  performed the final card in
the control card stream should be a CARD  TYPE #9.   A normal end of job
message  will be printed and  the run will  then terminate.  The job will
terminate at any point in the program if the program encounters any errors
or unidentified card types in the control card stream.


SAMPLE SETUP - See Input-Output Flow Chart.
                                24

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                  MAIN PROGRAM
                  YES
            CARD TYPE 01
            COL. 5 = '2'
                                                                        SUBROUTINE 'I4EMP'
FIGURE 2.   INTERFACE 4 PROGRAM FUNCTION FID&OIART
                                             25

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                  CARD TYPE #4
                    OPTIONAL
                                     1 ONLY

                                     1 FOR EACH
                                     OUTPUT SELECTED
                                   AS MANY AS  REQUIRED
                                   FOR  DATA MODIFICATION
                                                           CARD TYPE #9
                                 2  ONLY
                              2  ONLY
                            AS MANY AS  REQUIRED
                            FOR AREA ALLOCATION
                         1 ONLY
                       AS MANY AS REQUIRED
                       FOR DATA MODIFICATION
                     1 ONLY

                     1 ONLY
                                                     CARD TYPE #4
                                                       OPTIONAL
                                                 CARD TYPE #2
                                                   OPTIONAL
                            1 ONLY

                          1 FOR EACH OUT-
                          PUT SELECTED
                         AS MANY AS RE-
                         QUIRED FOR DATA
                         MODIFICATION
                     AS MANY AS REQUIRED
                     FOR DATA MODIFICATION
                  1 ONLY

                1 ONLY
 INPUT OPTION #1

 PROCESS AN EMPIRIC DATA SET
INPUT OPTION #2:

PROCESS AN EXISTING
INTERFACE4 ZMAIN MATRIX
DATA SET
FIGURE  3.   SAMPLE SETUP FOR INTERFACE4
                                               26

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DATA SPECIFICATIONS

Input Description
      Input to the INTERFACE4 program is a computer generated input data
file and a manually coded series of user control cards.  One of two computer
generated inputs to INTERFACE4 are:

      1.    EMPIRIC Data Set.
           A data record  for  each EMPIRIC Policy Analysis District, is
      generated  by  the  EMPIRIC  Activity Allocation Model  described
      previously.  The EMPIRIC data set must be used initially, but as  the
      program is rerun in considering different management alternatives  and
      different  forecast   years,  the  second  input  format,  the  ZMAIN
      MATRIX,  is  more useful.

      2.    ZMAIN MATRIX FILE
           This is the optional output  of  a previously run  INTERFACE4
      program.  This file contains one record for each planning unit,, which
      contains  all  the  data needed to  construct MAIN n input  for that
      planning unit.

      The control cards needed for the program  operation have no default
values associated with any of the parameters. Unless  otherwise  noted, all
parameters are required  for proper execution of  the program.  The control
cards for the program operation must be in the following order;

CARD #1
      Types     Title Card
      Number:   One card only
      Purpose;   Specify run title
      Format:   (20A4)
                                  27

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                     CARD TYPE #9
                      END OF JOB
                   CARD TYPE #5
                 [OUTPUT OPTIONS. 3)
     USER
    CONTROL

     CARDS
                  CARD TYPE #4
                  OVERRIDE DATA
                FOR ZMAIN
                 MATRIX  <  #3C
                                         	I
                                                                                             FROM PREVIOUS
                                                                                             INTERFACE4 RUNS
                                                          INPUT
                                                        I  OPTION 2
                       INPUT OPTION  1
                       (INCLUDES 3A, B,
                        AND C CARDS)
                         OUTPUT OPTION 1
                                                    INTERFACE4
                                                                           OUTPUT OPTION 3
              PRINTOUT OF
               VALUES IN
             ZMAIN MATRIX
OUTPUT
OPTION 2a
   /ZMAIN MATRIX/
  /  AS DIRECT
  1  INPUT TO
  \   MAIN II
                                                                                OUTPUT
                                                                                OPTION 2b
                  I
           (•'DATA MAY BE MOD]
            IFIED BEFORE
           AUTOMATING AS IN-
           PUT INTO MAIN Hi
                NOTE:  Dashed lines  show
                       alternative inputs
                       and outputs.
FIGURE  4.   INTERFACE4  INPUT-OUTPUT  FLOWCHART
                                                      28

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CARD #2
      Type:
      Number:
      Purpose:
      Format:
Card Type #1
One card only
Specify input data set, unit number of data set, if ZMAIN
MATRIX FILE is selected for input, and number of planning
units for the run.
(I1,1X,3(I3,1X),F10.0,ZX),Z(I3,1X),F10.0)
                 CoL
           1
           2-4
           5
           6-7
           8-9

           23-25
           26-80
'I1 card type entered
Blank
T - EMPIRIC Data set selected as input.
Blank
Unit number of ZMAIN MATRIX FILE use when Col.
5 = '2'.
Number of planning units for the run.
Blank
CARD #3
      Type:
      Number:
      Purpose:
      Format:
Card Type #2
As many as needed to insert user supplied data, (optional card)
To enter constant MAIN E values into the ZMAIN MATRIX.
Constant data would be items such as year, values ranges,
and other MAIN n values that are not computed from
the EMPIRIC data.
(I1,1X,3(2(I3,1X),F10.0,2X),2(I3,1X),F10.0)
Col.       1          '2' card type entered
           2          Blank
           3-5        Planning unit number
           6          Blank
           7-9        MAIN n data element number
           10         Blank
           11-20      Value to be inserted in ZMAIN MATRIX
           21-22      Blank
           23-25      Planning unit number (value #2)
           26         Blank
           27-29      MAIN H data element number (value #2)
           30         Blank
                                  29

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                          31-40      Value to be inserted in ZMAIN MATRIX
                          41-42      Blank
                          43-45      Planning unit number (value #3)
                          46         Blank
                          47-49      MAIN II data element number (value #3)
                          50         Blank
                          51-60      Value to be inserted in ZMAIN MATRIX
                          61-62      Blank
                          63-65      Planning unit number (value #4)
                          66         Blank
                          67-69      MAIN n data element number (value #4)
                          70         Blank
                          71-80      Value to be inserted in ZMAIN MATRIX
As many of these cards as needed for modification can be inserted into the program.
CARD #4
     Type;
     Number:

     Purpose;

     Format:
CARD #5
     Type:
     Number:

     Purpose:

     Format;
Card Type f-3
One only - must be present if CARD TYPE #1 Col. 5 -
T
Specify the unit number of the EMPIRIC data set and
the number of Area Allocation Cards that follow*
(I1,1X,3(I3,F10.0,ZX),2(I3,1X),F10.0)
                Col.
                          2
                          3-5
                          6
                          7-9
                     '3' card type entered
                     Blank
                     Unit number of EMPIRIC data set
                     Blank
                     Number of CARD TYPE 3A's Area
                     Allocation Cards, that follow
     CARD #3A Area Allocation Cards
     The number of cards in this section must equal the
     value coded in Col. 7-9 of CARD TYPE #3.  The
     program allows a maximum of 200 allocations
     To  distribute a certain percentage of each Policy
     Analysis District to a planning unit.
     (9X,3tt3,lX,I3,lX,F7.0,5X),llX)
     Col.       1-9        Blank
                10-12      Planning unit number
                 30

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CARD #6
     Type:
     Number:
     Purpose:
     Format:
CARD #7
      Type:
      Number:
      Purpose:

      Format:
CARD #3B Meter-Flat Sewer Coefficients/Quartile Index Card
Two must be present if Card Type #3 is present
The seven coefficents are multiplied by the number
of households by income quartiles to yield households
by home value range. The quartile index number
is used to select the proper household quartile for
each of the seven operations.
(7F10.0,7I1,3X) First card for Meter Water, Second
card for Flat Water.
Col.       1-10       Coefficient for value range #1
           11-20      Coefficient for value range #2
           21-30      Coefficient for value range #3
           31-40      Coefficient for value range #4
           41-50      Coefficient for value range #5
           51-60      Coefficient for value range #6
           61-70      Coefficient for value range #7
           71         Quartile index for value range #1
           72         Quartile index for value range #2
           73         Quartile index for value range #3
           74         Quartile index for value range #4
           75         Quartile index for value range #5
           76         Quartile index for value range #6
           77         Quartile index for value range #7
           78-80      Blank
CARD #3C Index Variable Cards
Two must be present if Card Type #3 is present
To equate the 16 items used in the computation
of the MAIN II values to the corresponding items
on the EMPIRIC data set,
16(2X,I3) Eight, pairs per card for  the two  cards
required.
Col.       1-2       Blank
           3-5       Index number, refers to information
                     in the EMPIRIC data set.
           6-7       Blank
           8-10       EMPIRIC variable number for four years,
                     1968, 1976? 1984, 1992.
           11-12      Blank
           13-la      Index number
                                  31

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                               16-17      Blank
                               18-20      EMPIRIC variable number
                               21-22      Blank
                               23-25      Index number
                               26-27      Blank
                               28-30      EMPIRIC variable number
                               311-32     Blank
                               33-35      Index number
                               36-37      Blank
                               38-40      EMPIRIC variable number
                               41-42      Blank
                               43-45      Index number
                               46-47      Blank
                               48-50      EMPIRIC variable number
                               51-52      Blank
                               53-55      Index number
                               56-57      Blank
                               58-60      EMPIRIC variable number
                               61-62      Blank
                               63-65      Index number
                               66-67      Blank
                               68-70      EMPIRIC variable number
                               71-72      Blank
                               73-75      Index number
                               76-77      Blank
                               78-80      EMPIRIC variable number
CARD #8
     Type:
     Number:
     Purpose:
     Format:
Card Type #4
As many as needed to insert user supplied data, (optional card)
To insert data into ZMAIN MATRIX after the data
from the EMPIRIC FILE has been modified by the
I4EMP subroutine.  This card will supply data to
override the data items in the MATRIX, and inserted
into the ZMAIN MATRIX.
(I1,1X,3(2I3S1X),F10,0,2X),2(I3,1X)F10.0)
Col.        1          '4' card type entered
           2          Blank
           3-5        Planning unit number
                                32

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                                6          Blank
                                7-9        MAIN n data element number
                                10         Blank
                                11-20      Value to be inserted in ZMAIN MATRIX
                                21-22      Blank
                                23-25      Planning unit number (value #2)
                                26         Blank
                                27-29      MAIN n data element number (value #2)
                                30         Blank
                                31-40      Value to be inserted in ZMAIN MATRIX
                                41-42      Blank
                                43-45      Planning unit number (value #3)
                                46         Blank
                                47-49      MAIN E data element number (value #3)
                                50         Blank
                                51-60      Value to be inserted in ZMAIN MATRIX
                                61-62      Blank
                                63-65      Planning unit number (value #4)
                                66         Blank
                                67-69      MAIN E data element number (value #4)
                                70         Blank
                                71-80      Value to be inserted in ZMAIN MATRIX
CARD #9
      Type:
      Number:
      Purpose:
      Format:
Card Type #5
As many as needed
Select the types of output
Same as Card #4
Col. 1  = 5 (Card Type)
Col. 3-5 = 1-Print MAIN E Input File in Card Format
          2-Write MAIN E Input File to Storage
          Device - Input to MAIN n
          3-Write ZMAIN  MATRIX to storage device -
          Input to INTERFACE4
Col. 8-9 = Unit  Number of Output Data set if Col. 3-5 = 2 or 3
                                 33

-------
     Type:            Card Type #9
     Number:         1 only
     Purpose:         Signify end of control cards
     Format:         Col. 1 = 9 (Card Type)

Output Description

1.    The MAIN n Data set can be printed and/or wirtten to a storage Device

2.    The ZMAIN MATRIX, a file of all the values in the MAM H Data
     set, can be written to a storage device and then used as input to subsequent
     INTERFACE4 runs.

3.    All control cards input to the program are printed, and diagnostic
     messages are printed as necessary.
                                  34

-------
VARIABLE
tCMBER

1
2
3
4


6
7
8
9

10


11

20
21
22
23
24
25
28
29
30

31
32

33


39
40



















DAm ITEM

ft Families1 in Lower Inc. Quartile
# Families in Low/Middle Quartile
tt Families in Upper/Middle Quartile
ft Families in Upper Quartile


# Employees in Manu/T.C.U.
# Employees in Retail/Wh. Trade
ft Employees in F. I. R.E. /Services
fl Employees in Government

S Employees in Agriculture/Construe.


Acres of Residential Land

# HH of Size 1
£ HH of Size '*.
f* HH of Size 3
(f HK of Size 4
ft HH of Size 5
* HH of Size 6 & Over
Population 5 Years
Population 5-14 Years
Population 15 - 19 Years

Population 20 - 29 Years
Population 30 - 49 Years

Population 50 - 64 Years
P

ft of Single Family HH
* of Hulni Family HH



















USAGE;

INTERMEDIATE
I
INTERMEDIATE


DIRECT
t
1
V
DIRECT


INTERMEDIATE

INTERMEDIATE '
A




INTERMEDIATE
DIRECT
DIRECT

INTERMEDIATE
A




^ /
INTERMEDIATE





















ITEMP»EPA1(I)+EPA2(I)+EPA3(I)+EJ?A4,(I)
EPAP1«-EPA1 ( I) /ITEMP
EPAP2='EPA2 ( I } /ITEMP
EPAP 3=EPA3 ( I ) /ITEMP
EPAP4HEPA4 (I) /ITEMP


ZMAIN(I,97)°EPA6(I)
ZMAIN(I,98)-=EPA7(I)
ZMAIN(I,99)=EPA8(I)
2MAIN(I,100)=EPA9(I)
ZMAIN{I,101)=EPA10(I)



DENSHHH (IJ/EPA11 {1} ZMAIN (I, 32)*«DENS ZMAIN (1 ,59) eDENS ZMAIN (I , /y;BDEN5>
ZMAIN(I,14)'=DENS ZMAIN (I ,38)»DENS ZMAIN (I ,64) =DENS ZMAIN {1,84) =DENS
ZMAIN(I,20)=DENS ZMAIN (1 ,44)-DENS ZMAIN (1 ,69) "DENS ZMAIN'fl ,89)-=DENS
ZMAIN (1 , 26)C1DENS ZMAIN (I , SOJ^DENS ZMAIN (1/74) "DENS
PCN1>EPA20(I)*1.+EPA21{I)*2.+EPA22(I)*3.+EPA23'(I)M.+EPA24(J).*5.
HH(I)=EPA20(I)+EPA21(I)+EPA22(I)+EPA23(I)+EPA24(I)+EPA25(I.)
PEPL"PCNT/HH(I)
ZMAIN(I,60)=PEPL
ZMAIN(I,65)=PEPL
3MAIN(I,70)«PEPL
ZMAIN(I,75)=PEPL
ZMAIN(I,80)=PEPL
ZMAIN (I , 85) =PEPL
ZMAIN(I,90)=PEPL
POPU=EPA28{I)+EPA29(I)+EPA30(I)+EPA31(I)+EPA32(I)+EPA33(I)+
*EPA34(I)

ZMAIN(I,95)°EPA29(I)
ZMAIN ( 1 , 9G) =EPA30'(I )


QUART(1)°EPAP1*EPA39(I) ZMAIN (1 ,13)=C (l)>QOftRT (N (1) ) ZMAIN"(1 , 37) -=C (5) *QUART (N (5) )
QUART(2)«=EPAP2*EPA39(I) ZMAIN (1 , 19)°C (2) *QUART (N (2, ) ZMAIN (I,43)=C (6) *QUART(N (6) )
QUART(3)-EPAP3*EPA39(I) ZMAIN (I ,25) «C (3) *QUART (N (3) ) ZMAIN (I ,49}=C (7) *QUART(N{7) )
QUART(4)-=EPAP4*EPA39(I) ZMAIN (1 , 31)=C (4) *QUART (N (4) )
QUART(1)'=EPAF1*EPA40(I) ZMAIN (1 ,58) =C1 (1) *QUART (Nl (1) ) ZMAIN (1 ,78)=C1 (5) *QUART(Nl (5)
QUART(2)=>EPAP2*EPA40(I) ZMAIN (1 ,63}»C1 (2) *QUART (Nl {2} ) ZMAIN (I,83)=C1 (6) *QUART(N1 (6)
QUART(3)=EPAP3*EPA40(I) ZMAIN (I ,68}»C1(3) *QUART (Nl (3) ) ZMAIN (I,88)=C1 (7) *QUART(N1 (7)
QUART(4)=EPAP4*EPA40(I) ZMAIN (1 , 73)°C1 (4) *QUART (Nl (4) )















MAIN DATA
VARIABLES

6-CDAT
10-POPU

13-NUMB-l-M
14-DEHS-l-M
19-NOMB-2-M
20-DENS-2-M
25-NUMB-3-M
26-DENS-3r-M

31-NCJMB-4-M

32-DENS-4-M
37-NUMB-5-M
38-DENS-5-M'

43-NUHB— 6-M
44-DENS-6-M

49-NUMB-7-M
50-DENS-7-M

58-NUMB-l-F
60-PEPL-l-F
63-NUMB-2-F
64-DENS-2-F
65-PEPL'2-F

68-NUMB-3-F
69-DENS-3-F

70-PEP^3-F
73-NUHB-4-F
74-DENS-4-F
75-PEPL-4-F

78-NUMB-5-F
79-DENS-5-F
80-PEPL-5-F

83-NUMB-6-F
85-PEP3>6-F


88-NUMB-7-F
89-DENS-7-F
90-PEPL-7-:F

9S-SKLL
96-SKLH
9 7- C001
98-C002
99-C003
100-C004
101-C005

ITEMS
CONSTANTS.

1-MACH
2-LBIN
3-LIBY
4-PROJ
5-PNCH
7— LATD
S-LONG
9-CCBN
11-VALN-l-M
12-VALX-l-M
15-ANPR-l-M
16-SMPR-l-M
17-VALN-2-M
18-VALX-2-M
21-AHPR— 2— M

22-SMPR-2-M
23-VALS-3-M
24-VALX-3-M
27-ANPR-3-M
28-3MPR-3-M
29-VALN-4-M
30-VALX-4-M
33-ANPR-4-M
34-SMPR-4-M
35-VALN-4-M
36-VALX-5-M
39-ANPRT-5-M
4C-SMPR-5-M
41-VALN-6-M
42-VALX-6-M
45-ANPR-6-M
46-SMPR-6-M
47-VALN-7-M
48-V7ALX-7-M
51-ANPR-7-M
52-SMPR-7-M
53-LOWV -M
54-MEDV -M
55-HIGH — M
56-VALN-l-
57-VALX-l-
61-VALN-2-
62-VALX-2-
67-VALX-3-
71-VLAN-4-
72-VALX-4-
76-VAUJ-5-
77-VAIJC-5-
'81-VALN-6-
82-VALX-6-
86-VALN-7-
87-VALXT-7-

91-LOWV -
92-MEDN -
93-HIGH -F
94-HOSP

102-C006
103-C007
104-C008
105AIHP
TABLE 2.  EMPIRIC VARIABLES INPUT TO MAIN II COMPUTATIONS

-------
                 MAIN H WATER DEMAND COMPONENT
PURPOSE
      The MAIN H system is a tool for estimating and forecasting municipal
water requirements.  The system  itself is  a set of formalized procedures
which have been developed specifically for  use in planning municipal water
supply-  The  word MAIN is an  acronym  meaning Municipal And Industrial
Needs.

      Water requirements  can be  estimated separately for  the residential,
commercial/institutional,  industrial,  and public-unaccounted sectors of  a
designated urban area.  Within these sectors, requirements  may be further
estimated for individual categories of water users, such as metered-sewered
residences,  flat-rate sewered residences,  commercial establishments, insti-
tutions, three-digit  standard industrial  classification (S.LC.) manufacturing
categories,  etc.  Estimates are made of mean annual, maximum day, and
peak hour requirements for  each category.

      To accomplish all of this, the MAIN H system is composed of a system
of modular  computer programs  which  solve  equations that define  water
usage  as a function  of various dependent economic,  social, and environmen-
tal parameters used as input data.  These parameters include such items as:
number of  residences, by  home value range, population density,  price  of
water, sewage disposal method, number of students, number of hospital bedss
geographic location  of the urban area, etc.
                                  36

-------
      The MAIN n system is based primarily on the research work performed
at The  Johns Hopkins University.13'  14'      In this  work, detailed studies
were made of the factors that influence residential and commercial usage of
water.  A number  of equations were derived using regression analysis  and
statistical techniques to relate  water  usage quantitatively to the factors or
parameters that have the greatest  influence  or usage.  The work of other
organizations such as the Bureau of  the Census and the American Water
Works Association was  used to supplement the Johns  Hopkins University
                                                                    7 &
work. The MAIN n system itself was developed by Hittman Asrociates  '  *
9, 10
      In the context of FRAMEWORK, the water demand generated by MAIN
n is a prerequisite for  finding  the  flows of municipal wastewater.  The
output  from MAIN n is therefore routed to a sewage generation routine
where it represents the input data.  MAIN n has been applied separately in
several planning efforts, as  tabulated by Hittman   .   These  efforts have
shown MAIN n to be a flexible and comprehensive planning tool on its own.

CHARACTERISTICS OF OPERATION
      Language:       FORTRAN IV Level G
      Region:          Covers 200K during execution

PROGRAM DESCRIPTION

Model Calculations

      Main n is structured as a series of subroutines which either manipulate
the data, make computations, or edit the output data.  Following is a brief
description of each of these subroutines.

Control Program

      Subroutine Name:  MAIN Program
                                   37

-------
     MAIN is the control program for the water demand model system.  It
controls  the execution of the two  input  routines and calls into execution
each of the computational subroutines.

Municipal Data Input Processor

     Subroutine Name: REDINP
     The subroutine reads in municipal data, identifies it, and stores it  in
the proper place in  memory.   Municipal  data are  composed of  system
options, municipal identification, and parameters.

Library Data Input Processor

     Subroutine Name: REDCOF
     This routine reads the program's library data,  identifies it, and stores
it.  The  Library  contains  the following industrial and climate-related data
that allows the program to be tailored to area of study:
           Residential equations constants
           Residential climatic  factors  as  a  function  of  latitude  and
           longtitude.
           Commercial category names
           Commercial Parameter names
           A table of each of the commercial usage coefficients for mean
           annual, maximum day and peak hour.
           Industry category names
           A table  of each of the industrial usage coefficients for mean
           annual, maximum day and peak hour  (latter two not available for
           COG region)
           Public/unaccounted category names
           A table of  each of the public/unaccounted usage coefficients for
           mean annual, maximum day and peak hour.
In this part of the subroutine, the latitude and  longitude of the urban area
being  analyzed  are  used as  indices to  locate  the proper values  of
"evapotranspiration" and "precipitation".
                                   38

-------
Residential Usage Computational Program

      Subroutine Name: RESDNT
      This routine controls the calculation of residential water usage values
and determines which table of values is to be printed.  The residential water
usage includes both domestic and sprinkling usage, mean annual,  maximum
day, and peak hour usage, are found  for metered sewer and flat rate sewer
areas.
     The average  rates of  uses  are found  from  the following set of
formulas, computed for any value range of house, or apartment, is
     Domestic Use in Single-Family Households, Metered and Sewered
                                                   >               ±  (1)
                                     2000
     Sprinkling by Single-Family Households, Metered and Sewered Areas
       omesc   se  n  nge-amy  ouseos,   eere  an  e
      Areas (gpd) =  [~206 + 3.47/ VALNi  + VALXi\ _1>3  ANPRj]
                    L          ^      2000     /            -J
                              0.803
                                             1.45
              SMPR^
                      ,  c-,
                      ll57 / VALN- + VALX-; \
                                 i - i )          NUMBi           (2)
                                 on        /       J      1
    |~
    L
      where
      E = summer evapotranspiration
      P = summer precipitation

      Domestic Use in Apartments, Flat Rate and Sewered Areas (gpd) =
      28 9  +  4.39!^i_i+ 33.6  (PEPL^
         "          \    2000
      Sprinkling by Apartments, Flat Rate and Sewered Areas (gpd) =
                                      0  5531                          (4)
       94.0 (0.083) (      i	£j        NUMB-L
                    V      2000             J

      Formula (4) is due to Howe et al  , while (1), (2), (3) are from Hittman  .
      Commercial Usage Computational Program
                                 39

-------
           Commercial Usage Computational Program
      Subroutine Name: COMMER
      This routine computes the current annual average water usage for each
type of commercial/institutional establishment and the total water usage for
the study area for each type of water demand - mean annual, maximum day
and peak hour.

      Industrial Usage Computational Program
      Subroutine Name: INDSTL
      This  routine calculates industrial water usage values - mean annual,
maximum day and peak hour usage.

      Public/Unaccounted Usage Computational Program
      Subroutine Name: PUBLIC
      This  routine controls the calculation and displaying of public/unac-
counted water usage values.
      Commercial, industrial, and public/unaccounted usage are computed by
means of the  same general formula for any category, k:  Average daily use
 gpd  = COEF. PARA,                                                 (5)
            3       K
where
      COEF = usage coefficient
      PARA = level of activity
according to Hittman

      Residential Report Generator Program
      Subroutine Name: RDSPLY
      This  routine controls  the displaying of the residential water usage
values. Tables of residential water usage values can be printed for each of
the two residential categories;  meter ed^sewered and flat rate sewered.

      The tables give the range of home values, number of dwelling units,
the mean annual average usage and  its distribution between  sprinkling and
domestic usage; the maximum  day and peak hour usage.  The amounts of
summer evapotranspiration and  summer precipitation are given for the study
area.
                                  40

-------
     Commercial Report Generator Program
     Subroutine Name:  CDSPLY
     This routine controls the display of the commercial/institutional water
     usage information.

     Industrial Report Generator Program
     Subroutine Name:  IDSPLY
     This  routine controls  the  printing of  the  tables  of  industrial  water
usage values for mean annual, maximum day and peak hour usage. Then a
breakdown of these three usage  types by industrial code (S.I.C.) and industry
category is given.

     Municipal Summary Report Generator Program
     Subroutine Name:  DISPLY
     This  routine prints a summary table of municipal water usage showing
mean annual, maximum day and peak hour for each land use  category.

     Ancillary Program
     Subroutine name:  INITL, UNPACK
     The  ancillary  programs   perform  arithmetic  operations  and  data
manipulations which are needed  because of  the structure and logic of MAIN
n.  INITL  creates artificial  starting values  of several matrices prior  to the
computations.   UNPACK interprets a  single variable (NN) which actually
consists of three separate variables.
                                   41

-------
 Predicting Residential Water Usage

      The principal factor influencing total annual water use in residential
 area is the total number of homes.  In addition to the number of households,
 the John Hopkins study identified three other important factors which affect
 water use in residential areas.  These are the economic level of consumers
 as indicated by the market value of their homes,  the  climate, and whether
 customers are metered or billed on a flat-rate basis.

      A 1971 study of water and sewage rates  indicated that all customers
 served by public water systems  in the Metropolitan Washington region are
 metered.  However, since individual apartment units do not directly pay for
 water on a per gallon  basis,  the MAIN II system assumes that apartment
 dwellers will consume water at the same rate as flat-rate  homeowners.

      Thus,  for the  Framework  Model, all owner-occupied  single-family
 homes and townhouses are considered to be in  the metered category, while
 all individual aparment units are considered to be  in the flat-rate category.
 Although of lesser significance, it should be noted  that households served by
private systems such as wells are considered by  the  Framework  Model to
 consume water as though they were metered.

      According to  the researchers, whether consumers are metered or on a
 flat-rate basis appears to have only minor  influence on domestic  (household)
use but considerable influence  on sprinkling  use. However, the original flat-
 rate sprinkling equations in the MAIN n  system were developed  based on
dwellings in the midwest, not for apartments in the urban east.  Therefore,
in the Framework Model flat-rate sprinkling equations have been modified to
correspond to the relationships found by Howe and Linaweaver in  1967 and
published in 1971 by Howe et al for the National Water Commission,12
                                   42

-------
      Another major factor influencing residential water demand is climate.
As with  flat rate  vs.  metered  residences,  climate  has little effect  on
domestic  use but  a substantial effect  on water used in sprinkling.   The
hydrologic factors found  to  be most important  are precipitation, runoff,
infiltration,  root-zone storage, and  evaporation.   As part of  the Main II
system, a Library of Water Usage Coefficients was designed to contain the
required climatic data for the entire  United States.  Therefore, the climatic
data contained in this library for Washington, D.C. have been utilized.

      The other  major factor  influencing residential water demand is  the
income level of the consumer.  It appears that a consumer  in a  higher-valued
area  is likely to have more water using appliances  and more ornamental
plantings requiring sprinkling.   For areas  served by  public  sewer,  the
regression  analysis  indicated  a  correlation  between domestic  use and
average market value of homes.

      It  was  found that in  areas  with  septic tanks  for  sewage  disposal,
economic level has little effect on domestic use, but that  population density
(persons per dwelling unit) accounted for almost all variations  in domestic
use.

      For use in the Framework Model, the metered-sewered residences have
been  divided into  seven value ranges  (VALN and  VALX  for each range).
Actual 1970 Metropolitan Washington data of single family units  by  these
seven value ranges was first obtained in  1970 dollars. Since  the  MAIN n
system requires that home value be indicated in I960 dollars, the number of
households in each value range  was  adjusted accordingly.

      In  a  similar  fashion,  the  flat-rate-sewered  apartment  units  were
divided into  seven value ranges.   However, since actual 1970  data was
available for the number of  households by rent (and not  by the equivalent
cost  of the  apartment unit  if it were  a single-family home),  it was first
necessary to convert  from  rent  value  to equivalent  home  values.   The
resulting  value ranges were somewhat  lower than  those in  the metered-
sewered  category.    The ranges   of  values  for single  family units was
developed from income distributions (quartiles).  It was assumed that each
income range would be associated with a certain range in  home values. The
                                   43

-------
water demand could  then be computed for each value range.  The derived
distribution of home values was the one whose total water use was equal to
the recorded demand.

     Because of the flat-rate vs. metered service and the septic  tank vs.
sewers relationships, the  MAIN It system includes submodels to estimate
residential  water demand  by four major groupings.  These are metered
(water bill) and sewered, metered and septic tank, flat rate and sewered, and
flat rate and septic tank residences. However, since septic tank systems  are
gradually vanishing in the Metropolitan Washington region,,  the  Framework
Model  utilizes the first  two categories  only in  estimating future  water
demands.

     Another factor that  influences residential  water use  is the cost  of
water.   Indeed,  further  investigation  by  the  Johns  Hopkins researchers
necessitated  the  reworking  of  the original  models of residential  water
demand to include the influence of cost.

Predicting Commercial, Institutional and Industrial Water Usage

     The  MAIN  II  system  permits  the  commercial,,  institutional  and
industrial segments of the community  to  be divided into categories by type
establishment o:t industry, and water demand to be estimated for each type.
Commercial establishments include businesses  of all  kinds, mostly  retail,
which  are not  included  in  the  Bureau of  the Census Standard Industrial
Classifications.   Because of the  similarity of  the MAIN II computational
techniques for the commercial, institutional  and the industrial categories,,
the format of the data to be useds and the fact that there is little industry in
the Metropolitan Washington region,  these two categories  were combined
under the commercial and institutional heading.
                                   44

-------
      The  MAIN  H  system  has  a  built-in  set  of 23  genera!  purpose
commercial  and  institutional  categories.    Some  examples  are  hotels,
hospitals, restaurants, schools and theatres.  For each category the values of
appropriate  water use parameters  are required.  For hotels, the number of
square feet is required, for schools  the number of students, and so forth.

      The usage of coefficients for  the commercial submodel were developed
in a  study of  commercial and  institutional establishments by Wolf  et all6
These values are  stored in the library  of  water usage  coefficients of the
MAIN n system.   Therefore,  the user is only required to provide  the
appropriate  value for each dependent  parameter, such  as  a number  of
elementary school students or square feet of hotel space.

      In  the  COG  version  of  MAIN II there are eight distinct commercial
categories of  water  users.   Three  of  these are  specified  a  priori and
incorporated in the system and the coefficient  library.  For  the  five user-
specified categories it was necessary to aggregate mean annual,  maximum
day and  peak hour usage coefficients.  For this purpose^ each category was
divided  into its  smallest  components  based  on  the  SIC code  or  other
available data.  As an esample, Transportation/Communication/Utilities was
divided into  8  subcategories such as transportation by air, communication,
and local passenger transit.  The eight  categories and their definitions  ate
listed in  Table  2, on the fourth page.

Predicting Public-Unaccounted Water Usage

      The public-unaccounted submodel  computes  water which  is pumped
without subsequent recovery of  revenue  from  a residential., commercial,  or
industrial  customer.    ThisL  usage is  divided  into the  following  three
categories:   free  service,  losses (probably  due to leakage),  and usage by
airports.   Computation  is based  on national  average  per-capita usage
coefficients.
                                    45

-------
CHARACTERISTICS OF OPERATION

Input-Output Flowchart - The input-output  flowchart  and program listings
for the available MAIN n program are available in Appendix A of Reference
20, MAIN n System Users Manual, Volume 31.

Input Descriptions - The MAIN H input data as used in the Framework model
is shown in Figure 5.
     The category required, "Municipal Data", consists  of the following data
subgroups:
Municipal
Data Subgroup
OPTIONS
CITYDATA
METRSEWR

METRSEWR

FLATSEPT
Definition
Run and output options
Municipal identification  data
Metered water bill and public
sewered residences
Metered water bill &  septic
tank residences
Flat rate water bill & public
sewered residences
Used in this
Version
Yes
Yes
Yes

No-assume 100%
of population sewered

Yes
FLATSEPT

COMMPARM

INDPARAM

PUBPARAM
PUBANAVE
PUBMAXDY
PUBPEKHR
Flat rate water bill &  septic
tank residences
Commercial/Institutional
Parameters
Industrial Param.  (employment)

Public/Unaccounted parameters
Public/Un. arm. avg.  water req.
Public/Un, max. day water req.
Public/Un. peak hr. water req.
No

Yes
No  - (included  in
COMMPARM  instead
Yes
No-not  needed
No-not  needed
No-not  needed six
using PUBPARAM
                                 46

-------
'OPTIC
)NS'
'CITY
(user- supplied)
(1


to


5)





'CDAT'
(6)









LATD1
(7)















' LONG '
(8)
DATA'


1
|















'CCBN- ,popu,
(9) (10)
(Resident.






'METRSEWR1

(1
3t
value
range)

I YT

UjN
(11)


I
(2nd
value
(7









(Home values)
1
th
1
value
I
X3WV
1 1
'MEDV 'HIGH'
(53)
(54) (55)
range) range)
'POBPARAM'


! 1
















'AIRP' 'LOSS' 'FSER'
(105) (Provided (Provided
internally) internally)
Lai data)
1
'FLATSEWR1 (Home values)
1
(1st (2nd (7th 'LOW
value value ' ' ' value (91)
range) range) range)



1 'M



EDV1 'I






UGH'
(92) (93)




same <61 to 65) same (86 to 90)
' 'VAX
,X' 'NU
Nffi

(12) (13)


'H0£
DE
US'

(14)
P'


(94)
'ANE
R' 'SME
(15)
'SKJ
jL'
(95)
R1

(16)
•SKI
Ji' 'COC
)1
(93) (97)
'VA1
LN' 'VALX' 'NUMB' 'DENS' 'PEPL'
(56) (57) (58) (59) (60)
'C002' 'C003' 'C0041 'COOS' 'C0(
36'
(98) (99) (100) (101) (102)
'COC
'COMM
)7' 'CO














PARM'
08'
(103) (104)
FIGURE 5.  M7AIN  II  INPUT DATA - MUNICIPAL DATA

-------
     As shown in Figure 5, each subgroup requires data for a number  of
parameters:  For example, the  subgroup 'CITYDATA' requires values for
each combination of planning unit, development policy and forecast year for
the following five  parameters:    'CDAT',  'LATD',  'LONG',  'CCBN', and
'POPU'.  The number in parenthesis in the figure refers  to the position  of
each data element in the INTERFACE matrix ZMAIN.

     Realizing that such data identification names need further  explana-
tion, Table 3 has been  provided.   Included in  this  table  is  the  name,
definition,  and the unit of measurement  of  each parameter,  as well  as  an
indication  of the necessary level of detail.   Of  the 105  data elements
required for each planning unit, 65 are considered to remain constant for all
development plans and forecast years.

                                TABLE 3

                MAIN n PARAMETERS AND VARIABLES

A. Run and Output Descriptions
Name of
Parameter
'MACH'
'LBIN'

'LIBY'

'PROJ'

'PNCH'

Definition
Computer ID number
Fortran input device
for Library
Option to print
for Library
Auxiliary storage
to do forecasting
Option to punch
deck of output
Units
N/A
,
N/A

N/A

N/A

N/A
Parameters Required
By 4
N/A

N/A

N/A

N/A

N/A
                                     48

-------
Parameters and Variables in  MAIN II

B.   Municipal Identification  Data
      'CITYDATA' Subgroup
Name of
Parameters
'CDAT'

'LAID1

'LONG'

'CCBN'




'POPU'
Definition
Selected year for
analysis
Latitude of planning
unit
Longitude of planning
unit
Dept. of Commerce
National Composite
Construction Cost Index
to deflate home values
to I960 price level
Population
Units

Year
Whole
degrees
Whole
degrees
Index




People
Parameters Required
By

Planning unit

Planning unit

Planning unit
Metro region




Planning unit
     Residential  Data
Name of
Parameter Definition
Parameters Required
Units By
 'METRSEWR' Subgroup
 'NUMB'

 'DENS'

 'ANPR'

 'SMPR1

 'VALN'
 'VALX1
 'LOWV
Number of occupied
housing units
Housing density
housing units
Marginal price of
water  (year  round)
Summer price  of
water
Lower limit  of each
Upper limit of  each
Number of value  ranges
with median value
below  $7500
I960  dollars
                     49
#               each  ?alue range*
units            within planning unit
units/           planning unit
res.  acre

-------
Table 3 (continued)
Parameters and Variables in MAIN II

'MEDV          Number of value
                ranges with median
                value of  at least
                $7500 but  less than
                $15,000  1960  dollars
'HIGH'          Number of value
                ranges with median
                value of  at least
                $15,000  I960  dollars

'FLATSEWR'  Subgroup
'NUMB'          (See METRSEWR)
'DENS'          (See METRSEWR}
'PEPL'          Population density

'VALN'
'VALX'
                          #
                          ranges
Planning unit
                          #  ranges
Planning unit
                          persons per
                          housing unit
Planning unit
'LOWV
'MEDV
'HIGH1
(See METRSEWR)
D.   Commercial/Institutional Data
'COMMPARM' Subgroup

Name of
Parameter
'HOSP'
'SKLL1
'SKLH'
C001
C002
C003

C004

Definition
Hospitals
School, Elementary
School , High.
Manuf acturing/Transp .
Communications 5
utilities employment
Retail/Wholesale
Trade employment
Finance , Insurance ,
Real Estate/Services
employment
Government employment

Units
Beds
student
student
people
employed
people
employed
people
employed

people
employed
Parameters Required
By
Planning unit
Planning unit
Planning unit
Planning unit
Planning unit
Planning unit

Planning unit

                                     50

-------
Table 3 (continued)
Parameters and Variables in MAIN
C006
C007
C007
     Not being used
     Not being used
     Not being used
E.    Public/Unaccounted Data
'PUBPARAM' subgroup
Name of
Parameter
     Definition
Units
Parameters Required
           By
"MRP1
'POPU'
Water  required  by
airport  to  extent  it
is  provided from
municipal system
Determined under
'CITYDATA' Subgroup
avg. #
passengers
/day
Planning unit
(if  it has airport)
Typical Outputs
      Table 4 displays the output from a typical application of MAIN n.  It
summarizes  the  average daily  water use  quantities as  computed from
equations  (1) through (5).   Also included  in  the  tables are the quantities
which represent maximum daily and peak hourly use.

MODEL AVAILABILITY
The Main n  model, modified as described  here, may be obtained from  the
Metropolitan Washington Council of  Governments,   1225  Connecticut
Avenue, N.W., Washington, D.C.  20036,
                                      51

-------
                           MUNICIPAL WATER REQUIREMENTS FOR THE CITY OF PLANNING UNIT 2
                                     FOR THE YEAR 1976 ANALYZED BY MAIN SYSTEM

                                CURRENT RESIDENTIAL WATER REQUIREMENTS BY CATEGORY
                                           METERED AND SEWERED AREAS (A)


VALUE RANGE (?)
0.
5000.
10000.
15000.
20000.
25000.
35000.

- 4999.
- 9999.
- 14999.
- 19999.
- 24999.
- 34999.
- 40000.
TOTAL
NO. OF
UNITS
175.
1107.
4543
7911.
9211.
6105.
4421.
33473.


DOMESTIC SPRINKLING
19975.
145709.
676998.
1316054.
1692201.
1280531.
1042349.
6173816.
391.
12185.
104918.
297575.
498833.
501788.
502194.
1917882.

AVG. DAY
20366.
157894.
781916.
1613628.
2191033.
1782318.
1544542.
8091696.

MAX. DAY
25657.
245790.
1338066.
2890580.
4008858.
3287690.
2831443.
14628083.

PEAK HOUR
110112.
865390.
4216309.
8472480.
11162374.
8670464.
7187677.
40684784.
                                                                                                         (C)
Explanatory Notes:
(A)  Metered and Sewered Areas were assumed  to be  single family households — see text.
(B)  Home Value Ranges.
(C)  Expressed as daily consumption.  True peak hour  consumption equals one twenty fourth the
     amount printed.
                                      TABLE  4   EXAMPLE OF OUTPUT FROM MAIN II

-------
                            MUNICIPAL WATER REQUIREMENTS FOR THE CITY OF PLANNING UNIT 2
                                      FOR THE YEAR 1976 ANALYZED BY MAIN SYSTEM
                                  CURRENT RESIDENTIAL WATER REQUIREMENTS BY CATEGORY
                                            FLAT RATE AND SEWERED AREAS (A)


VALUE RANGE ($)
0.
5000.
7500.
10000.
12500.
15000.
17500.

- 4999.
- 7499.
- 9999.
- 12499.
- 14999.
- 17499.
- 25000,
TOTAL
NO. OF
UNITS
431.
1378.
3101.
3704,
11700.
13624.
15569.
49508.


DOMESTIC SPRINKLING
53096.
192598.
467382.
598917.
2020088.
2501674.
3200707.
9034461.
0.
0.
0.
0.
0.
0.
0.
0.

AVG . DAY
53096.
192598.
467382.
598917.
2020088.
2501674.
3200707.
9034461.

MAX. DAY
53096.
192598.
467382.
598917.
2020088.
2501674.
3200707.
9034461.

PEAK HOUR(C)
250962.
848848.
1978560.
2445283.
7982418.
9596167.
11655927.
34758144.
Ul
Explanatory Notes:
(A)  Flat Rate and Sewered areas were assumed to be apartments - see text.
(B)  Apartment value range.
(C)  Expressed as daily consumption.  True peak hour consumption equals one twenty
     fourth of the amount printed.
                                        TABLE 4  EXAMPLE OF OUTPUT FROM MAIN II
                                                   •(Continued)

-------
                       MUNICIPAL WATER REQUIREMENTS FOR THE CITY OF PLANNING UNIT 2
                                 FOR THE YEAR 1976 ANALYZED BY MAIN SYSTEM
                        CURRENT RESIDENTIAL WATER REQUIREMENTS IN GALLONS PER DAY
                        Average
                        Daily
                        17126144.
       Maximum
       Daily
       23662528.
       Peak
       Hourly (A)
       75442928.
                                   REQUIREMENTS  BY TYPE -  DAILY AVERAGE
Type
(Single-Family) Metered and
  Sewered Areas
(Apartment) Flat Rate and
  Sewered Areas
                        TOTAL
No. of Units

   33473,

   49508.
   82981.
           Gallons Per Day
Domestic       Sprinkling
 6173816.

 9034461.
15208277.
1917882.

      0.
1917882.
Total

 8091696.

 9034461,
17126144.
                                Summer Evapotranspiration  %  Inches <#       16.00
                                Summer Precipitation  %  Inches< #              6.75
                                Max. Day Evapotranspiration  %  Inches< #      0.29
Explanatory Notes;
(A)   Expressed as daily consumption.
                                  TABLE  4  EXAMPLE  OF  OUTPUT FROM MAIN II
                                                (Continued)

-------
MUNICIPAL WATER REQUIREMENTS FOR THE  CITY OF PLANNING UNIT 2
          FOR THE YEAR 1976 ANALYZED  BY MAIN SYSTEM
      TOTAL COMMERCIAL
-------
Ln
cr,
                            MUNICIPAL WATER REQUIREMENTS FOR THE CITY OF PLANNING UNIT 2
                                      FOR THE YEAR 1976 ANALYZED BY MAIN SYSTEM
                               TOTAL PUBLIC-UNACCOUNTED REQUIREMENTS IN GALLONS PER DAY

                               Average                  Maximum                 Peak
                               Daily                    Daily                   Hourly (A)

                               4261963.                  4261963.                4261963.
                          REQUIREMENTS BY TYPE OF PUBLIC-UNACCOUNTED USAGE IN GALLONS PER DAY

                                               Average             Maximum            Peak
                           •pe                 Daily               Daily              Hourly
                          Distrib.  Losses      3159366.            3159366.           3159366.
                          Free  Services        1102597.            1102597.           1102597.
                         Explanatory Notes;
                          (A)   Expressed as daily consumption.
                                         TABLE 4  EXAMPLE OF OUTPUT FROM MAIN II
                                                      (continued)

-------
SUMMARY OF MUNICIPAL WATER REQUIREMENTS  FOR CITY OF PLANNING UNIT 2
            ESTIMATED WATER REQUIREMENTS  FOR YEAR 1976
                 % ALL VALUES  IN  GALLONS  PER DAY ^.
Municipal
Residential
Commercial
Industrial
Public and Unacc.
Average
Daily
29234160.
17126144.
 7846069.
       0.
 4261963.
Maximum
Daily
35770544.
23662528.
12844744.
0.
4261963.
Peak
Hourly (A)
87550944.
75442928.
33959152.
0.
4261963.
Explanatory Note:
(A)  Expressed as daily consumption
             TABLE 4  EXAMPLE OF OUTPUT  FROM MAIN  II
                           (continued)

-------
                               FIX SEWER

PURPOSE

     The purpose of the FIXSEWER  program  is to adapt the water demand
data output from the MAIN n program to the input specifications for the
SEWAGE and MUNWATRE programs. The MAIN n program generates a data
set for water  demand by planning unit.  A set of  records for each planning
unit contains flat rate (apartment,) metered (single family,) commercial, and
public  and unaccounted water  demands.   Each of these sets contain the
average, maximum,  and peak hour demand and, for residential data, demand
by each of seven homes value ranges.

     If a planning unit has no water demand data for a major category the
MAIN  n program will not write that portion of the set.   The SEWAGE
program  must have  a complete set of records for each planning unit.   The
FIXSEWER program  is needed to verify the order of the data fields from
MAIN  H and  insert  dummy data for any fields  that  are  missing.   When
FIXSEWER encounters missing fields, it  prints an output message indicating
which field is missing, inserts the key word for that  field, a blank for the
data value, and flags the record with  an identifier.

CHARACTERISTICS OF OPERATION
Language;       ANSI COBOL
Region;         Program will execute in a 32K region

PROGRAM DESCRIPTION
     FIXSEWER's first program command opens  all input and output  files
and initializes work areas.  The control card file is read and the program
continues.  If an end of file is detected an error message is displayed on the
printer and the run is terminated.
                                     58

-------
      The first record of the input file, which is the MAIN n output file, is
read  and the identity of each  subset examined.  The first subset, the flat
rate service demand data, is identified by 'FLTSEWUS1.  If the subset read is
tagged with this identifier the program checks for identifying subset detail
and  inserts  blank  data values into the subset  before  writing  it  into the
FIXSEWER output file.  If  the record has been modified by  the program a
flag  'CG'  is  placed in columns  75 and 76 of  the record.  If  the subset
identifier  read by  the program  is not 'FLTSEWUS', an error  message  is
displayed and a dummy subset of 'FLTSEWUS1 records is created and written
into the  FIXSEWER output file  to complete  it.

      The  user  supplied  input/output print option control card  is checked
after each subset of the MAIN n dataset is read in and  after each subset is
written  to the FIXSEWER output dataset to determine if the records should
be printed.

      This  basic  operation  of checking  for   the  proper subset  identifier,
checking for missing  subset  detail, inserting blank data values,  creating
dummy  subset records when the subset identifier is missing, and  checking
the  control card for print  options is also  performed on all subsets.   The
subsets must be in the order shown.

      The  process is repeated for  each  planning  unit set until an end of file
signal is reached on the MAIN  n file. The program then closes all input and
output  files  and displays count  of total  input records and total output
records.
 SAMPLE SETUP - See input-output flow chart
                                      59

-------
                        SUB-\    /        \    \BEAD MAIN I
             S-MISSIBX  PROCESS1
                                                                           ORDER KEY-
                                                                           WORDS S DATA j
                                                                           NSERT MISSIHC3
                                                                           KEYWORDS
FIGUEE  6,.   FIXSEWER  PHDGRAM FUNCTION  FLCWaiART
                                                     60

-------
                                                     FROM MAIN II
                                                     WATER DEMAND
                                                        MODEL
                   INPUT-OUTPUT
                   PRINT CONTROL
                       CARD
                                            V
                                         PIXSEWER
                                           V
                       PRINTED
                    INPUT OUTPUT
                     CORRECTIONS
FIGURE 7.   INPUT-OUTPUT FLCWCHART FOR FIXSEWER
                                           61

-------
DATA SPECIFICATION

Input Description
     Input to FIXSEWER is in the form of two files; a computer generated
data file and user control card.
     The data file is the output from the MAIN n program and is assigned in
this program to DDNAME 'SYSO12'.  This file contains the water  demand
data (see below) for each planning unit.

     A user-supplied  control  card must be  present for  the  program  to
execute.  This card gives the user  the option of printing the input and/or
output data from the program.   The DDNAME of the Control Card File is
'SYSOll'.
The format of the card is:
      Col.  1 = 'Y'
      Col.  2 = 'Y
      Col.  3-80 BLANKS
     This indicates the input data is to be printed.
     If this information is not needed, leave this
     field blank.
     This indicates the output data is to be printed.
     If this information is not needed, leave this
     field blank.
      The MAIN n output data file consists  of  a set of water demand  data
for each planning unit. A set consists of eight subsets.  The subsets are:
      Subset Identifier
      'FLTSEWUS1
      'METSEWUS'
      'COMMAVEQ'
      'COMMXQ'
      'COMMPEKQ
      'PUBLICAA'

      'PUBLICMD'

      'PURLICPH'
containing water use by
containing water use by
containing water use by
containing water use by
containing water use by
containing water use by

containing water use by

containing water use by
Data
flat rate apartments
Metered Single Family
Commercial (Average Daily)
Commercial (Maximum Daily)
Commercial (Peak Hour)
Public and Unaccounted
(Average Daily)
Public and Unaccounted
(Maximum Daily)
Public and Unaccounted
(Peak Hour)
                                     62

-------
     The subsets 'FLTSEWUS' and 'METSEWUS' contain component records identified by:
     QDOM
     QSAV
     QSMX
     QPEK
     NUMB
                This component record contains domestic usage in gallons
                This component record contains sprinkling usage in gallons
                This component record contains maximum daily usage in gallons
                This component record contains peak hour usage in gallons
                This component record contains number of households
     The five keywords above are repeated for each of the seven home
value ranges from the MAIN n model.
      Subsets 'COMMAVEQ',  'COMMAXQ' and 'COMPEKQ' contain component
records identifiably:
HOSP
SKLL
SKLH
                      This component record contains hospital usage in gallons
                      This component record contains elementary school usage in gallons
                      This component record contains high school usage in gallons
                      This component record contains industrial usage in gallons
      Subsets 'PUBLICAA', 'PUBLICMD1, and 'PUBLJCPH' contain component
records identified by:
     LOSS
     FREE
     AIRP
                This component record contains distributed losses in gallons.
                This component record contains free service usage in gallons
                This component record contains airport usage in gallons
The last record of each subset contains only the component 'ENDD'.
SUBSET IDENTIFIER RECORD FORMAT
      Column
      1-1
      2-9
      10-10
      11-14
      15-72
      73-74
      75-78
      79-80
                                           Data
                                           Blank
                                           Subset identifier
                                           Blank
                                           Data Year
                                           Blank
                                           2 Character Subset Identifier
                                           Data Year
                                           Subset Card Sequence Number
                                  63

-------
     SUBSET RECORD FORMAT
     Column                                    Data
     1-1                                        Blank
     2-5                                        Keyword #1
     6-18                                       Value #1
     24-27                                      Keyword #2
     28-40                                      Value #3
     46-49                                      Keyword #3
     50-62                                      Value #3
     63-72                                      Blank
     73-80                                      Same as subset identifier
                                                record
Output Description
     The  FIXSEWER program  writes  one output  file that  contains  the
corrected  MAIN n output water demand data.  The format and organization
of the data is the same  as the MAIN H output.  (See Table 5). The DDNAME
for this file is 'SYS008'.  Descriptive messages are printed whenever a subset
or part  of a subset is missing and has to be replaced by the program.  The
DDNAME  for the print file is 'SYS014'.
                                    64

-------
cr>



ft
s
w
rn
1 "
2
E-j
§






,,
m
P
K
0
H
JH
£






W
w
m
M
>jj
Ej
H "
2
§







g W
ill
£ K


' 	 ^_ Kl T'si- '"MS \')»v
SUBSET ID 	 ' nnO'1 74.S'.
QPFK 1SO7S.
nnOM ;^*4 1 ? ,
0"f K 1 P4* 71.
fi n n y * S 0 q * .
QPF« ^q-jcjm^
COMPONENTS nnp'« «US*.
OPF^ 3ASf 7o .
oni'M 14,->?on.
oul- "• "iin^V?.
nnrv ] s VH(3 .
OHF< fr4fi'4^1.
nnn^^ ?o n T in .
OPFw 1 ]^qii^, 1 f
, i-Mnn
^ ^^___»^ ^'1- TSf Mi|S I'KV
SUBSET ID 	 " Onnw M""1.
OPFK 3SQPO.
O'VW 1HQP7.
')'"'< ?11 7hn.
(V-.r>M 1 7'JS1n.
noF< ) iii ni .
COMPONENTS onn*i 7A1c-f,.
I)"F< | 77frOi;.
ono— cniMA'rv 1QQ?
HOC;"
C001 ^0'J4) .
COMPONENTS CPO(, ?S4M1.
C007
SUBSET ID 	 *- POMMPF^O 199^>
H(1C;P
Cl'O) VJC,^-,,
COMPONENTS C004 7^9)1.
C007
V FMiin
^ SUBSET ID 	 >- PMHl ICAA 1 4<5?
CnMpONENTS Lnct; ,^4,,,^.
FMOli
SUBSET ID 	 *~ '>P|"I 'r"n I9r'-'
CCMPONENTS ^ns^ 1^9^,14.
K ^nn
SUBSET ID 	 ^- Pili'LIfH 1 -Jl^
COMPONENTS in^t; 1<-')M'..
V "'•"I"

nSAV 741. OSMX P'71 .
^JMl'l^ '•')7.
MUM" 1 a/, .
OriAV ll!f,44. 0^'>R.
»IIIWM rtOi.
0<;A\/ SSU01. O^''^ ^1340.
'IIIMJ 1 \?i1.

TSAV 71 . 0^'^X 1710.
Mil/in 44.
OSA» ?^'^"'. OV1X 10119.
NilM'l />77.
OSA7 MH'. ns"l» 19H949.
MI.IMM 1117.
OSAV ?>7''S4. ns'-iX ?40Hh4.
NIIMH inn*,.
n^AV 'ill'ilo. nt;. 34?':'?7.
M'IM'l 704.

SKI.L ^I«.ft7. ^KLH 11360.
COO? 714?«-. C001 74T19.
cons 37^. con*
CO OH


SKLL 4^S81. SKLH ITJB'.
f'li)? 19?10fr. C001 1?4317.
COOS *97. COO*
f ooa
^"^LL ^I'"i994. S^L^ ?07316«
c«op iyj^j^. cnoi isiftyh.
Cons 784. coo*
rnOH


F^f.F l?Hjqi. A ISP n.

FPFf-. l?rt')91. AISP 0.

r''Ft l/'vQ-JI. AJfJP n.

Fli(iqq?ol
FW199PO?
K»M99?0:i
FiVl 99?04
Kwiqgpos
FW199^n6
FWI99PO 7
FW19930H
FW199?n9
FW199J10
FW199?! 1
FUI199P1?
FW199P1 3
FW199P14
FV199?]1;
FIJI 9'3?l'r,
MW1 99?01
UIV) 9Q?0?
v!W199?03
"W199?0-*
MW199?OS
«W199?Oh
MW199V.07
"U199?n8
«W199?09
«W1 39? 1 0
UW199?1 l
•
CP!Vv?ni
•pp i QQP n ;.>
CP199?01
CP199?04
CP199POS
CP199PO*
PA199JOI
°A199?0^
PA199?0 )
P«199?01
PM) 9Q?n?
PMI99?03
PPI99201
PPl^qpO?
pp 1 99?n i
         TABUE 5.   FORMAT OF FIXSEWER OUTPUT
         Water Dssnands By Planning Unit With Subset  and Component Breakdowns

-------
PURPOSE
     The purpose of the MUNWATRE program is to summarize the output
of the FIXSEWER program. It is printed as average daily, maximum daily or
peak hour municipal water requirement reports*   Each report presents  the
water demands by planning units and water usage categories.  This program
was written to provide a quick summary of the water demand projections for
the specific model run. If the Framework Model were used only as a water
demand projecting tool, computation would stop with this summary.

CHARACTERISTICS OF OPERATIONS
Language;       ANSI Cobol
Region;         Program  will execute in a 38K region plus the Buffer
                Size.  The sample run used 80K.
PROGRAM DESCRIPTION
     The MUNWATRE program  reads the  water demand file, which is  the
output  from  the FIXSEWER. program,  and  examines  the  SUBSET  ID
RECORD.  This ID,  when matched to one of a set of literals  established in
the program, initiates the proper branch instruction for  the accumulation of
the subset data.  The subset records axe then read in and the data values  are
accumulated in  one of three arrays;  average daily, maximum  daily,  peak
hour.  This process is repeated until an end of  file signal is read on the input
file. The program then prints the number of planning units and total records
input and processed,

     The control card file is then read and checked for a valid keyword. If
any keyword is  mispelled, the program  will terminate  with an  explanatory
message. The absence  of any of the keywords will not cause the program to
stop, but the  descriptive information in the report title or column headings
will be  missing.  The report type card then directs  the program  to print  the
data from  one  of the  three arrays.  After the first report  is printed  the
control  card  file is read  again for further descriptive information  and
program type cards.  This  process is repeated until  the end of file is reached,
at which time the program comes to a normal end of job.
                                     66

-------
      Sample Setup. See input-output flowchart

DATA SPECIFICATION
Input Description

      Input to MUNWATRE is in the form of two files; the FIXSEWER output
file and the user control card file.

      The input file is in the MAIN n water demand output file as corrected
by the FIXSEWER program. The MUNWATRE program will process an input
file  with up to  100 planning unit sets of data.  This input file is assigned to
DDNAME "WATERI1.

      The  user control cards supply the descriptive information needed for
the  output print lines and also  directs  the program to print the required
reports.  A minimum of four control cards are needed to produce one report.
If more than one report is to be printed, two control cards, a Title card and
Report Type card, must be added for each additional report with the Study
Year and  Geographic Units Cards being optional.  There are  no default
values associated with the control card information.  The Title card, Study
Year card and the Geographic Units card must precede the Report Type card
for first report. The control card file is assigned to DDNAME 'CARDI'.

      The control cards for the program operation must be in the following
order:
CARD #1

      Type:            Title Card
      Number:         One for each report
      Purpose;         Supplies report, title for printout
      Format:         Col.       1-5        'TYPE =" keyword must becoded
                                      67

-------
                                6-8         13 character description of report
                                           i.e., 'AVERAGE DAILY1
                                19-80      Blank or user comments
CARD #2
     Type:           Report Type
     Number:        One for each report
     Purposes        Directs program to print one of the three summary
                     reports on water requirements
     Format:        Col.       1-4       'AVG' Print Average Daily water
                                          requirements report
                                5-39      'MAX' Print Maximum Daily water
                                          requirements report
                                          'PEAK' Print Peak Hour water
                                          requirements report
                                5-80      Blank or user comments

Output Descriptions

     The MUNW'ATRE program prints an average daily, maximum daily
and/or peak hour water requirements report. Each report contains the
water demand by planning units and water usage categories.
                                    68

-------
                                                                           COMMERCIAL AVERAGE
                                                                           DAILY REQUIREMENT
                                                                             ALL VftLOES IN
                                                                           COMM&NEQ SUBSET
PUBLIC AND UN-
ACCOUNTED MAXIMUM
DAILY RE
ALL
QUIHEMEW1
VALUES
FIGURE 8.   PROGRAM FUNCTION FJXW3HART FOR
                                                 69

-------
                                                             FROM
                                                           FIXSEWER
                           GEOGRAPHIC
                           UNITS TITLE
                           STUDY YEAR
                        REPORT TITLE
                            #1
     USER
    CONTROL
     CARDS
                                           MUNWATRE
                       AVERAGE DAILY
                        WATER USAGE
                                                                \(
MAXIMUM DAILY
 WATER USAGE
 PEAK HOUR
WATER USAGE
FIGURE 9.   INPUT-OUTPUT  FICWCHART FOR MUNWATRE
                                             70

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                        TABLE 6.
PLANNING
  UNIT
SUMMARY OF ESTIMATED AVERAGE DAILY MUNICIPAL WATER REQUIREMENTS
         FOR METROPOLITAN WASHINGTON FOR THE YEAR 1992
                     IN GALLONS PER DAY
 RESIDENTIAL
                                                COMMERCIAL &
                                                INDUSTRIAL
 PUBLIC &
UNACCOUNTED
TOTAL
SINGLE-FAMILY
HOUSEHOLDS

1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
DOMESTIC
4356817
16463076
4381677
956722
4859738
3886571
4212008
1467990
3084015
2093336
6115171
2229087
1140767
3571448
3478179
3097825
2727720
810571
1659102
2066139
1496740
844490
4285064
3585524
2409851
4800203
1803131
2716840
2767664
2142840
SPRINKLING
1225298
4488569
889041
298054
1428326
1072942
1635101
566191
1165977
880988
1619189
841398
364634
1095965
807556
763235
471155
254063
289097
234749
247041
159667
1375071
641602
445614
3210893
390937
640429
1570020
1377059
APARTMENTS
DOMESTIC
12681153
13781156
9357429
4110561
6172267
6527158
4281760
1899389
2642190
2508796
4356352
877112
1062724
2641285
2793188
1944925
1683002
284436
1346075
1305185
1130253
489559
2603629
2292818
1117460
2288620
1015209
2447821
2298965
2120934
SPRINKLING
2251144
2625892
1563795
804161
1153121
1190989
811744
352066
499038
448113
784351
167835
142596
462517
507445
358701
299249
54853
231931
225048
195729
92027
453810
395668
182739
477520
202466
438246
461690
401666

66163622
16521933
4066440
9636532
3312307
3992228
2534335
714225
3843552
817348
3956922
418642
1383518
1107632
1352786
1556273
821007
1178757
1520679
1106885
390946
224526
1287073
1046818
1202926
2425931
263526
2372064
1441694
1559889

5055394
7339756
4256157
1386776
3250471
3116138
2332376
962197
1561571
1390819
3110783
801356
945980
1926509
1832351
1425309
1332364
284248
1051732
1194427
889622
384164
2312153
1988256
1324057
1560220
695345
1595697
1261653
1190512

91733428
61220382
24514539
17192806
20176230
19786026
15807324
5962058
12796343
8139400
19942768
5335430
5040219
10805356
10771505
9146268
7334497
2866928
6098616
6132433
4350331
2194433
12316800
9950686
6682647
14763387
4370614
10211097
9801695
8792900

-------
             TABLE 6  (continued)„
                     SUMMARY OF ESTIMATED AVERAGE DAILY MUNICIPAL WATER REQUIREMENTS
                             FOR METROPOLITAN WASHINGTON FOR THE YEAR 1992
                                         IN GALLONS PER DAY
       PLANNING
         UNIT
                       RESIDENTIAL
                     SINGLE-FAMILY
                       HOUSEHOLDS
                 DOMESTIC
                 SPRINKLING
                     APARTMENTS

                DOMESTIC       SPRINKLING
                                                              COMMERCIAL  &
                                                              INDUSTRIAL
                                                             PUBLIC &
                                                            UNACCOUNTED
                                                              TOTAL
-j
tv>
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
3233245
4432308
2124221
2455577
4917007
2733981
4833532
2863925
3870734
2178578
1783398
3388571
982800
1651511
3078472
455718
1471004
4519103
204973
780387
1014952
414546
2577940
1710909
628373
2974461
926224
1764310
678225
603040
1557628
206568
410305
842865
137605
430268
1024616
37409
3185263
5086556
1466278
3767204
3131183
2265045
4767501
2487711
5487138
1722980
2416217
4154231
759139
2626112
2611300
651531
1730507
4737840
425643
560526
891871
262595
759018
597842
416526
843054
440568
953914
289058
421464
727313
141662
453819
452153
105029
299594
828883
67756
911097
2728961
546895
2480593
1107094
2067271
3126143
4747627
4225585
1159976
1001554
1782467
243844
1194881
859002
913222
448425
4876175
330728
2026408
3020937
1100310
1601706
2198352
1478460
3037225
1683711
3025311
1330781
1349468
2418092
498607
1372924
1846211
390448
1031698
2963213
223675
10696926
17175587
5914845
13642038
13662387
9589656
19581916
13149766
19326992
7359598
7575141
14028302
2832620
7709552
9690003
2653553
5411496
18949830
1290184
     TOTAL
150986778
49231417
154335019
                                                              27879983
                                                             173458249
                                                            90722787
                                                                                                        646614233

-------
                                 SEWAGE
 PURPOSE

      The sewage  program is used to generate a file  of  average daily and
 maximum daily sewage flows from the water requirements data estimated
 by MAIN n.  Either  infiltrated  or  uninfiltrated  flows can be calculated
 depending  on the program options selected by the  user.   The flows are
 needed in order to project the hydraulic loads imposed on a treatment plant
 by the sewage from  each planning unit.  In addition, the flows are multiplied
 by user-specified pollutant coefficients  (in mg/1)  to  produce  estimates  of
 total sewage pollutant loads for biochemical oxygen demand (BOD), nitrogen
 and phosphorus.

 CHARACTERISTICS OF OPERATION

 Language;  IBM Fortran IV (G Level)

 Region:     Region size of least 150K, one 132 character/line printer,
            one disk or four tape units.

 PROGRAM DESCRIPTION

      The sewage  program produces a  file of  sewage flows and pollutant
 loads for each planning unit.  The program processes  four input files.  The
 corrected MAIN H water requirements file (the FIXSEWER output file), the
 constant  pollution coefficients file (a user  created file containing expected
 concentrations in mg/1 of each pollutant by planning unit), the user control
 card file (card file coded by user to supply information to the program) and
 the optional  infiltration quantities for each planning  unit  manually derived
 from the developed  land use  forecast by the  community  development
 component.   The program writes two output files, the sewage flow and loads
 file and  a print file.   The print  file contains lists  of the input data and
 printed report of the calculated flows and loads. The sewage flow and loads
file is used in the TREATMENT program where it  is identified by the name
"wastewater".
                                      73

-------
      The first operation performed by  the program is to process  the  user
control card file.  The first card input, which must be  the Title  Card, is
printed and saved for the future print operations.  The second user control
card input must be the Planning Units Card.  This card contains the number
of planning units  on the MAIN n water requirements file.  The third  card
processed  should  be  the Option Card.    The Option Card  contains  the
FORTRAN unit assignments for the input and output files and provides the
user with the option to print the corrected MAIN n water requirements data.

      The program then reads into an array the FIX SEWER  data and prints
that data, if the user selected the print option.

      The constant pollution coefficients file, created by the user, is read by
the  program and  entered into  an array.   The user must create  a record
containing coefficients for each planning unit  as there  are no  internal
program default values assumed for the pollution coefficients.

      After all  the records on the  pollution  coefficients  file have been
processed, the  user  control card  file is read  and checked  for  pollution
coefficient  updates.   This  User  Control Card  enables the user to specify
pollution  coefficients  to  override  those  existing  in  the  original   file.
Coefficient updates, if present  are  inserted  in  the pollution coefficients
array.  The User Control Card file is read until all  the coefficients updates
have been input.  The end of the updates  is signaled by a 999 card.

      The program  checks  for  the presence of  the optional  infiltration
factors file by examining the Option Card for a FORTRAN unit number. A
zero  FORTRAN unit number shows the file  was not supplied.  If  the  unit
number is other than zero, then the infiltration factors are  read from  that
FORTRAN unit number into an array to be used in the  calculation of the
infiltration component  of the sewage flows.  In this optional  file there must
be one infiltration factor for each unit.   For each planning unit  with no
specified infiltration factor a default value of zero is used.
                                      74

-------
      The sewage flows for the average daily and maximum daily require-
ments are computed by the following general equation:
      Flow.  =   Demand.  f.OOQOOl Adjustment.]! + Infiltration.
Where Flow, is the sewage flow for planning unit i
      Demand^ is  the sum of the commercial and domestic requirements for
      planning unit i
      Adjustment, is the calibration factor for planning unit i
      .000001  is a factor  to change the unit  of measure to millions of gallons
      per day
      Infiltration  is the  amount in millions of gallons/day infiltrating  the
      sewer system.,

      In  the  above equation  when  computing average flow,  Demand-  is
defined  as  the sum of the average domestic  water requirements  and the
average  commercial requirements.   When  maximum flows are computed
Demand, is   equal  to  the  sum  of  the average  residential  domestic
requirements  and maximum commercial requirements.

      The sewage loads are computed by the following general equation:
Loadj. = | f~Dom.
Where:  (
                      J  f  TComm.   *  COEFF2..1J * 1 8.34 [,000001 ]
                                                   I  I
Load.. + the load in pounds per day of pollutant j for planning unit i

Dom. = domestic residential water requirements for planning unit i in
gallons per day
COEFF1.. = expected domestic concentration of pollutants in mg/1 for.
planning unit i
                               75

-------
      Comm. = commercial water requirements for planning unit i in gallons
      per day
      COEFF2..  = expected commercial concentration of pollutant j in mg/1
      for planning unit i

      Constants  change units of measure to pounds per day.

      In the above equation, the domestic, variable is always equal to  the
average domestic residential water demand.  Commercial, is equal to  the
average commercial  water demand  when computing  average loads and is
equal to the maximum water demand  when computing maximum pollutant
loads.

      The  flows  and loads are computed for  all planning units and stored in
an array from which they are retrieved for the printed report and the output
flows and loads file.

      The  printed  reports  include  a  table of  the summarized domestic
residential and commercial water requirements and infiltration contribution
to sewage flow,  a table of adjustment factors and pollution coefficients, and
a table displaying the average flows and  pollution loads  for  each planning
unit.

      After  the  last  report  is printed the program writes the output file
containing the average and maximum  flows and loads and prints an end of
job message.

      This output  file  will then be one of the two input  files to  the waste
treatment component.

SAMPLE SETUP
See the input - output flowchart for SEWAGE
                                     76

-------
                                             SCE COH-
                                           IA1IT COEFTI-
                                           ;IENTS WITH
                                           PDflTE COErFI-
                                             CIEHTS
FIGURE 10.   PROGRAM FUNCTION FLOWCHART FOR SEWAGE
                                             77

-------
                    999 CARD
                 POLLUTION CO-
               "EFFICIENT UP-
               DATE CARDS
                 (OPTIONAL)
               OPTION CARD
                PLANNING
              UNITS CARD
             TITLE CARD
 USER
CONTROL

 CARDS
                      FROM
                    FIXSEWER
                     PROGRAM
       INFIL-
       TRATION
       FACTORS
       (OPTION
          AL)
 /CONSTANTS
[POLLUTION
IcOEFFI-
V CIENTS
 ORRECTED
MAINZ WA-
TER DEMAND
  FILE
                                       SEWAGE
               SEWAGE FLOWS
                 AND LOADS
FIGURE 11.   INPUT-OUTPUT  FLOWCHART FOR SEWAGE
                                              78

-------
DATA SPECIFICATION

Input Description

      The input to the SEWAGE program consists of two required data files,
one optimal file, and a set of User Control cards.  The input data file is the
corrected MAIN H data from the FIXSEWER program. The FORTRAN  Unit
number assigned to this file is coded on the Option Card,

      The Constant Pollution Coefficients file,  contained  on disk or cards,
contains domestic and commercial  coefficients for each pollutant.  The
coefficients  represent   the   expected  concentration,   in  mg/1,  of  each
pollutant.

Constant Pollution Coefficients Format

COL.            FORMAT              DATA
1-3             13                      Planning Unit Number- - Maximum value
                                        of 100
4-10            F7.0                   Adjustment factor (unitless) -used to
                                        modify or  calibrate total average and
                                        maximum  water requirements when
                                        computing flows for each planning unit.
11-17           F7.0                   BOD Coefficient - Domestic expected
                                        concentration in mg/1
18-Z4           F7.0                   BOD Coefficient - Commercial expected
                                        concentration in mg/1
Z5-31           F7.0                   Nitrogen Coefficient - Domestic  expected
                                        NO, (as N) concentration in mg/1
3Z-38           F7.0                   Nitrogen Coefficient - commercial expected
                                        NO, (as N) concentration in mg/1
39-45           F7.0                   Phosphorus Coefficient - Domestic expected
                                        '~"4 (as P)  concentration in mg/1
46-5Z           F7.0                   Phosphorus Coefficient - Commercial
                                        expected concentration mg/1

                                    79

-------
     The optional infiltration factors file supplies the number of gallons
of water  in mg/d that seeps daily into  the sewer  system.  If this  file is
present it must contain one record for each planning  unit.
Infiltration Factors  Format
COL.           FORMAT       DATA
1-3             13              Planning Unit Number - Maximum value
                                of 100
4-13            F10.0           Infiltration Factor - number of gallons
                                of water infiltrating the sewer system
                                in millions of gallons per day
     Four User Control  Cards supply the descriptive information for the
output  print  lines.    They  also  provide for  optional  print and  updates
procedure.  The  control  card  file is  assigned  to  the  DDNAME '
The control cards for the program operations are:

CARD #1

     Type:            Title Card
     Number:         One - required
     Purpose:         Supplies report  title for printed report
     Format:         Col. 1-80 - Free Form
                                   80

-------
CARD #2
     Type:      Number of Planning Units
     Number:   One
     Purpose:   Sets upper limit on number of planning units input to the
                program.
     Format:   Col. 1-5 - Integer number 1-100 for number of planning
                units.
                Col. 6-80  - Blank
CARD #3
     Type:      Run Option Card
     Number:   One
     Purpose:   Gives user the option of printing the programs input data,
                which is the modified MAIN H data from the FIXSEWER
                program
     Format:   Col.  1-4 - Input FORTRAN unit number for modified
                     MAINE
                      5-8 - Input FORTRAN unit number of default coefficients
                     9-12 - Output FORTRAN unit number
                      13-16 - T if modified MAIN n data is to be printed.
                     '0' if modified MAIN n data is not to  be printed.
                      17-ZO - Input FORTRAN unit number of infiltration
                     factors
                     21-80 - Blank
CARD #4
     Type:      Update Coefficient Cards
     Number:   One card containing 999 in Col. 1-3 must be present.
                Up to 100 data cards may precede this card, one per planning
                unit unit to be updated.
     Purpose:   Gives the user the option to substitute new pollution coefficients
                for the constant pollution coefficients.
     Format:   Col. 1-3 = 999 data end of update cards. Otherwise these
                columns confirm  the number of the planning unit to be
                updated.
                                  81

-------
     The format for completing the update is:

     F7.0      Col. 4-10 - Adjustment factor
     F7..0            11-17 - BOD Coefficient - domestic
     F7.0            18-24 - BOD Coefficient - commercial
     F7.0            25-31 - Nitrogen Coefficient - domestic
     F7.0            32-38 - Nitrogen Coefficient - commercial
     F7.0            39-45 - Phosphorus Coefficient - domestic
     F7.0            46-52 - Phosphorus Coefficient - commercial
     F7.0            53-80 - Blank

Output Descriptions

     The SEWAGE  program  lists ail User Control Cards read and prints
reports  that include a water requirements  table for the domestic, commer-
cial and public sectors, a pollutant coefficients table, and a sewage flow and
loads table. The printfile is assigned to DDNAME 'Ft06F001°.

     An output tape containing the sewage flow and loads table is produced
for use  as input to the TREATMENT program. The FORTRAN unit  number
assigned to this file is  coded on the option card.

     A  User  Option  Card  prints  the  modified  MAIN  II  dataset  (the
FIX SEWER output file).
                                   82

-------
                                 EM PDA

PURPOSE
      The purpose of the EMPDA program is to convert the EMPIRIC Model
output datasets into easily usable  files for further  processing.  EMPIRIC
variables are manipulated and combined with EMPDA  card input  data to
produce new data variables by PAD such as  Households per acre and median
income.  Forty-three variables are produced by EMPIRIC. EMPDA computes
15 new variables and places them hi fixed  locations in  the  EMPDA output
format.   Additional space is  allocated in  the  output format.  Additional
space is  allocated in the output record to permit further data additions while
retaining the same 800 character record length.  Other  geographic areas
(groupings of PADs) are also identified and placed into each PAD record and
maintained in the EMPDA  file  for later use.  The resultant output file is thus
available for further processing by any programs requiring EMPIRIC data.

CHARACTERISTICS OF OPERATION

Language;      PL/1

Region;         210K for  the  Sample Program

PROGRAM DESCRIPTION
      The EMPDA  program first reads and prints the parameter card.   The
first  record  of  the  EMPIRIC  data  file is  read and  matched against  the
identification information contained in the  parameter card.  If  the TO
information  fails  to match, an error message  is printed, as well  as  the
EMPIRIC ID, and the run is terminated.

      After a successful ID match,  the program reads the 37 area  system
cards, (146 PADs - 4 fields/card), stores and prints  the  data.  The program
then  creates additional data  variables, based  on the  EMPIRIC data  and
parameter card information, and creates an EMPDA.  output record for each
of the 146 PADs.   The  basic 43 EMPIRIC variables are utilized to create an
additional 15 variables (see  Program  Function Flowchart),  If the print
                                     83

-------
option was selected, a 'P1 in column  10 of the parameter card, each output
data record is formatted and printed. Jurisdictional and variable totals are
computed and the PAD  record is stored  for later output in PAD sequence
number order.   After  all 146 PADs  have been processed, grand totals are
accumulated by variable and jurisdiction and a summary report produced.
The EMPDA file is  then written out on tape in ascending PAD sequence
number order (file format name EMPDA),  Selected metropolitan summaries
are printed and processing ends.

SAMPLE SETUP:
See Input-Output Flowchart
                                    84

-------
                      /  EMPIR  J^



                       ^*	_J
Compute Total Land Area - V97
Compute Total Population - V93
Compute Total Employment - V92
Compute Total Labor Force - V91
Compute Median Income Code
   (0.5-3.5) - V62
Gave Income Quartile & Boundaries
   V94, 95, 96
Compute Total Households - V69
Compute Gross HHs/Acre - V63
Compute Net HHs/Res. Acre - V64
Compute Net Emp. Density - V65
Compute Ration Used/Used+Vac - V66
Compute Ration Used/Total - V67
Compute Activity Density Index-V68
Move EMPIRIC Data and Area Systems
   Data to Save Matrix  (PAD #)
CONVERT
IEDIAN INCOME
CODE TO
DOLLARS
s

ACCUMULATE
VARIABLE
TOTALS
                                                   COMPUTE RATIC MUL-
                                                   TIFAMILY HH TO
                                                   TOTAL HH: COMPUTE
                                                   RATIO PARK G REG-
                                                   LAND TO TOTAL
                                                     USED LAND
SELECT DATA
BY PAD IN
ASCENDING
SEQUENCE
\
f
FIGURE  12.    PROGRAM  FUNCTION FLOWCHART FOR EMPDA
                                                                 85

-------
                                    PARAMETER
                                      CARDS
                                       (1)
                                     EMPDA
   AREA
I SYSTEMS (37)
FIGURE 13.   INPUT-OUTPUT FLOWCHART FOR FMPDA
                                         86

-------
DATA SPECIFICATION

Input Descriptions

      There is one major input file to EMPDA, the raw EMPIRIC dataset as
generated by the EMPIRIC Activity Allocation Model. The format of this
file is EMPER (see Appendix B).  The DD NAME for this file ia AAL  Other
inputs are as follows:


EMPDA Parameter Card

                Data Card Cols:
Required ID     1-3        1st PAD Dist bbi from EMPIRIC
Match          C4   Blank
EMPIRIC        5-6  Forecast Year
Dataset         7-8  Data Set # - Alt Tested
                9    Run Number
                10   'P' if each PAD Variable should be printed
                12-19      Low $ Median
                20-27      Low/Low Mid $ Boundary
                28-35      Middle $ Boundary
                36-43      Upper Mid/Upper $ Boundary
                44-51      Upper $ Median
                73-80      Date MM/DD/YY

EMPDA Area Systems Cards
      1-3        PAD Number (001-875)
      4         Blank
      5-7        PAD Sequence Number (001-146)
      &         Blank
      7-11       TPB Superdistrict Number (001-052)
      12         Blank
      13-15     Density Area Code (01, 02, 11, 12)
      16         Blank
      17-19     EPA Areas (001-027)
      20 Blank
                                     87

-------
EMPDA Area Systems Cards
     1-3        PAD Number (001-875)
     4          Blank
     5-7        PAD Sequence Number (001-146)
     8          Blank
     7-11       TPB Superdistrict Number (001-052)
     12         Blank
     13-15      Density Area Code (01, 02, 11, 12)
     16         Blank
     17-19      EPA Areas (001-027)
     20 Blank

Above repeated 4 data fields per card 37 cards for 146 PAD's

Output Descriptions
     The EMPDA program writes one output data file (format EMPDA)
The DD NAME for this file is AAO. An optional output is a listing of all
output data variables.  Standard printer output includes:

           Display of Parameter Card
           Any Error conditions encountered
           Summary Printout of Variables by Jurisdiction
           Metropolitan Averages of Selected Indicators.

-------
                               PRESTORM
PURPOSE
      Prestorm prepares data for the Stormwater Management Model.  The
model allocates EMPIRIC population and land use from the Policy Analysis
Districts  (PAD) to watersheds  using a  table prepared by planimetering the
intersections of each of the areas.  In  doing this, the assumption was that
population was uniformly distributed across the  PAD and that planimetering
the areas was an  adequate method for  estimating population by watershed.
PRESTORM  applies correlation  equations  that relate  the  densities of
activities from EMPIRIC output to imperviousness for use hi the Stormwater
Management Model.  PRESTORM also calculates necessary physical water-
shed data and inserts information on the type of storm to  be  simulated for
use in Stormwater prediction in the subsequent model.

      PRESTORM allows updates of  input materials or the  use of previously
calculated values.

CHARACTERISTICS OF OPERATION

Language; IBM FORTRAN IV (G Level)
Region:    Region size of at least 176K. A minimum of one disk
           or two tape units are necessary, as well as one 13Z character
           line printer.

PROGRAM DESCRIPTION

      The PRESTORM  model  reads a series  of User Control  Cards and a
tape/disk file,  either an EMPDA file  or optionally a PRESTORM  runoff
matrix file,  and writes  a tape or disk file   that  can  be  input  to  the
Stormwater runoff model without any additional modifications.  The optional
output of PRESTORM is  a file, the Runoff Matrix File, which can be used as
input in place of an EMPDA data set.
                                      89

-------
      The operation of the program begins with the processing of  the User
Control Cards.  As each card is read, it is validated for proper format  and
Sequence.   A Control Card containing  format errors or appearing  out of
sequence  will  be  identified by  a  printed message.    The  program   will
terminate if any of the aforementioned conditions occur.

      The Title  Card and Card  Type  i are read and printed.  If an EMPDA
file was selected for input, subroutine I2INIT is performed.  I2INIT inserts
blanks or zeroes into the runoff matrix as required. The runoff matrix is an
array that holds all the data values for the executive  and runoff control
block card  groups  that are input  to the stormwater runoff model.  If  the
optional input, the runoff  matrix file, was selected it is input directly into
the runoff matrix.

      If the runoff matrix is to be updated, a Card Type #2 would be  the
next Control Card processed.   Type 2 or 5 Cards contain new values to be
entered into the runoff matrix.  If  any  value is  to be set equal to zero, a
minus one (-1) is copied for that value. The update is completed and control
is returned to the main program where the next Control Card is read.

      The  Card  Type #3,  if  supplied,  invokes  subroutine I2DEF.   This
program enters  default values into the runoff matrix for runoff card groups
5, 7 and 18.

      If  the EMPDA  file  was selected as input, the  next  control card
transfers  program  control  to  subroutine  12EMP.  12EMP processes  the
EMPDA  file  and the  user  file in allocation Policy Analysis Districts to
watersheds.  Population, households and employment data is  aggregated to
watersheds and either entered directly  into the runoff matrix or used to
compute  additional  data items.    The  equation derived  at COG     to
estimate a  measure of imperviousness from population density is applied as
is the equation estimating total length of gutters.
                                      90

-------
     The results of these computations are stored in the Runoff Matrix and
control is returned to the main program.

     The Card Type #5 would occur next if the user desires to override any
of the  data items calculated from the EMPDA data.   The same  operations
are performed for a Card Type #5 as a Card Type #2.

     The Card Type #6 directs the program to read additional input in the
form  of Runoff Cards Groups.   This  data is appended  to  the standard
program output card groups and is not verified or inspected  for format or
logic errors.

     The output operations are signaled by  the use of  Card Type #7's.  The
runoff  matrix is formated  to correspond to the required card group formats
for the  executive and  the  runoff blocks of  the Stormwater  Management
Model.  The formated  data  can be printed and/or written  to a tape or disk
file to be read directly by the stormwater runoff model.  The Runoff Matrix
itself can be written to a tape or disk file and used as  input to a future run
of the  PRESTORM model.

     The Card Type #7's must be followed by a Card Type #9 to signify the
end of the User Control Cards and  to terminate the program  operation.
There  is no Card Type #8.

SAMPLE SETUP:  See Input - Output Flowchart.
                                     91

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FIGURE 14.  PKESTORM PROGRAM FUNCTION FLOWCHART
                                      92

-------



PRESTORM
MAIN
PROGRAM














S.
.-*
s


^
*•*"
S
"

"^
*r
^


%
S
S


**.
s
f'
\.

SUBROUTINE
I2INIT


SUBROUTINE
I2UPD



SUBROUTINE
I2DEF
(DEFAULT)



SUBROUTINE
I2EMP



SUBROUTINE
I2UPD














	 	 ^ SUBROUTINE
EMPIRIC
f
^




FIGURE 15.  PRESTORM SUBROUTINE LINKAGE
                                       93

-------
                                 CARD TYPE #9
                                END OF CONTROL
                               CARD TYPE #7
                              OUTPUT CONTROL
                              CARD TYPE #6
                               OPTIONAL
                           CARD TYPE #5
                            OPTIONAL
                          CARD TYPE #4
                           EMPDA INPUT
                        CARD TYPE S3
                          DEFAULT
                        CALCULATIONS
                        CARD TYPE #2
                         OPTIONAL
                     CARD TYPE #1
                    INPUT SELECTION
                                                              OPTIONA
                                                             INPUT RUN
                                                             FF MATRIX
                     LAND
                      USE
                   CHARACTER
                    ISTICS
                                                             PTIONAL
                                                           OUTPUT RUN
                                                           OFF MATRIX
RUNOFF
 INPUT
 FILE
                          TO
                     STORMWATER
                        RUNOFF
                         MODEL
FIGURE 16.   PKESTORM INPUT-OUTPUT FLOWCHART FOR PRESTORM
                                              94

-------
DATA SPECIFICATION

Input Description
      The PRESTORM program input consists of a  series of User  Control
Cards,  a User Supplied file and  a tape or disk  file  output by the  EMPDA
program. An alternate Input,  replacing the EMPDA file, is a Runoff Matrix
file generated in a previous run of the PRESTORM model.

      The data file created by the EMPDA program from the EMPIRIC data
contains  summarized land use  characteristics  for  each planning  analysis
district.  This file must be sorted prior to  its use as input to the PRESTORM
model.  The sort is ascending  in the following  order:  COL. Z, COL. 1 then
COL. 3.

      The optional runoff matrix file is  a  file  produced by an earlier run of
the  prestorm program.   The file  contains  all  the  data values  needed  to
construct the input file for the stormwater runoff model.

      The  User  Control  cards supplied  to the PRESTORM model must  be
submitted in  the order that they are described  here.  Failure to  do so will
cause the program to terminate.  The function and format of each of the
nine card types is as follows:
 Type:      Title Card
 Number:    One - Required
 Purpose:    Supplies Report Title For Printed Output
 Format:    COLS           Format               Data
            1-8              ZOA4
Free Form Descriptive
Data

-------
Type;     Card Type #1

Number:   1 Only

Purpose:   Specify Type of Input

Format:   COLS           Format

          1               II
          7               II
           14-15
12
Data

Card ID T

1= EMPDA File Input
2= Old PRESTORM
Runoff Matrix Input

FORTRAN unit number
of Runoff Matrix if
COL.  7=2
Type:     Card Type #2 or #5
Number:  As Required

Purpose:  Supply or update storm and watershed data

Format:   COLS           Format              Data

          1               II
           6-7
           14-15
           16-20
12
12
15
2= Update matrix prior
to Default and EMPA
Calculations
5= Update Matrix after
Default and EMPDA
Calculations

R= Enter Runoff Block
Data
E= Enter Executive
Block Data
B= Enter Runoff Data
Coefficients

Number of card to
be updated
Runoff Block: 1-18
Executive Block:  1-6

Number of Update
cards following this
card

Number of Watersheds
(Optional) used if COL.5=B
                                 96

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Type:      Card #3
Number:   1 only (Optional)
Purpose:   This card initiates the default calculations
Format:    COLS           Format               Data
           1               II                    '3' Card Type ID
Type:
Number:
Purpose:
Format:
Card #4
1 only
Directs program to read an EMPDA data set
COLS
1
7

10-11
Format
II
II

12
Data
'4' Card Type 3D
1= Print EMPDA data
for each policy analysis
district
0= Do not print EMPDA
data FORTRAN unit
number assigned to
EMPDA data set.
Type:
Number:
Purpose:

Format:
Card Type #6
1 only (Optional)
Permit the input of additional data - a second set of runoff
data or data to be input to the graphing programs
COLS
1
10-11

14-15
Format
II
12
Data
'6' Card type ID FORTRAN
FORTRAN unit number
assigned to additional
data set
Number of data cards
in the additional data
set.
Type:      Card Type #7
Number:   As Required
Purpose:   Specify the type and FORTRAN unit number of each output
Format:    COL            Format               Data
           1                II
                                     7' Card Type ID
                                     1= Print runoff matrix
                                     2= Write stormwater
                                     runoff input data matrix
                                     3= Write runoff matrix
                                     - optional input to PRESTORM
                                     97

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           10-11           12                    FORTRAN unit number
                                                 assigned to output file
                                                 if COL 7= 2 or 3
Type:      Card Type #9
Number:   1 only
Purpose:   Indicate end of User Control Cards.
Format:    COL            Format               Data
           1               II                    '9' Card Type ID

     The user supplied file contains records allocating a certain percentage
of a Policy Analysis District to a watershed.
     The maximum number of records for this file1 is one thousand. This file
must be supplied  when the EMPDA  data set is selected as  input.  It  is
assigned to the FORTRAN unit number 20.

Format:    COLS           Format              -Data
           1-2             12                    Watershed number
                                                 or '99' if last record
           5-7             13                    Policy Analysis District
           10-12           13                    Percentage of  PAD
                                                 allocated to watershed.

Output Description

     The PRESTORM model prints the User Control Cards and writes a tape
or disk file that can be input directly to the Stormwater Management Model.
An optional output is  a tape or disk file containing the runoff matrix.

     The Stormwater Management Model input file contains, in card image
format, the eighteen card groups required by the runoff block and first six
card groups required by the executive block of the model.
     The runoff matrix file  contains all the data values used to construct
the runoff model input file. This file is the optional input to the PRESTORM
model.
     Printed output  consists of  a listing of  all User Control  Cards and,
optionally, the EMPDA input data and/or the Stormwater runoff  model data
produced by PRESTORM.   The  print  file is assigned to FORTRAN unit
number 6.
                                      98

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                  STORMWATER RUNOFF COMPONENT
PURPOSE
     The  storm water  runoff  component  of  the  Framework system  is
designed to simulate the stormwater runoff which occurs in a drainage basin
during a specified rainfall  pattern.  For the design storm the quantity and
quality of  the stormwater  over time  is  calculated.   This  computation
provides essential data for planning and  design  of  flooding and  pollution
control strategies in the basin.

     The  model  simulates the watershed as a  series of sub-catchments
connected by  gutters,  determines  precipitation,  infiltration  to  the soil,
surface water detention and flow over the  land.  The accumulation  and
subsequent washoff of dust, dirt,  and BOD  are also calculated and combined
with quantity calculations to determine  concentration.   Hydrographs of
water  quantity at  specified  points in the  system and pollutographs  are
outputs of the model.

MODEL INPUTS

Precipitation
     The  model  requires  a  rainfall hyetograph (inches per hour by time
interval) time history of a storm — which is determined from analyses of
Weather Bureau data.

Description of Watershed
     The  following items  are required to adequately describe  the physical
features of a watershed which affect the rainfall runoff:

     Watershed
           Area (acres)
           Length:  width ratio
           Overland flow slope
                                       99

-------
     Stream by Watershed
          Length of main stream (ft.)
          Width of main stream (ft,)
          Slope of main stream (ft.)
          Coefficient of roughness (Manning's n)
     Land Use by Watershed, each expressed as a percentage of the total
     area,
          Residential
          Commercial
          Industrial
          Undeveloped
          Imperviousness and other physical data
          Impervious area coefficient of roughness
          Impervious area detention depth (in.)
          Pervious area  coefficient of roughness
          Pervious area  detention depth (in.)
          Pervious maximum infiltration rate (in./hr.)
          Pervious area  minimum infiltration rate (in./hr.)
          Pervious area  decay rate of infiltration (sec-1)
          Curb Length (ft./land use area) by watershed

     Watershed and stream geometry and physical features are determined
by analysis of  U.S. Geological Survey topographic  maps and knowledge of the
area to be studied.  Land use for  each  watershed is determined  from the
Community  Development Component  which is retabulated into watersheds
by the interface program PRESTORM.  The percentage of land by land use is
used in the model to determine  the average accumulation rate of pollutants
on the land  surface.  This rate  varies by land use.  Of all the factors which
describe a watershed, sensitivity analyses  have shown that imperviousness
and curb  length have  the greatest impact on rainfall runoff quantities and
        17
quality.     Both of  these  parameters  may  be calculated  from  manual
reductions of  aerial photographs—measuring the length of roads and areas of
imperviousness.   This  process is  time consuming and in addition cannot be
used for analysis of future development patterns,   As an alternate  technique
                                        17
analysis at  the  Council  of  Governments    has  shown that imperviousness
and curb length  can be estimated with A  relatively high degree of reliability
(r=0.9)  from  household and employment  densities. More recent analysis  of
the correlation  data  for  this region between measured imperviousness and
curb length to household and employment densities has yielded the following
relationship.                         100

-------
      I = 96,6 - 18.7 (0,8927) ED - 54.2 (07.7889) HD
      C = 427.4 - 388.1 (0.6899)HD

Where
      I = Imperviousness (percent)
      ED = Employment Density (Employment percent)
      HD = Household Density (Household percent)
      C = Curb length (ft per acre)

MODEL CALCULATIONS

      The model calculates the hydrograph by a step-by-step accounting of
rainfall, infiltration detention and flow.   Rainfall is added to  each
catchment according to the input hyctograph (rainfall jn inches per hour) by
the  procedues used in the EPA  Storm  Water Management  Model/8 a-
summarized below:

1=    Rainfall is  added to the  subcatchment according to the specified
      hyetograph
                           D1=Dt + RtAt                  (1)
      Where     Dj = Water depth after rainfall
                D. = Water depth of the subcatchment at  time, t
                R. = Intensity of rainfall in time interval,At
      17
       P. Graham, L. Costello. and H.  MaiJon, "Estimation of Imperviousness
and Specific Curb Length for Forecasting Stormwater Quality and Quantity,"
Journal of the Water Pollution Control Federation, (April, 1974).
                                   101

-------
2.   Infiltration is computed by Morton's exponential functional and is
    subtracted from water depth existing on the subcatchment,
              \ - fo + «1 -V
    and

                                                                    (3)
    Where f , f .  and a are coefficients in Morton's equation
           o' i                                 ^

3.   If the resulting water depth of the subcatchment, D_, is larger than
    the specified detention requirement, D ,, an outflow rate is computed
    using Manning's equation,

              V  =  ^9  (D   _ D  ,  2/3 sl/2
                    n    2    d
    and
              Qw =  V W (D2 - Dd)
    where   V  =  Velocity
             n  =  Manning's coefficient
             s  =  Ground slope
             W  =  Width
             Qw =  Outflow rate

    The continuity equation is solved to determine the water depth of the
    subcatchments, resulting from the rainfall, infiltration, and outflow,
              Dt+At = D2-(Qw/A)At                               (6)

    where  A  is the surface area of the subcatchment

5.  Steps 1  to <4 are repeated until computations for all subcatchments
    are completed.
                                     102

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6.   The inflow (Q-  ) to a gutter is computed as a summation of outflow from
    tributary subcatchments (Qw .) and flow rate of immediate upstream
    gutters (Q  .).
              M51

                  Qin  - E QWji  +  E Qg?i                          (7)

7.  The inflow is added to raise the existing water depth of the gutter
    according to its geometry,

                  YI =  Yt + (Q.n/ Ag) A t                       (8)

    where  YI and  Yt  =   Water depth of the gutter
            A           -   Mean water surface area between Y.  and Y
             s                                                It

8.  The outflow is calculated for the gutter using Manning's equation,

                  V = M2 R2/3S  1/2                             (
                         n        i
     and
                  Q  =  V A                                       (10)
     where   R  =   Hydraulic radius
             S.  =   Invert slope
             A  =   Cross-sectional area at Y.

9.   The continuity equation is solved to determine the water depth of the
     gutter, resulting from the inflow and outflow.
                  Yt+At  = Yj  + (Qin -  Qg)At   /  As              (11)

10.  Steps 6 to 9 are repeated until all the gutters are finished.

11.  The flows, reaching the points of concern, are added to produce a
     hydrograph coordinate along the time axis.
                                     102-a

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                                 SPLIT
PURPOSE
     The stormwater runoff  component determines the amount of  storm-
water which flows from a watershed by means of a natural drainage system.
This 'natural  flow'  from  a watershed  is reduced proportionately  to  the
coverage  of  a  watershed  by storm  sewers  and/or  combined  storm  and
sanitary sewers.  The SPLIT program is the  vehicle used to allocate  the
stormwater runoff flows and loads to separate files of sewered areas where
flows are potentially treatable, or to unsewered areas where natural flows
and loads will  be discharged directly into  streams.  These discharges  are
analyzed  for  input   to the hydrodynamic  model  in the receiving water
component.  This distinction is made so that different assumptions about
travel and treatment can be made  at a later stage in the  chain of  models.

CHARACTERISTICS OF OPERATIONS

Language;  IBM FORTRAN IV (G Level)

Computer Requirements;
     Split  requires  a minimum of 50K in which to execute.  At least  one
disk unit or three tape units are required for the input and output files. The
printed  reports require one  132 character line printer.

PROGRAM DESCRIPTION
     The SPLIT program  inputs  two  files,  the  stormwater  runoff  file
produced  in  the stormwater runoff  component   and  the  constant split
percentages file (a user file containing for each watershed the percentage of
stormwater runoff entering the sewer system), and one  card file containing
two User  Control  Cards.   The  program  output  consists of two files
containing  runoff flows and loads, one for the sewered runoff and the other
for unsewered  or 'natural' runoff.  Printed reports  listing the User Control
Cards,  the tabel of  constant  split percentages, the runoff flows and loads
from the stormwater runoff component, and a table of the split runoff flows
and loads.
                                    103

-------
     The SPLIT program was  written to perform the computations for 65
watershed areas.  If the  number of watersheds output by  the stormwater
runoff  component  is not equal to 65, the program must  be modified to
accommodate the new number of watershed areas.

     The program begins operation by initializing  the number of watersheds
to be processed to 65. The User Control Card file is read and the first card,
the Title Card,  is printed.  Second, the Control Card is read and printed. It
assigns FORTRAN unit numbers to the input and output files.

     The constant split percentages file is read into an array and printed in
report form.  This file contains, for each watershed, the percentage of the
flow and  the  percentage  of  the three  pollutants,  BOD,  Nitrogen  and
Phosphorus that enter the sewer system in that watershed.

     The stormwater runoff file  is read,  entered into an  array, and  then
printed in report form.  The runoff flows which input in units of cubic feet
are converted to gallons.

     The sewered stormwater  runoff flows and loads for all watersheds are
now calculated. The sewered flow of a watershed is computed as:

           SFLOWW = [RFLQWW I |"SPCTW"|

Where:     SFLOW,^ = Sewered runoff in gallons to receive treatment
           RFLOW™. = Stormwater runoff for watershed hi gallons

           SPCT™. = Percentage of runoff collected into the sewer system
           in watershed W

The sewered pollutant loads of a watershed are computed as;

           SLOADWJ^[RLOADWJ][SPCETWJ]
                               104

-------
Where:     SLOADWJ = Load of pollutant J in Watershed W
           to receive treatment
           RLOADWJ = Runoff load of pollutant J in Watershed W
           SPCTWJ - Percentage of pollutant J in Watershed W
           collected into sewer system

The sewered or 'natural'  flows and loads are  the differences between the
runoff flows and loads and the sewered  flows and loads.  The calculations
having been completed, the output function of the program begins.

      The output tape or disk files are written, one containing the sewered
flows and loads, the other  the unsewered, and a report for both sewered and
unsewered flows and loads is printed. Program operation terminates at the
completion of the  output process  with a  printed message to confirm  a
successful run.

SAMPLE SETUP:  See Input-Output Flowchart
                                     105

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                                  START
                              \ READ/PRINT
                               \   UNIT
                               \ASSIGNME:
                                \   CARD
                                READ/PRINT
                                 CONSTANT
                                  SPLIT
                                 PERCENT.
                                   FILE
                                READ/PRINT
                                STORMWATER
                                  RUNOFF
                                 FLOWS  £
                                  LOADS
                                  WRITE
                               VUNSEWERED
                                 FLOWS S
                                  LOADS
                                   FILE
                                  PRINT
                               \ SEWERED
                               \S UNSEW.
                                \FLOWS &
                                 \ LOADS
                                    \/
                                   STOP
FIGURE 17.   PROGRAM FUNCTION F1CWCHART FOR SPLIT
                                            106

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                                                                       FROM
                                                                     STORMWATER
                                                                    RUNOFF MODEL
                                          ''UNIT ASSIGNMENT
                                               CARD
                                            TITLE CARD
                                               SPLIT
                      SEWERED
                      RUNOFF
                    FLOWS AND
                      LOADS
TABLE OF SPLIT
 PERCENTAGES
TABLE OF SEW-
ESED AND UN-
SEWERED F:
 SEWERED
  RUNOFF
FLOWS AND
 LOADS
                       TO THE
                     RECEIVING
                  WATER COMPONENT
                                TO
                            TREATMENT
FIGURE  18.  INPUT-OUTPUT FLOWCHART FOR SPLIT
                                             107

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DATA SPECIFICATION
Input Description
      The split program reads one tape or disk file containing the flows and
loads estimated for each watershed by the stormwater  runoff component,
and  one  tape,  disk,  or  card  file  containing, for  each  watershed,  the
percentage  of stormwater  runoff  entering the sewer system.   Two user
control cards complete the input requirements.

      Runoff flows and loads file  is produced by the Stormwater  Runoff
Component.   It contains  the  flows and loads expected  to result from the
occurrence of a storm event defined by its intensity and  duration. The file
is assigned to the FORTRAN unit number coded on the unit assignment card.

      Constant split percentage  file is  a user created file containing the
percentage  of runoff entering the  sewer system.  These  percentages are
applied to the runoff flows and loads to compute the sewered and unsewered
runoff flows and loads.

            CONSTANT SPLIT PERCENTAGES FILE FORMAT

COLS.                     FORMAT            DATA
1-3                        13                    Watershed number
                                                (Maximum 65)
4-10                       F7.3                  Percent of flow collected
                                                into storm or combined
                                                sewer system
H-17                      F7.3                  Percent of BOD load
                                                collected into storm
                                                or combined sewer
                                                system
18-24                      F7.3                  Percent of Nitrogen
                                                load collected into
                                                storm or combined
                                                sewer system
                                   108

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25-31                      F7.3                  Percent of Phosphorus
                                                 load collected into
                                                 storm or combined
                                                 sewer system
32-80                      49X                  Blank
The percentages are coded in the form XXX.XXX, i.e, Z5 percent would
be coded 25.0
      Two  User  Control  Cards  are required.   One provides  descriptive
information  for   the  printed report,  the other  assigns  FORTRAN unit
numbers to the input and output files.
CARD #1
      Type:
      Purpose:
      Number;
      Format:
Title Card
Supply descriptive information for printed reports
1 only
Col. 1-80 - Free form comments to describe stormwater
           runoff data
CARD #2
      Type:
      Purpose:

      Number:
      Format:
Unit Assignment Card
Assign FORTRAN unit numbers to the input and output
files
1 only
Cols^
1-4

5-8

9-12

13-16
Format
14
                           14
                           14
Data
Unit number of constant
split percentages file
Unit number of stormwater
runoff file
Unit number of sewered
runoff file
Unit number of unsewered
runoff file
                                     109

-------
Output Description

      The SPLIT program  output consists  of two  tape or disk files, one
containing the sewered  runoff  flows and loads,  the other containing the
unsewered runoff flows and  loads,  and printed  reports  of  the input and
output data.

      Sewered stormwater file containing the  flows and loads that enter the
sewage  system.   These  flows  and  loads  will be treated  by the  waste
treatment management component.   The file is assigned to the FORTRAN
unit number  coded on the Unit Assignment Card.  Unsewered stormwater
runoff file containing the flows and loads that  enter directly into the estuary
without any treatment.  The file is assigned to the FORTRAN unit number
coded on the  Unit Assignment Card.

      A  report is printed listing  the sewered and unsewered loads and flows
for each watershed which are used in the Receiving Water Component (See
Table   8).   In  addition,   the  User Control  Cards,  the  constant  split
percentages  file, and  the  runoff  flows  and   loads  estimated  by  the
stormwater runoff component  are printed.   The print file is assigned to
FORTRAN unit number 6,
                                   110

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                              TREATMENT
PURPOSE

      The purpose of the TREATMENT program  is to provide the means to
simulate alternative waste  treatment management  options,  and to summa-
rize their effect on the wastewater  flows, loads (estimated by the Sewage
Generation  Component),  the  stormwater  runoff   flows   and the  loads
(estimated by the Stormwater Runoff Component).

      The combined  treated sewage flows  and pollutant  loads calculated by
the TREATMENT program are analyzed and the relevant data  is extracted
and prepared for use in the Receiving Water Component.

CHARACTERISTICS OF OPERATION

Language;  IBM FORTRAN IV (G Level)
Region;    A minimum region size  of 8OK is required.  The program requires
      at least  one disk or four tapes, a card reader, and a 132-character per
      line printer.

PROGRAM DESCRIPTION

      The  TREATMENT  program  reads  two   tape  or  disk   files,  (the
wastewater and stormwater flows and loads}, a User Control Card file,  and
three User Created files that  may reside on card, disk or tape.  These inputs
provide the program  with the information necessary to calculate the residual
pollutant loads  discharged by each sewage  service .area into  the estuary.
One output  file is created,  a  tape  or disk  ?il2 containing combined treated
sewage flows  and loads.   Printed reports of both input and output data are
also produced.
                                    111

-------
     The first step in the program  operation is the processing of the User
Control Cards. The first card, the Title Card, is read and printed.  The Title
Card will also be printed at the top of each report. The second card input
should be the Service Areas Card.  This card contains the number of planning
units and watersheds that will be read from the Wastewater and Stormwater
files, and the number of Sewer Service Areas that will be written to the tape
or disk output file.  The last User Control Card supplies the FORTRAN unit-
numbers for the five input files.

     The three User-Created files are processed next.  The Sewage Service
Area Assignments file is composed of two groups of records. Each group is
identified by  a two-digit  record identification.    The first group  assigns
sewage  service areas to watersheds while  the second assigns service areas to
planning units. The second user  file processed is the Sewage Service Area
Treatment   Efficiencies  file.    This   file   contains pollutant removal
efficiencies for each sewage service area. The efficiencies are represented
as the percentage of each pollutant (BOD, Nitrogen, and  Phosphorus) that
would be removed by a treatment facility located in a  sewage service area.
The third file, the Description File consists of three groups of records. One
group contains geographic descriptions of watersheds. The remaining groups
contain planning unit and sewage service  area descriptions.

     The Wastewater  and  the Stormwater Runoff  files are processed next.
If the number of watersheds or the number of planning units coded on the
Service Areas Card is zero, the  processing of  the  corresponding flows and
loads  file is  skipped.   When   the input operations  are complete, the
calculation of the treated effluent begins.
     The effluent computation is a two-step process.  In the first step, the
flows are  aggregated to sewage service areas by means of the sewage
service  areas  assignments.  In the second step, the residual pollutant loads
are computed by means of the sewage service  area treatment efficiencies.
The process is performed twice, once to compute average treated flows and
loads  and once to compute maximum flows and loads. The treated flows and
loads  are summed to  yield a table  of combined treated sewage flows and
loads.  The resultant combined treated flows table can then be used to assist
                                    112

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in the  determination of  the quantity, location and characteristics of point
source discharges needed by the estuary component.

     The output  operation prints and  writes  to  a tape or disk file  the
treated flows and loads  for both  the input components and  the  computed
combined sewage effluent.   The  output process  completes the program
operation.

SAMPLE SETUP - See Input Input-Output Flow Chart
                                113

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FIGURE 19.   PROGRAM FUNCTION FLOWCHART FOR TREATMENT
                                      114

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                                          7
                            SEWAGE SERVICE
                           AREA, WATERSHED,
                            PLANNING UNIT
                             DESCRIPTIONS
                     SEWAGE SERVICE
                    AREAS TREATMENT
                     EFFICIENCIES
                                                        CARD/TAPE/DISK
              SEWAGE SERVICE
                  AREA
               ASSIGNMENTS
        /-'INPUT-OUTPUT
         UNIT ASSIGNMENT
            CARD
     f'SERVICE AREAS
           CARD
FROM
SEWAGE
PROGRAM
FROM
SPLIT
PROGRAM
                          EFFLUENT FLOW!
                           AND LOADS
       /EFFLUENT
       /FLOWS AND
       I   LOADS
FIGURE  20.   INPUT-OUTPUT FLOVCBMCT  FOR TREATMENT
                                            115

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DATA SPECIFICATION

Input Description

      The TREATMENT  program input consists of one card file (the User
Control Cards) and two tape or disk files (the output file from the SEWAGE
program and the sewered output file form the SPLIT program).  In addition,
three user-created input  datasets may reside on cards, tape or disk.

      The User Control Cards are required for  each euu of treatment.  The
cards must be submitted in the same order as they are described here.  The
file is assigned to FORTRAN Unit #9.
CARD #1
     Type:
     Purpose:
     Number:
     Format:
Title Card
Supply Descriptive Information for Printed Reports.
1 only
Col.       1-80 - Comments to describe treatment run.
CARD #Z
     Type:
     Purpose:

     Number:
     Formats
Card #3
     Type:
     Purpose:
     Number:
Service Areas Card
Allow variable number of sewage service areas, planning
units and watersheds.
1 only
Col.       1-2 - 12 - # of sewage service areas (max=50)
           3 - Blank
           4-5 - IE - # of watersheds (max=99)
           6 - Blank
           7-8 - 12 - # of Planning Units (max=99)
FORTRAN Unit Assignment Card
Assign FORTRAN unit numbers to input files.
1 only
                                   116

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     Format:   Col.       1 - II - T identification
                           2 - X - Blank
                           3-5 - 13 - FORTRAN unit number for service
                                      area data set
                           6-8 - 13 - FORTRAN Unit number for service
                                      area treatment efficiencies
                           9-11 - 13 - FORTRAN unit number for geographic
                                      descriptions
                           12-14 - 13 - FORTRAN unit number for sewered
                                      stormwater runoff file
                           15-17 - 13 - FORTRAN unit number for sewage
                                      file (input)
      The SEWAGE program  output  file  contains  the  average  daily and
maximum daily sewage flows and pollutant loads estimated to result from a
particular level of water usage by the domestic and commercial sectors.

It is assigned the FORTRAN unit number codes on the unit assignment card.
If  this file  is not  selected for input, the  number of planning units on the
service areas card must be coded as zero.

      The Sewered Stormwater Runoff File contains the flows and loads of
runoff from the storm entering the sewage system. This file is output by the
SPLIT program.  As with the file above, the unit number is assigned on the
Unit Assignment  Card.  The file  can be bypassed  if  a zero is coded for the
number of watersheds on the Service Areas File.

      There are three user-created datasets which must be supplied to the
TREATMENT program.
      (a)    The Sewer Service Area Assignments file assigns each watershed
           and each planning unit to a sewage service area.
      (b)    The Sewer Service  Area Treatment  Efficiencies file contains
           user-specified pollutant  removal efficiencies that represent the
           actual or desired level of treatment in each sewage service area.
                                 117

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      (c)    The Geographic Unit Descriptions file provides for each sewage
           service area, watershed and planning unit a literal description
           of its physical location.

              SEWAGE SERVICE AREA ASSIGNMENTS FILE

COL.                     FORMAT            DATA
1-2                       12                   Record Identification
3-5                       13                   21 = Watershed No.
                                               22 = Planning Unit No.
6-8                       13                   Sewage Service Area
                                               Number
9-80                       72X                 Blank

Do not  include  assignments  cards  for  an  input  file  (wastewater  or
stormwater) that will be bypassed in the input operation.

       SEWAGE SERVICE AREA TREATMENT EFFICIENCIES FILE

COL.                     FORMAT            DATA
1                         II                   Record Identification '3'
2                         IX                   Blank
3-5                       13                   Sewage   Service   Area
                                               Number
6-10                      5X                   Blank
11-23                     F13.3                Percent BOD Removed
24-36                     F13.3                Percent Nitrogen Removed
37-49                     F13.3                Percent Phosphorus
                                               Removed
50-80                     3IX                  Blank

Percentages are coded in decimal form, i.e., 25.5 percent = 0.255,  One
record must be provided for each sewage service area.
                                   118

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                GEOGRAPHIC UNIT DESCRIPTIONS FILE

COL.                      FORMAT             DATA
!~2                        12                    Card Type
                                                 41 = Watersheds
                                                 42 = Planning Units
                                                 43 = Service Areas
3-5                        13                    Watershed, Planning
                                                 Unit or Service Area
                                                 Number
6-10                       5X                   Blank
H-50                      10A4                 Geographic Description
                                                 of Unit Location
51-80                      30X                  Blank

Do not include unit descriptions for an input file (wastewater or stormwater)
that will be bypassed in the input operation.

Output Description

     The TREATMENT program produces  one  tape  or disk file and printed
reports of all input and output data.

     The tape or disk file output by the TREATMENT program contains the
combined treated flows and loads discharged by each sewage service area
into  the estuary. This file contains the combined effluent of the wastewater
and/or stormwater components.  Information is directed  to  the print file in
both list and report formats.  The User Control Cards  and the user-supplied
input data are listed, record by record, as they are  input by TREATMENT.
Additionally, the user-supplied input data is also displayed in report form.

     Formated  reports of  input flows and loads from the  wastewater  and
stormwater components  are  produced, as is  the report of the  combined
treated flows and pollutant  loads calculated by the program.
                                 119

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                      POTOMAC ESTUARY MODEL

PURPOSE

     The estuary  component of the Framework model chain is  designed to
model the hydraulics and quality constituents of the Potomac Estuary during
dry weather and storm flow conditions.  The  estuary model, in its present
form is a result of modifications and additions  to the EPA steady  state
                        (19)
Dynamic Estuary Model.

     The estuary model utilizes a two-dimensional network of interconnect-
ing junctions and channels shown in Figure  21.   The first  component, the
hydrodynamic  portion, models  the tidal condition  of the estuary while the
second component  develops time-dependent concentration  profiles  of  five
water quality constituents.

CHARACTERISTICS OF OPERATION

Language:  FORTRAN IV (G Level)
Region;    DYNHYD - 250K
           DYNQUA- 210K

PROGRAM DESCRIPTION

     The model operations, Figure 22, begins with a simulation of  estuary
hydraulics.  After the first tidal  cycle (25 hours) of computer  modeling is
complete,  the hydraulic  characteristics—head,   velocity  and  flow,  are
approximately identical at the  end of each tidal cycle under constant inflow
and tidal conditions.   This condition  is "dynamic steady state"  and at this
time water quality modeling  commences with or without  storm  inflows.
Storm  conditions can.  be modeled any time after dynamic steady state is
achieved.  At  the  end of the storm inflow period, modeling of hydraulics is
continued until dynamic steady state is once again achieved.
                                    120

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              FIGURE 21
     SCHEMATIC  OF  POTOMAC  ESTUARY
         FOR  FWQA  DYNAMIC  MODEL
121

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      Hydraulic simulation must  be continued  for  some  time after storm
inflow has ceased.  Two points must  be reached:   first,  the system  will
return to dynamic steady state;  finally, one additional tidal cycle must be
simulated for use by the quality program.  Thus, three distinct parts of the
hydraulics simulation are identified;

      1.    A start-up period;
      2.    The period of storm effect; and
      3.    One tidal cycle of dynamic steady state.
Only the last two are preserved for the quality simulation.

      Water quality simulation begins after a dynamic steady state has been
reached  in the hydraulics solution.  It continues  through  the storm  inflow
period, and,  frequently,  the user will  wish to simulate  water quality for
many tidal cycles after storm inflow  has ended  because of the relatively
slow  response  of this facet of the  system.  In figure 22, eight such tidal
cycles are shown.  The program  is now  able to repeat the dynamic  steady
state hydraulics for as many times as they are requested.

Hydrodynamic Model

      The estuary is divided into 115  channels with 114 junctions, as shown in
Figure 21.  Each channel is assumed to be straight with a uniform  cross-
section and level bottom.  Cross-sectional area, velocity,  flow and head are
determined,  at each junction,  every 90 seconds.  Determination of these
hydraulic characteristics is  done  in two  steps,  therefore two sets of
equations are required.  One set of equations determines head, velocity and
cross-sectional area halfway through the 90-second time step and the other
set determines these characteristics at the end of the time step.  The  first
set of equations obtains rough approximations  of the hydraulic characteris-
tics which are then used to obtain more  accurate estimates of the hydraulic
characteristics at the end of  the 90-second  interval.  These results in  turn
become  the  input for  modeling hydraulic characteristics at the start of the
next  time increment at each junction.
                                    122

-------
   HYDROLOGY  -
                                             End storm inflow
              iBegin hydraulics simulation
  HYDRAULICS
       WATER
     QUALITY
                     Reach dynamic steady state
                            quality simulation
End transient response

      'IjEnd hydraulics  simulation
                                         End quality simulation
                                                           Repeat last hydraulic cycle
0 ]
1
2
	 p-
3
1
4
I
5
1
6
i
7
1
8
1
9
— s —
10
' 1
11
I
12
1
13
                                    TIME FROM START OF SIMULATION — TIDAL CYCLES
FIGURE  22.   MODEL OPERATIONS

-------
Water Quality Model

      The estuary quality model is used to calculate concentrations of five
constituents  in the Potomac  Estuary.   Concentrations  are  determined  at
each  of the 114 junctions of the estuary every 30 minutes for five-day BOD,
ammonia, nitrate,  dissolved oxygen and  chlorophyll A of  photosynthetic
phytoplankton.

      For each 30-minute time interval, mass balance equations, which take
into account  chemical reactions undergone during the time step, are solved
at each junction.  The output concentrations of these  parameters become
the input, initial concentrations for modeling the next time increment. The
model can be run for as many tidal cycles as  desired.  At  the end  of the
storm inflow period,  modeling  of the quality condition is usually continued
for a few more tidal  cycles than the hydraulic modeling because changes in
constituent concentrations is slower than in hydraulic characteristics.

Input  Description

      The model inputs are described in the data formats and specifications
presented below.  The model inputs can be classified in two main categories
  - data needs and system control requirements.

      The data needs of the  hydrodynamic model consist of point source
inflows  and  withdrawals such  as treatment plant  discharges and channel
characteristics at each  estuary junction.   Treatment  plant  discharges are
determined  with  the assistance of the  output  from  the  TREATMENT
program.  The link between fhe sewage treatment data, developed by the
TREATMENT program,  is shown  in Table 7.   Channel   characteristics
including length,  width, hydraulic radius, initial head and, velocity have been
developed based  on field surveys.   When  simulating storra  conditions,, the
model requires storm inflows  specified according to  the junction where it
occurs and the times at which  the storm begins and ends.  This input, is
developed with assistance  of the output from the runoff program.  The link
between  the  runoff program,  is shown  in  Table 8.  That table shows the
estuary segments which receive the flow from the 65 watersheds modeled.
                                    124

-------
                   TABLE 7,   LOCATION OF SEWAGE TREATMENT DISCHARGE POINTS IN THE POTOMAC ESTUARY
                            ESTUARY SEGMENT
                               SEWAGE TREATMENT AREA
                               ACCORDING TO THE TREATMENT PROGRAM
                            Number  Name
                              78
                              13
to
in
                               81
                               83
                               85
                               87
Washington Sailing Marina
Marbury Point
Great Huntin Creek
Piscataway Bay
Gunston Cove
Neabsco Creek
Number  Name

   2    Arlington County
   1    Virginia Upper Potomac
   7    Upper Goose Creek and
          Loudoun County
   9    Rock Creek & Upper Mont. Co.
   8    Montgomery County Upper Potomac
  10    Lower Montgomery County
  11    Anacostia
  14    Oxon Run
  15    District of Columbia
   3    Alexandria & Western Fairfax
  13    Lower Prince George's County
   4    Southern Fairfax
   6    Eastern Prince William County

-------
                         TABLE 8.   LOCATION OF WATERSHED DISCHARGE POINTS IN THE POTOMAC ESTUARY
cr>
.ESTUARY SEGMENT ^Junction)

Number   Name

 114     Chain Bridge
   2     Chain Bridge
   5     Georgetown Channel
   6     Water Gate
  72     Kingman Lane
 108     Prince George's Marina
  12     Hunter Point
  13     Oxon Run Confluence
  79     Goose Island
  16     Rosier Bluff
  80     Fox Ferry
  81     Indian Queen Bluff
  82     Broad Creek
  22     Hatton Point
  23     Fort Washington Marina
  24     Bryan Point
  25     Mount Yemen
  84     Mount Vernon Yacht Club
  29     Hallowing Point
  31     Indian Head
  86     Freestone Point
  87     Occoquan Bay
  87     Occoquan Bay
  87     Occoquan Bay
  89     Cockpit Point
  92     Quantico Creek
  38     Possum Point
  39     Clifton Point
WATERSHED ACCORDING TO THE RUNOFF MODEL

Number   Name

 1-34    Potomac River Base Flow
   35    Pjjmat Run
36,37    Rock Creek
   38    Potomac Direct #6
   39    Anacostia Direct, #1
40-42    Anacostia-NW, NE & Paint Branch
   43    Fourmile Run
   44    Oxon Run
   45    Cameron Run
   46    Potomac Direct #7
   47    Belle Haven
   48    Broad Creek
   49    Potomac Direct #8
50,51    Piscataway Creek
   53    Potomac Direct #9
   52    Little Hunting Creek
   54    Dogue Creek
55,56    Accotink & Pohick Creeks
   57    High Point
   60    Marumsco Creek
   58    Occoquan below the Dam
   59    Kane Creek
   61    Neabsco Creek
   62    Powell Creek
   63    Quantico Creek
   64    Little Creek
   65    Chopawamsic Creek

-------
     The  data needs  of  estuary quality programs consist of  hydraulic
characteristics developed in the hydrodynamic program,  the chemical and
physical characteristics  of  the constituents to  be modeled,  and  initial
constituent concentrations in each segment  of  the  estuary.  Much  of the
data has been collected  through field surveys.  During simulation of storm
conditions, the concentrations of the  constituents entering the estuary need
to be specified.

     The system control requirements for both models are similar in nature.
These  model inputs specify output formats and define the time step used in
calculations  as well  as how many  tidal  cycles  should be  modeled.   In
addition, the  hydrodynamics program  has inputs which describe the system
of interconnecting channels and junctions as well as the tidal condition.  The
estuary  quality model  also has inputs which  define maximum  allowable
concentrations of constituents as well as  constituent concentrations  at the
boundaries of the estuary.

     Data formats  and specifications  for both the  hydrodynamic and quality
components follow below.

          HYDRODYNAMIC SIMULATION PROGRAM (DYNHYD)

                     Data Formats and Specifications

     In the following description defining the format of the input  data deck
required to execute program DYNHYD the symbol:

      *    denotes  that a series of cards as described may be required.
      a    denotes  that the card or series  of cards  may not be required.
     R    indicates "right hand justified," i.e., any quantity so described
           must appear  as far as possible to the right in its data field.
           indicates a decimal point must  appear in the field.
                                     127

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     R.   indicates that the value is right hand justified but may have a decimal
          point to override the programmed decimal point

          indicates the repetition of the format on the same card.
          indicates the start of a new card.
Card

1
Column

1-80


1-80


1-5R
6-1 OR
11-15R

16-20R



21-25R


26-3 5R

36-45R
          46-50R
           1-5R
Name

ALPHA(I)


ALPHAtD


NJ
NC
NCYC

NPRT



NOPRT


BELT

TZERO
                NETFLW
                IPRT
           Description

Alphanumeric identifier — printed as
first line of output (up to 80 characters).
I = 1,20 with A4 format.

Alphanumeric identifier — printed as
second line of output (up to 80 characters).
I = 21S40 with A4 format.

Total number  of junctions in system.

Total number  of channels in system.

Total number  of time steps (cycles) to
be completed.

Number of time steps between printouts.
Normally specified to give output at one--
half or hourly frequencies.

Number of junctions
for which output is
printed.

Time interval, in seconds,
used in solution.

Time, in hours, at which
computations  begin.
Allows starting point
to be anywhere on tidal
cycle.

Option parameter.
If NETFLW is specified
as any non-zero integer.
Subroutine HYDEX
is called to compute
net flows and summarize
hydraulic parameters.
If NETFLW is specified
as zero, Subroutine
HYDEX is not called.

Printed output begins
at this cycle number
and at each NPRT cycle
thereafter.
                                      128

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           6-10R
           11-15R
                IWRTE
                KPNCHI
*5
1-5R


6-15R.

16-25R.

26-35R.
                           Y(J)

                           AREAS(J)

                           QIN(J)
           36-40R
           41-45R.
                NCHAN(J,1)


                NCHAN(J,2)
Hydraulic parameters
are stored on magnetic
tape or disk beginning
at this cycle number.

Punch interval for restarting.
Magnetic tape is written
at this cycle and at
each KPNCHI cycle
thereafter.

Junction number (read
as dummy variable
JJ to check card sequence).

Initial head  specified
at junction J, in feet.

Surface area of junction
J, in square feet.

Specified inflow or
withdrawal at junction
J, in cfs.  Inflows must
be assigned  negative
values, withdrawals
positive.

Channel number of
any one of the  channels
entering junction J.

Channel number of
a second channel (if
it exists) entering junction
J, If only a single channel
element enters the
junction NCHAN(J,2)
and the remaining NCHAN
values must be assigned
a zero value.  If exactly
two channels enter
the junction  NCHAN(J,3)
and the remaining NCHAN
values must be assigned
a zero value, etc.
                                      129

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Card
Column
                          Name
           Description
           56-60R
                NCHAN(J,5)
Channel number of
the fifth channel (if
it exists) entering junction
J.  If less than five
channels enter the
junction (NCHAN(J,5)
must be assigned a
zero value.
     Card 5 is repeated
     for each junction
     in the network
     (NJ cards).

*6         1-5R
           6-13R.


           14-21R.


           22-29R.
                N


                CLEN(N)


                B(N)


                AREA(N)
           30-37R.




           38-45R.


           46-53R.

           54-58R
                R(N)




                CN(N)


                V(N)


                NJUNC(N,1)
Channel number (read
as dummy variable
NN to check card  sequence).

Length of channel N,
in feet.

Width of channel N5
in feet.

Initial cross-sectional
area of channel N,
in square feet. Must
correspond to the  initial
heads specified at the
junctions at the ends
of the channel.

Hydraulic radius of
channel N, in feet,
Taken as the channel
depth.

Manning's roughness
coefficient, dimension!ess.

Initial mean velocity
in channel N, in fps.

The junction number
at one end of channel
N,
                                      130

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Card
     Column
Name
                                                           Description
*7
           59.63R
Card 6 is repeated
in the network
(NC cards).

      1-5R
     6-10R
      11-15R
                      NJUNC(N,2)
JPRT(l)
JPRT(2)
JPRT(2)
                     The junction number
                     at the other end of
                     channel N.
Numbers of those junctions
for which printout is
desired.  There will
be NOPRT different
junction numbers, fourteen
to a card.  The numbers
need not be in sequence.
           I-5R


           1-10R.

           11-20R
           11-30R.
                      NK
                      PERIOD
                     A (2)
                     Card 1 is repeated as many
                     times as necessary to include
                     all junction numbers for
                     which printout is desired.

                     Number  of coefficients
                     used to specify the tidal
                     input.

                     Period of the input tide,
                     in hours.

                     Coefficients for tidal input
                     at specified junction(s).
                     Obtained from regression
                     analysis program, REGAN.
10
     71-80R.
     1-3R

     1-5R

     5-10R
A(7)
NJSW

JSW(l)

JSW(Z)
Number of junctions with
hydrograph input.

Junction number for first
hydrograph.

Junction number for second
hydrograph.
           etc.
                      JSW(NJSW)
                      Junction number for last
                      hydrograph (maximum 100).
                                 131

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Card

12

*13
     Column

     1-10R.

     1-10R.

     11-20R.
QE(1)

QE(2)
           Description

Time of following set of
hydrograph points (seconds).

Ordinate of first hydrograph
at time TE (cfs).

Ordinate of second hydrograph
at time TE.
14
15
      etc.


Cards 12 and 13
will be repeated
for each succeeding
set of hydrograph
points.

      1-5
      1-80
                           QE(NJSW)
16
17
      1-80
      1-5R
           6-1 OR
ALPHA(I)
ALPHA (I)
NODYN
                      NPFACT
                      Ordinate of last hydrograph
                      at time TE.
99999 - this card signals
the end of the last set of
hydrographs.

Alphanumeric identifier-
-printed as part of heading
for printout resulting from
HYBEX.   I = 41,60 with A4
format.

Alphanumeric identifier
—printed  as part of heading
for printout resulting from
HYDEX.   I = 61,80 with A4
format.

Number of hydraulic time
steps per  quality time step.
Defines the quality time
step as the product of NODYN
and DELT.

Number of tidal periods
to be retained for water
quality simulation.
NOTE:  Cards 10, 11 and 12 are read by Subroutine HYDEX but immediately
           follow the previous data cards.
                                       132

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             DYNAMIC WATER QUALITY PROGRAM (DYNQUA)
                  Data Formats and Specifications - June 1974
     In the following description defining the format of the input data deck
required to execute program DYNQUA the symbols
      *
      a
      R
      R.
denotes that a series of cards as described may be required.
denotes that the card or series of  cards may not be required.
indicates "right  hand justified," i.e., any quantity  so described must
appear as far as possible to the right of its data field.
indicates a decimal point must appear in  the field.
indicates that the value is right hand justified but may have a decimal
point to override the programmed decimal point.
indicates the continuation of the same format on  a card.
           Indicates the start of a new card.
Card
Column
1-5R
           6-1 OR
           1-15R
           16-ZOR
           21-25R
Name
NJ
                 NC
                 NSTART
                 NSTOP
                 NODYN
           Description
Total number of junctions
in system.  Identical to
NH in program DYNHYD.
Total number of channels
in system.  Identical to
NC in Program DYNHYD.
Cycle number from hydraulic
solution which is the initial
cycle on the hydraulic extract
input tape 3. Identical to
NSTART in  DYNHYD  (HYDEX).
Cycle number from hydraulic
solution which is the final
cycle on the hydraulic extract
tape 3.  Identical to NSTOP
in Subroutine HYDEX.
Number of hydraulic time
steps per quality time step.
Identical to NODYN in Subroutine
HYDEX,.
                                        133

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Card       Column
           26-30R
           Blank Card
           1-5R
Name

M START
NRSTRT
           6-1 OR
INCYC
           11-15R
NQCYC
           16-20R
           Z1-25R
KZOP
KDCOP
           26-30R
NTAG
           31-40R.
CDIFFK
           Description

Starting cycle (on tape 3)
for repeating last segment
of hydraulics.

This card contains variables
no longer used in the program.

Cycle number on input tape
3 (hydraulic extract tape)
at which quality run is to
begin (NSTART <  NSTRT
<  NSTOP).

Initial quality cycle number.
For first run of a series INCYC
should equal 1. For continuation
or restart runs INCYC should
equal x+1 where x equals
the number  of cycles completed
previously.

Total number of quality
cycles  to be completed.
NQCYC must include all
cycles previously completed,
i.e., NQCYC equals INCYC
plus the additional cycles
to be completed in the current
run.

Control option for calling
Subroutines ZONES.  KZOP
must equal 1 to call ZONES
or 2 to bypass ZONES.

Control option for printout
of depletion correction
message. KDCOP must
equal 1  for printout or 2
to delete printout of depletion
correction message.

Counter which is reset to
zero at the completion of
each full tidal cycle.  NTAG
varies between zero and
NSPEC where NSPEC is
the number  of quality cycles
per tidal cycle.

Constant for computing
diffusion coefficient.
                                       134

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Card
Column
1-5R
Name
EPRT
           6-10R
                 NQPRT
           11-15R
           16-20R
                 NEXTPR
                 INTBIG
           Z1-Z5R
                 IWRITE
           26-30R
           31-35R
                 NEXTWR
                 IWRINT
5     1-80
           1-80
                 ALPHA(I)
                 ALPHA (I)
           Description

Initial print cycle (IPRT
must be  > INCYC).  Printout
begins for the first time
at cycle IPRT and continues
for one full tidal cycle at
intervals of NQPRT cycles
(time steps).

Number of quality cycles
(time steps) between printouts.
NQPRT normally is such
that printout is obtained
at hourly or two-hour intervals.

Quality cycle number at which printout
begins for second time and continues
at NQPRT intervals for a full tidal cycle.

Interval, in quality cycles
(time steps), between the
start of printouts over a
full tidal cycle.  NEXTPR
is increased by INTBIG at
the completion of each
full tidal cycle of output.

Cycle number at which
storage of quality data on
tape or disk begins for the
first time. Data for each
time step over a full tidal
cycle is passed to Subroutine
Qualex.

Cycle number at which
storage of quality data on
tape or disk begins for the
second time.

Interval, in quality cycles
(time steps), between the
storage of data on tape
or disk. NEXTWR is increased
by IWRINT at the completion
of storing data for a full
tidal cycle. Quality summaries
are obtained at IWRINT
intervals.

Alphanumeric identifier
for quality run— printed
as heading for output (1=41,60
with A4 format).

Alphanumeric identifier
for quality run— printed
as heading for output (1=61,80
with A4 format).
                                        135

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Card      Column

7         1-5R
8
1-5R
Name

NUMCON

NCONDK(l)
          6-1 OR
                NCONOX(l)
          Etc.
          1-5
                NR
10
1-10


11-20


21-30


31-40

41-50


51-60
NFJ(I)


NLJ(I)



PHOTT(I)



RESS(I)


DEPTHH(I)



BENTT(I)
           Description

Number of quality constituents
considered in the (1  
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Card
Column
Name
           Description

Cards 11 and 12 should be
omitted if NCONDK(1)=0.
           1-10
                DECAY(l)
           11-20R
                 REOXK(l)
           21-30
           31-40R.

           41-50R.

           51-60R.



           61-70R



           71-80R.
                 RORDER(l)


                 TEMP(l)


                 BACKC(l)




                 IREOXK(l)



                 THETA(l)
                      Decay coefficient (base
                      e, per day) applied to the
                      nonconservative constituent
                      assigned to NCONDK(l),i.e.,
                      to the first nonconservative
                      constituent.

                      Reoxygenation coefficient
                      (base e, per day) applied
                      to the DO constituent (if
                      any) assigned to NCONOX
                      (1).
                      Blank
                      = 1., use first order equation.
                      =2.} use second order equation.

                      Temperature (base 20 )
                      for correction of rate constants.

                      Background concentration
                      for this constituent; computed
                      value will not be less than
                      BACKC.

                      =1, Reoxygenation will occur
                      for this constituent.
                      =0, Reoxygenation will not
                      occur for this constituent.

                      Water temperature (  C).
           Etc.
*12        1-80
                 ALPHA(I)
13
1-10R.
                      Maximum 5 constituents.

                      Alphanumeric identifier,
                      one card for each constituent
                      (1=121, NALPHA where
                      NALPHA = NUMCON*20).

                      Concentration limit for
                      first constituent.  Run is
                      aborted is concentration
                      exceeds C LIMIT.
                                  137

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Card       Column
                Name
                                 Description
           11-ZOR.
                CLIMIT(Z)
                      Concentration limit for
                      second constituent.
14
          41-50R.
1-5R
CLIMIT(5)

NUNITS
15
1-3R


4-7R


9-HR



1Z-15R



16-ZOR.

21-28R.


29-33R.

34-41R.
JDIVl(l)



JDIVZ(l)



JRETl(l)




JRET2(1)




RETFAC(1,1)

CONST(1,1)


RETFAC(1,Z)


CONST(1,Z)
Concentration limit for
fifth constituent.

The number of units for
which waste water return
factors are applied. A unit
consists of two junctions
at which diversions occur
and two junctions  at which
the waste water from those
diversions is returned. The
same factor is applied to
both junctions in each pair.

If NUNITS-0, cards 13 should
be omitted.

The junction number of
the first diversion in unit
                                                The junction number of
                                                second diversion in unit
                                                1.

                                                The junction number of
                                                the first return  flow in unit
                                                1. JRETl(l) is paired  with
                                                JDIVl(l).

                                                The junction number of
                                                the second return flow in
                                                unit 1.  JRETZ(l) is paired
                                                with JDIVZ(l).

                                                Return  factor for unit 1
                                                and constituent 1.

                                                Constant applied to junction
                                                in unit 1 for constituent  1.

                                                Return  factor for unit 1
                                                and constituent 2.

                                                Constant for unit 1 and
                                                constituent 2.
                                138

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Card
*16
17
Column
68-72R.

73-80R.

Etc.
1-5R


6-15R.
16-25R.


26-35R.



36-45R.



46-55R.
Etc.
1-5R.
Name
RETFAC(1S5)

CONST(1,5)
                            CBASE(J,1)
                            C(J,2)
                            CBASE(J,2)
NGROUP(l)
*18
1-5R.
FACTR(1,1)
           6-10R
                 NJSTRT(191)
           Description

Return factor for unit 1
and constituent 5.

Constant for unit 1 and
constituent 5.

NUITS times.

Junction number^  Read
as dummy variable  JJ to
check  card sequence.

Field not used,
Initial  concentration assigned
to junction J for the first
constituent.

The specified concentration
of the  first constituent
in. the base flow discharge
QUINST(J) at junction J.

Initial  concentration assigned
to junction J for the second
constituent (if more than
one constituent is considered).

The specified concentration
of the  second constituent
in the base flow discharge
QINST(J).
The number of groups (up
to 10) of junction numbers
for which it is desired to
increment the initial concentrations
of the first constituent
which were previously read
as input,  There is no limit
(up to NJ) to the number
of junctions comprising
a group but the numbers
must be consecutive.

Multiplication factor to
be applied to the Initial
concentration of the first
constituent at those junctions
in the first group.  This
card will not be required
if NGRGUP(1)=Q.

The first (lowest) junction
number in the sequence
of junctions comprising
the first group for first
constituent.
                                 139

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Card
Column

11-15R
Name
NJSTOP(131)
19
Etc.
1-5R
KNOP(l)
           6-1 OR
                KBOP(2)
ZO

21
Etc.
1-5R

1-10R.
NSPEC
           11-20R.
                CIN(1,2)
           Description
The final (highest) junction
number in the sequence
of junctions comprising
the first group for the first
constituent.
Control option for specifying
concentration of first constituent
at boundary. If boundary
concentration is constant
over full tidal cycle KBOP(1) = 1,
if variable over tidal cycle
KBOP(1)=Z.

Control option for specifying
concentration of second
constituent at boundary,
KBOP(2)=1 for constant
boundary, or 2 for variable
boundary.
The number of quality time
steps per tidal cycle.

The boundary concentration
specified for the first constituent
for the initial time step.
If KBOP(1)=1  then CIN(1,1)
is the constant boundary
concentration and no additional
specification is required
for the first constituent.

The boundary concentration
specified for the first constituent
for the second time step
if KBOP(1)=2.
           61-70R
                CIN(1,7)
                                                The boundary concentration
                                                specified for  the first constituent
                                                for the seventh time step.
          Etc.
                                                 Card Zl is repeated as necessary
                                                 to specify all NSPEC boundary
                                                 concentrations for the first
                                                 constituent.
                                140

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Card
Column
Name
           Description
22
*23
1-5R
1-5R
           6-1 OR
NOPRT


JPRT(l)


JPRT(2)
The total number of junctions
for which printout is desired.

Junction number for which
printout is  desired.

Junction number for which
printout is  desired.
24

25
Etc.

1-3R

1-5R


6-10R
NJSW

JSW(l)


JSW(Z)
Number of junctions with
pollutograph input.

Junction number for first
pollutograph.

Junction number for second
pollutograph.
 26


 27
Etc.


1-10R.


1-10R.


11-20R.
JSW(NJSW)


TE


CSPEC1



CSPEC1
Junction number for last
pollutograph (maximum
100).

Time of following set of
pollutograph points (hrs.).

Ordinate of pollutograph
for first constituent, first
junction at time TE(tngl).

Ordinate of pollutograph
for first constituent, second
junction at time TE(mgl).
           Etc.
                 CSPEC1
                      Ordinate of pollutograph
                      for first constituent, last
                      junction at time TE(rngl).
                                 141

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Data Sources
     The source of data for the estuary model has been a series  of studies and
                  ,   .   A 1A       21, 22, 23, 24, 25, and 26
reports done over the last 10 years.
Theories and Algorithms

     The estuary mode! is a real time system incorporating hydraulic and quality
components. The hydraulic solution describes tidal movement, while the quality
solution considers the basic transport mechanisms of advection and dispersion as
well as the  pertinent sources and sinks  of each constituent.  The estuary model
can  concurrently  simulate  five different constituents.   They may  be either
conservative or nonconservative and  may be interrelated in  any  mathematical
linkage.  A detailed description of  the theory behind this model is available from
    19
EPA  , while the sequence of calculations in the algorithm is presented below.

Estuary Hydrodynamic Model

     A summary  of the mathematical analyses  and  constants is  presented in
Appendix B.  Equations  1  through  11  are solved, as used in the model? for each
ninety-second time step for each junction of the estuary.  The solutions of these
equations for the first  time step are used as input data for the subsequent time
step.   The  equations  are  solved  in two  steps during the time  step to aid in
obtaining a  stable solution and  to shorten the number of time steps required to
reach a steady state estuary flow  condition; that is, until the start of the next
tidal cycle  at  each junction are  identical to  the heads of the preceding tidal
cycle at the corresponding junctions.
                                       142

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     In the first half of the time step the "a" equations are solved (that is  la ,
2a   , etc.) while in the  second  half of  the  time the "b" equations are solved.
Essentially, the solutions of the "a" equations provide a rough approximation of
the junction heads and channel velocities which are then used in the "b" equations
to obtain more accurate estimates of  the junction heads and channel velocities
required for the Estuary Quality Model.  Equations 12  and  13  are applied only
in the latter half  of the  time step.   A description of the  solution of these
equations for a pair of adjacent junctions and their channels is now discussed.

     A friction coefficient using Eq.  2a is calculated by means of the Chezy-
Manning  relationship with  a value for  the hydraulic radius of  the channel
connecting  the adjacent junctions  calculated  from Eq.  la  using the vertical
cross-section of the  channel at  the start of the time step,  Eq.  3a  is used to
calculate the change in head between adjacent junctions at the start of the time
step. This result is used by Eq. 4a to determine the change in channel cross-
section area connecting adjacent junctions at the start of the time step.  A flow
rate is calculated for each channel leaving the junction by Eq. 5a .  Equation
 6a  is used  to sum  the net flows  out of a junction including withdrawals  for
water  supply and  irrigation,  water additions  from streams tributary  to  the
estuary and from waste  treatment facility flows into the estuary and storm water
flows into the estuary during storms.  Equation   7a  then is used to calculate a
new head for the junction as a result of these flows occurring during the first
half of the time step.

     Equation  7a  together with the  value  of  the head of a junction from  the
end  of the  previous  time step,  an average  change in head  along the channel
between adjacent junctions for  the first  half of the time step, is  calculated by
Eq.  8a  .  This now enables Eq.  9a to calculate an  average  cross-section  area of
the  channel  for the  middle of the  time  step.   Using the channel cross-section
area changes obtained from Eq.  4a  and the junction head changes obtained from
Eq.  8a , and Eq. lOa, one can calculate an average velocity gradient for the first
half of the  time step along a channel connecting adjacent junctions. This value
of velocity gradient together with the channel friction coefficient of Eq. 2a, the
value of channel velocity at the start of  the time step, a. channel head gradient
obtained  from Eq. 3a, and input data on the length of the channel,  is used in Eq.
Ha to determine channel velocity between adjacent junctions.
                                       143

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     In  a similar  manner Eq.   Ib  through  lib    are solved with one
exception; at the most seaward junction the head at the end of the time step
is  calculated from given data representing the tidal boundary condition.  At
this junction Eq.  12   and 13  are used.  The varying head operating at the
seaward  junction  of  the  estuary provides  the driving force seen at the
remaining junctions of the estuary as a variation in water level.

Estuary Water Quality Model

     The Estuary Quality Model  is used to calculate the concentration of
five  constituents in the Potomac Estuary.   For the  114 junctions of the
Potomac Estuary concentrations  are calculated each half hour.   Thus for
each tidal day, (25 hours), 28,500 concentrations are calculated.   The five
constituents are BOD dissolved oxygen, ammonia, nitrate,  and chlorophyll A
of photosynthetic phytoplankton.

     The interaction  of  these constituents is shown in Figure 23,  for one
junction  and one time  step. The BOD,- load in the junction reacts during the
time step with the dissolved oxygen in the junction to result  in the exertion
of an ultimate carbonaceous oxygen demand.  Similarly the ammonia (NHL)
load in the junction reacts during  the time step with the dissolved oxygen in
the junction  to  result  in  the  exertion of  an ultimate nitrogenous oxygen
demand.   The sum of  the ultimate carbonaceous and nitrogenous oxygen
demand are represented in the figure as ultimate O9 demand.
                                                Lt

     The ammonia is oxidized in the estuary in a nitrification process to
form nitrate.  The chemical equations are shown in Appendix C,  Eq.   14  .
The  nitrate  is   incorporated  into  photosynthetic  phytoplankton in  the
proportion, 93 micrograms of chlorophyll A per milligram of nitrate as N.
                                      144

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                              Chlorophyll "a" of Phytoplanton
                                  Benthic Oxygen Demand
FIGURE 23.  WATER QUALITY MODEL BASIS FOR COMPUTATICNS
                                         145

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     The mass of chlorophyll A, which is  a measure of the photbsynthetic
phytoplankton in the junction, adds dissolved oxygen through the process of
photosynthesis to the junction at the rate of 0.012 milligrams of O, per hour
per microgram of chlorophyll A.  This reaction, however, takes place during
daytime  and only in the euphotic zone.  The depth was  set at two feet and
the daytime portion of the diurnal cycle was set at 1Z hours in the model for
all junctions.

     To  account for respiration,  the mass of chlorophyll A is used to remove
dissolved oxygen from the junction at the rate of between 0.0006 and 0.0008
milligrams of O-, per hour per microgram  of chlorophyll A.  This reaction
               LJ
takes place in the model throughout the diurnal  cycle in the full depth of
estuary for all junctions.
     Oxygen is  added  through the  air-water interface  to  the junction by
aeration.  This  effect  is modeled  using  the  O'Connor-Dobbins  multiple
regression  equation to calculate  the reaeration coefficient.  The reaeration
coefficient equation is  shown in  Appendix C, as Eq.  1Z  .  The amount of
oxygen   added  by  the  model to the junction  during  the  time  step is
proportional to the dissolved  oxygen saturation deficit.

     Dissolved oxygen  is removed from the junction by  the consumption of
oxygen by the benthos based on a constant  for all junctions of 1 gram of O7
                                                                        h
per square  meter per day.

     The interaction of the  constituents take place at varying rates in first
order reactions; the equation of  which is shown in Appendix  D, Eq.   Zl   .
The values of the reaction rates  are  shown  in the constants section of
Appendix D.  The half-life of ammonia in a junction due to its reaction with
oxygen is 3,01 days.  The half-life of BODg due to its reaction with oxygen in
a junction is 4.08 days.  The  half-life of chlorophyll A because of predation in
the junction is 7.3Z  days. The half-life of nitrate in a junction due to uptake
                                    146

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by photosynthetic  phytoplankton is 7.69 days.  All of these half-lives are
based on  a water temperature of 20  C; adjustment for water temperature
other than 20 C is performed by Eq.  22  of Appendix D.

      The concentrations of the five constituents are calculated for  each
thirty-minute time step in  the Estuary Quality Model in a manner which is
summarized in the  thirty equations of Appendix D.  These equations repre-
sent the calculations of the five constituents concentrations at one junction
for one time step.

      The concentration of  each  constituent in a junction for each time step
is calculated by Eq.  1  based on the  mass of the constituent in the junction
and the volume of the  junction at the end of the  half-hour time step.  The
volume of the junction  at the end of the  time step is calculated by Eq. 2
using data  from   the  Estuary  Hydrodynamic Model.  The mass of  the
constituent at the end of the time step is calculated for dissolved oxygen by
Eq. 3  , for ammonia by Eq. 19,  and for BOD,- by Eq.  23 , for chlorophyll A
by Eq.  27  , and for nitrate  by Eq.  29  .  These  constituent masses  in a
junction at  the end of  the time step are based on physical, chemical, and
biological processes in  addition  to being based on the initial mass of the
constituent in the junction adjusted for an addition of mass from stormwater
flows and treatment plant flows by Eq.  4  .

      The physical  processes  primarily  consist  of the  advection of  the
constituents in the direction of the flow  simulated for each junction by the
Estuary Hydrodynamic  Model; and diffusion  of the constituents toward the
junction of  lower constituent concentration.  The mass of each constituent
advected  between  adjacent junctions during a time step in the direction of
flow  is calculated by  Eq.  5  utilizing the  quarter-point  concentration
defined and calculated  by Eq.  6  .  The mass of each constituent transferred
by diffusion between adjacent junctions during a time step in the  direction
from higher to lower concentration is calculated by Eq. 7  using a diffusion
coeffient  in the channel connecting the adjacent junctions calculated by Eq.
 8 .  Equation 8  , however, requires the calculation of hydraulic radius by
application  of Eq.  9    which is  based on  the results  of the  Estuary
Hydrodynamic Model.
                                    147

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     In addition to  the  advection and diffusion, a third physical process is
simulated by the Estuary Quality Model, that is  aeration or reaeration. The
mass  of molecular  oxygen in  a  junction  at the  end of  a  time step,  as
previously  mentioned, is calculated by Eq.  3  .   One term of this equation
represents  the  mass of molecular oxygen added  to the junction by aeration
during the time  step.  This term is  calculated  by Eq.   10   based on the
dissolved oxygen saturation deficit at the  start of the time step  and the
ratio of the mass of oxygen deficient in the junction at the start of the time
step.  This ratio  is calculated by Eq.  11  based on a reaeration  coefficient
determined using the O'Connor-Dobbins relationship presented  as  Eq.  12
 which is corrected for temperature by Eq.  13  .

     The chemical  and biological processes are reflected in  the model  as
the remaining five terms of Eq. 3  .  The  first  of these terms representing
the mass  of molecular oxygen  removed from a junction, by reaction with
ammonia, is calculated  by Eq.   14 .  This equation converts the mass  of
ammonia as N  removed  from  the junction during the time  step by reaction
with molecular  oxygen to  the mass of molecular oxygen removed from the
junction during  the  time step by reaction with ammonia  as N. Eq.   20  is
required to determine the mass  of ammonia reacting with  oxygen in the
junction during the time step based on a decay rate calculated by Eq.  21  .
Eq. 22  is also used  to  correct  the  decay  rate  constant  for  temperature.
The decay constant  is presented in the "CONSTANTS" section of Appendix
D.

     The second of the  five chemical-biological terms of Eq.  3  represents
the mass  of  molecular oxygen removed  during the time step from the
junction by  reaction with ultimate  biochemical  oxygen  demanding sub-
stances. Eq.   24 is used for this calculation based on the  mass  of five-day
biochemical oxygen  demand exerted during the  time step  calculated by Eq.
 25 and converted to oxygen demanding substances on an ultimate  basis by
                                     148

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application  of Eq. 26  and by application of the constant, Ro> which states
that one  milligram  of dissolved oxygen is  used in the reaction with one
milligram of ultimate biochemical oxygen demanding substances. Equation
25  also requires the use of Eq. 21  to calculate the reaction rate between
the oxygen demanding substances and the molecular oxygen in the junction.
     The third  and fourth of the five chemical-biological terms of Eq. 3
are used  to represent the mass  of molecular  oxygen  removed  from the
junction by respiration and added to  the junction by photosynthesis during
the time step. Eq.  15  is used to calculate the respiration term and Eq. 16
is used to  calculate  the photosynthesis terms.  Both  of  these  equations
require an  input representing  the  mass of chlorophyll A  in  the junction
calculated by Eq. 27   at the end of the previous time step. Equation  27
is used to sum the terms changing the  chlorophyll A levels of a junction from
the start of a  time  step in  the same  manner  that Eq. 3  sums the terms
changing  the dissolved oxygen level of  a junction from the start of a time
step.  Thus Eq. 27 utilizes a term  for  chlorophyll A advection, calculated
by Eq.  5  ; diffusion, calculated by Eq.  6 and   7 ; and decay, calculated by
Eq. 28  .  However, an additional term is used to represent the addition of
Chlorophyll A which itself is proportional, in the model, to the concentration
of photosynthetic phytoplankton.  The  relation between chlorophyll A and
nitrate  is shown in the "CONSTANTS" section of Appendix D.  To solve the
photosynthesis term of Eq. 3  by use of Eq.  16  also requires the solution of
Eq. 17  to establish the volume of the euphotic zone.

      The last  term  of Eq.  3  is  used to represent the mass  of molecular
oxygen removed from the junction by reaction  with  the benthos of  the
junction during  the  time step.  Eq.  18 is used to calculate this oxygen
demand based on a benthic oxygen  demand  of  1  gram of molecular oxygen
per square meter per day.

      At this time Eq. 3  can be solved for  the  dissolved oxygen concentra-
tion in  the junction at the end of the time  step.  Similarly, Eq. 19 can  be
solved for the ammonia concentration at the junction; Eq.  23   can be solved
for the five day BOD concentration at  simulation temperature; Eq. 27 can
be solved for the chorophyll A concentration;  and Eq. 29  can be solved for
the nitrate concentration at the end of the time step.
                                149

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     These equations  are solved for  each junction and channel, until  the
concentration at each junction  throughout one  tidal  cycle  are repeated
during the subsequent tidal cycle.

Model Outputs

     Sample outputs for  the components of the estuary model are found in
Appendix  C and D.  In addition  to what is presented in these  appendices,
much of the input data are printed out for informational purposes.

     Estuary hydrodynamic model outputs include:
     (a)    Description of the hydraulic system in terms of head, velocity
           and flow  every 90-seconds.
     (b)    Channel and junction physical characteristics.
     (c)    Maximum, minimum and average head and when it occurs.
      (d)    Tidal range in  each junction.

     Estuary water quality model outputs include:
      (a)    Description of hydraulic input, and mean tide.
      (b)    Concentrations of each water quality parameter at  each junction
           every 30  minutes.
      (c)    Average, minimum and maximum concentration for each water
           quality parameter at each junction.
      (d)    All input data, coefficients and constants of all equations used
           in the model.

Model Availability
     The  most recent  version  of the  Potomac  Estuary Model may be
obtained from the:
                          Annapolis Field Office
                          U.S.E.P.A. - Region HI
                         Annapolis Science Center
                       Annapolis, Maryland  21801
                                    150

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                             REFERENCES
 1.  Spooner, C. S.;  Graham, P. H.; Promise, J.;  and Febiger,  W.
          Technical Summary of the Framework Water Resources Planning
          Model.  Washington, D.C.:  Metropolitan Washington Council
          of Governments, 1974.

 2.  Metropolitan Washington Council of Governments, Report on the Use
          of Regional Plumbing Codes to Effect Water_Conservation.
          Washington, B.C.  June 1973.

 3.  U.S. Environmental Protection Agency.  "State and Local Assistance -
          40 CFR 35,  Subpart E, Appendix A, Cost  Effectiveness Analysis,
          Final Regulations."  Federal Register.   39(29):5268-5270.
          February 11, 1974.

 4.  Spooner, Charles S.; Promise, John; and Graham, Philip H. A
          Demonstration of Areawide Water Resources Planning.   Wash-
          ington, D.C.:  Metropolitan Washington  Council of Governments,
          1974.

 5.  Federal Water Pollution Control Acts of 1972.  U.S.  Code,
          Vol. 33 (1972).

 6.  Peat, Marwick,  Mitchell, and Co.  "Empiric"  Activity Allocation
          Model:  Application to the Washington Metropolitan Region.
          Washington, D.C. :  Metropolitan Washington Council of Govern-
          ments, 1972.

 7-  Hittman Associates,  Inc.  MAIN I, A System of Computerized Models for
          Calculating and Evaluating Municipal Water Requirements.
          Vol. I:  Development of the MAIN I System   Washington,  D.C.:
          Office of Water Resources Research, U.S. Department of  the
          Interior,  1968.

 8.  Hittman Associates,  Inc.  MAIN I, A System of Computerized Models
          for Calculating and Evaluating Municipal Water Requirements.
          Vol. II:  Description of the MAIN I System and Library  of Water
          Usage Parameters.  Washington, D.C. : Office of Water Resources
          Research,  U.S.  Department of the Interior, 1968.

 9.  Hittman Associates,  Inc.  MAIN I, A System of Computerized Models
          for_Calcul3.ting and Evaluating Municipal Water Requirements.
          Addendum to Final Report.  Washington,  D.C.:  Office of Water
          Resources Research, U.S. Department of  the Interior, 1969.

10.  Hittman Associates,  Inc.  Forecasting Municipal Water Requirements.
          Vol. I:  The MAIN II System.  Washington, D.C.s   Office of Water
          Resources Research, U.S. Department of  the Interior, 1969.
                                  151

-------
                                 -  2  -
11.  Howe,  Charles W.,  and Linaweaver, F. P. Jr.  The  Impact  of Price
          on Residential Water Demand and its  Relation to System Design
          and Price Structure.  Washington, D.C.:   Resources  for-the
          Future,  Inc.,  1967.

12.  Howe,  Charles W.,  et. .ajL.  Future Water Demands — The Impacts of
          Technological Change, Public Policies, and Changing Market
          Conditions on Water  Use  Patterns  of  Selected Sectors of  the
          United States Economy;   1970-1990.   Washington, D.C. :  Resources
          for the  Future, Inc., 1971

13.  Linaweaver, F. P.   Residential Water Use. Report II:  Phase  Two.
          Department of Sanitary Engineering and Water Resources,  the
          Johns Hopkins University. Washington, D.C.:  Federal Housing
          Administration, 1965.

14.  Linaweaver, F. P.   Residential Water Use. Report I:  Phase Two.
          Department of Sanitary Engineering and Water Resources,  the
          Johns Hopkins University. Washington, D.C.:  Federal Housing
          Administration, 1964.

15.  Washington Suburban Sanitary  Commission.  Water and Sewer Rates.
          Hyattsville,  Maryland, 1971.

16.  Wolff, Jerome B.;  Linaweaver,  F. P.; and  Geyer, John C.  Commercial
          Water Use. Department of Environmental Engineering Science,
          the Johns Hopkins University.  Baltimore  County, Maryland:
          Baltimore County Department of Public Works, 1966.

17.  Graham, P.; Costello, L.;  and Matton,   .  "Estimation of Impervious-
          ness and Specific Curb Length  for Forecasting Stormwater•Quality
          and Quantity."  Journal  of Water  Pollution Control  Federation,
          (April 1974) ,

18.  Metcalf and Eddy.   Stormwater Management  Model, Final Report.
          Washington, D..C. : Environmental  Protection  Agency, 1971.

19.  Feigner, K. and Harris, Howard S.   Documentation  Report, Federal
          Water Quality Administration Dynamic Estuary Model. Washington,
          D.C.: Federal Water Quality Administration, U.S. Department
          of the Interior, 1970.

20.  Hittman Associates, Inc.   Forecasting  Municipal_Water Requirements.
          Vol. II:  The Main II System Users Manual.   Washington,  D.C.:
          Office of Water Resources Research,  U.S.  Department of the
          Interior, 1969.

21.  Clark, L. J.  and Kenneth  D. Feigner,  "Mathematical Model Studies
          of Water Quality in  the  Potomac Estuary," Annapolis Field
          Office,  Region III,  EPA, March 1972.

22.  Jaworski, N.  A.; Clark, L. J.; and  Feigner, L. P.  A Water Resource-
          Water Supply  Study of the Potomac Estuary.   Washington,  D.C.:
          Chesapeake Technical Support Laboratory,  U.S. Environmental
          Protection Agency, Region III, 1971.

                                  152

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                               - 3 -
23.  Jaworski,  N.  A.  and Clark,  L.  J.   Physical Data_Pqtomac River Tidal
          System Including Mathematical Model Segmentation.   Washington,
          B.C.:  Chesapeake Technical  Support Laboratory,  U.S.  Environ-
          mental Protection Agency,  1970.

24.  Chesapeake Technical Support Laboratory.  Wate_r Duality Survey of
          the Potomac Estuary — 1965-1966 Data Report.   U.S. Environ-
          mental Protection Agency,  N.D.

25.  Chesapeake Technical Support Laboratory.
          the Potomac Estuary — 1967 Data Report.   U.S.  Environmental
          Protection Agency,  N.D.

26.  Chesapeake Technical Support Laboratory.   Water Quality Survey  of
          the Potomac Estuary — 1968 Data Report.   U.S.  Environmental
          Protection Agency,  N.D.

27-  Jaworski, N.  A. and Clark, L. J.  Nutrient Transport and^ Dissolved
          Oxygen Budget Studies in the Potomac Estuary;   Technical
          Report 37 , U.S. Environmental Protection  Agency.

28.  Lothrop, George T. and Hamburg,  John R.   "An Opportunity Access-
          ibility Model for Allocating Regional Growth."  Journal  of  the
          American Institute of : Planners (May  1965) , pp.  95-103.

29.  Dickey,  John W.j Leone,  Phillip A.,- and Scharte, Allan R.   "Use of
          TOPAZ for Generating Alternate Land  Use Schemes."  Highway
          Research Record.  Number 422, (1973), pp.  39-53.

30.  Goldner, William, Pro j active Land Use Model (PLUM) ;   A Model for
          the Spatial Allocation of Activities and  Land  Uses in a_Metro-
          politan Region.  BATSC Technical Report 219.  Berkeley: Bay
          Area Transportation Study Commission, 1968.

31.  Comprehensive Planning Organization.  Interactive Population Employ-
          ment Forecasting Model,  Technical Users'  Manual.   San Diego,
          California, 1974.

32.  Water Resources Engineers.  Modifications to the Potomac Estuary
          Model.  Springfield, Virginia:  1974.
                                  153

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                              APPENDIX A

 ALTERNATE MODELS FOR COMMUNITY DEVELOPMENT COMPONENT

     Urban land use and  community development models  have  received
much attention in the literature and in practical application in recent years.
These  computer  simulation models offer  data  processing  and  empirical
testing capabilities to evaluate  theories regarding the location of activities
in a region.  The models considered in this paper are, in general, economic
and/or population allocation models.

     The Opportunity-Accessibility model was  developed by  Lothrop and
         7 p
Hamburg  .   This is a model of  urban growth which  relies heavily on
transportation  concepts and  makes  use  of a  modification  of  Morton
Schneider's intervening opportunity model.

     Topaz,  a technique for the optimum placement  of activities in zones,
was developed for use  in  Melbourne, Australia by Brotchie, Toakley, and
Sharpe.   An application  to Blacksburg, Virginia  by  Dickey, Leone and
         29
Schwarte  is considered here.
                                                                   o /
     Plum,  the projective land use model, was developed by Goldner  > and
has been applied to studies in  San Francisco 1968, San Diego 197Z, and is
curreniiy being used in  Baltimore.  Plum is a successor to the  Lowry Model,
developed by Ira Lowry  for the Rand Corporation in 1964.

     IPEF73 Interactive Population Employment Forecasting Model   was
developed  by the Comprehensive Planning Organization  of  the San Diego
Region although it has  been used  by a number of agencies in other areas of
the Country.
                                  154

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                                         Z8
OPPORTUNITY ACCESSIBILITY MODEL
      The purpose of the model is to allocate future estimates of activities
(trip distributions)  to  small  geographic areas,  and forecast future distribu-
tion of  people and  trip  making.   Essentially, opportunities accessibility
involves  two  concepts.    One,  asserts  that  the  tripmaker  will  have
alternatives for satisfying his trip purpose.  The second, asserts that there is
a finite probability that tlie tripmaker will stop at any of the alternatvies.
This probability increases  at each successfully  encountered alternative, with
each prior alternative not  taken.

      The model requires  a measure of opportunities in  each zone, and a
measure of zone to zone  travel time which serves as a basis for ranking
zones.   The probability of a  trip  terminating in any zone can  then  be
calculated.

      The model can be used to  examine regional growth that might result
from certain policies with respect to land development. For example? given
a prescribed density,  the model could be used  to examine development that
might occur.
                           . .   . , lo   -l(o+oj) v
                          Aj = A(e   -e      J  )
                                  Where:
Aj = the amount of activity to be allocated to zone j
A  = the aggregate amount of activity to be allocated.
1  = probability of a unit of activity being sited at a given opportunity.
o  = the opportunities for siting a limit of activity  rank  ordered by access
value and preceding zone j.
oj  =• the opportunities in zone i.
                                    155

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Criteria for Model Design

1.    The model based on a theoretical statement of the mechanisms of land
      development. Although it need not simulate individual decisions within
      the  land market, it  should give results which correspond to the real
      world.

2.    The model should be incremental and recursive.  Ideally, data on past
      land use and transportation systems  should be used to simulate  the
      present  development pattern.  If this ability is lacking increments of
      growth should be layered on the present structure.

3.    The model should be relatively simple.  A finite number of land uses
      and a minimum number  of sub-sets  of households should be required to
      minimize the difficulties of data acquisition and handling.

4.    Ideally,  the calculation  of  activity density should be contained within
      the  model.  Alternately,  the model should readily  accept exogenous
      densities.

5.    The model should accept alternatives measures or  indices of access.
      This condition provides  the flexibility required for situations in  which
      one measure is particularly appropriate to  a given activity type with  a
      different measure of access.  This condition provides the flexibility
      required for situations in which one measure is particularly appropriate
      to a given activity  type while a different measure  of access is best
      suited to other activity  types.

6.    The model should be able  to accept data  from redevelopment,  urban
      renewal, or  new-town  plans.   This operation  can  be  handled as  a
      preliminary  updating (internal  to   the  model)  of   the  land use  and
      activity base  or it can be done within the main frame of the model.

7.    The  model  should be capable of being claibrated.   For  example,  it
      should be possible to simulate past  growth, or at least to calibrate the
      model parameters using the present  structure.
                                  156

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8.     Provision  for sensitivity analysis should be  considered in the design of
      the model. It is vital to be able  to evaluate the effect of unit changes
      in  a  given parameter  on  all facets of  the  allocation produced  by the
      model.

9.     The output of the model should permit easy  and rapid  comprehension
      of  allocation results,  with particular  emphasis on  a simple graphic
      description of settlement patterns.  This graphic output is particularly
      important for the comprehension and evaluation of alternative  model
      inputs.  Tabular  outputs  which  can be  used in calibration,  sensitivity
      analysis, and allocation evaluation are also an obvious requirement.

10.   Output  from the model  should  be  directly usable  in existing  traffic
      assignment procedures to minimize the difficulty and time involved in
      applying the results of the operation of  the model.
                                   157

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        29
TOPAZ
         Technique for Optimum Placement of Activities in Zones

     Initially developed for use in Melbourne, Australia.   The intent is to
use a gravity model to generate land use allocation schemes that are optimal
according to a set of objectives.

     Capitol costs  for water,  sewerage,  local streets,  electricity,  and
individual building units are compiled for each zone and used  in conjunction
with travel  costs and land use information to  devise overall cost  minus
benefit values for the schemes.

     A prediction was made of how much capital costs would be  needed by
1985 for high and low density residential land and industrial land.  Topaz was
then used  to allocate the needed  land use  areas so as to minimize  public
services and travel  costs.   Solutions were constrained so  that areas  would
not be developed over  their capacity.

     The  objective of Topaz is to minimize the  combination  of overall
travel costs and capital costs minus  benefits.   Travel between  zones and
travel  costs are determined with a gravity model. Capital costs and benefits
are input values. The formulation of Topaz can be presented as follows:

MINZ  = E E Cij Xij + E  Kjk E PRi(Xij  + Eij)EATi(Xlk +  Eik)  ~Tjk2
         i  j            j   k   L                 E EATi(Xin+Ein)  1
                            EXij  = Ai, All i

                             EXij  = Bj,  Allj

                                EAi =  EBj
                                   158

-------
      Topaz  has been  found to have  an extremely fast computation time.
For  a problem  with  976 variables computing  times  on  the IBM  360/65
Computer were about 1 minute.

The notation used is as follows:

Xij   = amount of activity i allocated to zone j, acres;
Eij   = existing amount of activity i in zone j, acres;
Ai   = future amount of activity i to be allocated, acres;
Bj    = area available for development in zone j, acres;
Csij   = unit establishments benefits or capital costs for services for activity
       i in zone j, dollars/acre;
Cij   = total establishment costs-benefits for locating activity i in zone
      j, dollars/acre;
PRi   - daily vehicular trip production rate  for activity i, vehicles/day/acre;
ATi   = daily vehicular trip attraction ratefor activity i, vehicles/day/acre;
S2   = speed over  link 1, mph;;
L2   = length of link 1, miles;
Pjk   = set of links on the minimum time path from zone j to kj
Tjk   = minimum highway travel time from  zone j to k, min;
Mjk   = distance over minimum highway travel time path from zone j to
       k, miles;
d     = number of repetitions of daily trips  in a year;
y     = length of planning horizon, years;
pm_   - vehicular cost to travel over link 1,  dollars/mile;
z     = sum total of all travel costs and establishment cost-benefits, dollars;
z     = value of the objective function of the linear "transportation problem,"
       dollars; and
Kjk   = cost over the planning period for a repetitive trip from zone j to k,
       dollars/daily trip.
                                   159

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PLUM

                        Projection Land Use Model

      A successor to the Lowry Model.  It was implemented to provide the
land use allocations and small zone forecasts of population,  dwelling units,
and employment.

      The model is  concerned with a set  of  tripmakers and their work to
home or home to work tripmaking behavior.

      Given a particular  origin the model  is used  to show that the trips to
any given destination will be proportional  to the difficulty of reaching the
destination and  the degree to which that particular destination is capable of
satisfying the trip purpose.  The difficulty of reaching  the destination is
expressed  in terms  of travel  time  or  cost.    The  attractiveness  or
opportunities located at a destination  is used to measure the degree to which
a particular destination can satisfy the trip purpose.

      The allocation  function has  two components.  The first component is
the probability  of making a trip of a particular length  for a given purpose.
The second component is the measure of attractiveness of the destination.

      The probability of making a trip of length T is inversely proportional to
an  exponential  function of the  negative reciprocal of  the length.  This
function is applied in the allocation of residences to  concentric rings around
each  given origin zone.  The probability of making a trip is calculated, then
divided among the zones.

      Based on this procedure, a matrix of  trip probabilities for each  zone to
each  other  zone is calculated.   With the  use  of a  scale factor these
probabilities are applied to the zonal employment to produce  the distribution
of residences,
                                   160

-------
     To run PLUM} with a zone size up to about 350,  a 360 model 40 or
better  with Z56K bytes of storage is necessary. A small zone system could
be run  on  a 128K byte machine  with some reprogramming and overlays,
however, only the layer computers have been used.
                                 161

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IPIF73 INTERACTIVE POPULATION EMPLOYMENT FORECASTING MODEL

     The IPEF73 model  is  designed  to produce  medium    to  long-term
demographic and employment forecasts  for an economic region.  A central
feature of the model is the assumption that employment opportunities play a
significant role in determining net migration into or out of the region.  As a
result of this assumption, the model is best  suited for use in regions where
the number of workers commuting into  or out of the region to jobs is not a
significant factor.  Such areas would include  certain counties, most Standard
Metropolitan Statistical areas and most  states.  In areas where interregional
commuting  is numerically important,  it must be accounted for outside the
IPEF73 model structure.

     The model is a synthesis of two widely used techniques: the cohort-
survival method  of population forecasting  and econometric approach to
employment forecasting.   In most previous applications these techniques
have been used  independent  of each other, with the cohort-survival method
considering such factors as birth rates,  death rates and historical migration
patterns, and the  econometric  model deriving forecasts from past  trends,
national and state growth patterns, and interindustry  relationships.  Con-
ceptually,  employing these two  techniques  independently suffers the
shortcoming of  ignoring the interdependence of demographic  and economic
forces.  In fact, when these  techniques have been used independently, it has
been necessary  at times to subject the forecasts to a reconciliation  process
to insure compatibility between population and employment.  In the IPEF73
model the cohort-survival and economic techniques are combined so that the
linkages between the demographic and economic sectors are explicit.

      The economic sector is divided into  two components:  basic and local-
serving.  The "basic" component sells its products outside the  local economy
and is assumed to be a function of  the  region's comparative  economic
 advantage (as reflected in historical trends)  and the growth of external (i.e.
national) markets, and is, therefore,  independent  of both the local-serving
 component of the economic sector and  the  demographic sector.  The  local-
         Comprehensive Planning Organization, Interactive Population Employ^
 ment Forecasting Model, Technical Users' Manual  (San Diego, California, 1974)
 p.  .
                                  162

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serving component, which primarily serves  the local population, is assumed
to respond to changes in both the basic economic sector (as changes in basic
employment alter  the demand for  business-serving  activities) and  the
demographic  sector  (as  changes  in  population  alter  the  demand  for
household-serving activities).

      The demographic sector can also be divided into two components:  an
"autonomous" component consisting of births, deaths, retirement migration,
and  military migration, and a "dependent"  component consisting of births,
deaths, retirement migration, and  military migration, and  a  "dependent™
component  consisting of employment-related migration.  Births and deaths
are  calculated by  applying age-specific fertility and survival rates to the
base period population. Retirement and  military migration are determined
outside the model framework and are supplied as inputs to the model.  The
employment-related migration component is a function of changes in total
employment which, in turn, is the sum of changes in basic and local-serving
employment.

      The IPEF73 model produces, for alternative  assumed conditions and
policies, demographic  and  economic forecasts at five-year  intervals.   The
specific outputs of the model include:

      1.   Total, household and group quarters population by  age, race and
           sex;
      2.   Labor force by age, race and sex;
      3.   School enrollment for five grade levels, by age, race and sex;
      4.   Households by age, race and sex  of head;
      5.   Employment by industry.

      Since the  future values  of the  factors  producing  population  and
employment changes (i.e.  the model inputs) can only be guessed at in most
cases, it  is often desirable to produce a range of forecasts reflecting the
reasonable range  of forecasts reflecting  the reasonable range of the inputs.
                                  163

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As a result,  a primary objective in developing the model was to produce a
technique that would generate alternative forecasts in response to varying
assumptions.

     Perhaps more useful,  especially to the decision-maker,  is using the
model  to  simulate  the  impact of alternative policy decisions on population
and employment  growth.  Some examples of policies that could be studied
are:

     1.    Increase in  Family Planning Facilities -  simulated  by reducing
           birth rates;
     2.    Change  to  a Professional  Military - simulated by changing the
           size and age structure of the military population  and the number
           and age structure of military dependents;
     3.    Increase in  Work  Training Programs -  simulated by increasing
           labor  force  participation rates  and reducing  the unemployment
           rate;
     4.    Restrictions  on Industrial  Growth - simulated by reducing the
           growth curves for basic employment;
     5.    Promoting  Retirement  Communities - simulated by increasing
           retirement-related migration.
                                  164

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     APPENDIX B
      Table B-l
EM PDA FILE FORMATS
Field #

DATA
I.D.










Variable


1
2
3
4
5
6
7
8
9
10

1st
1
5
7

9
10

11
14
17



#
19
22
25
33
41
49
57
65
73
81
89
97
Characters
Last
-T
o
4
8

9
10

13
16
18




21
24
32
40
48
56
64
72
80
88
96
104

# of
3
1
->

1
1

3
3
2




3
3
8
8
8
3
8
8
8
8
9
8
Code
PBZA
z
z
z

z
A

z
z
z




z

z
z
z
z
z
z
z
z
z
z
Field Description
Policy Analysis District Number
Forecast Year
Data Set# - To Ident. Spec. Alternatives
Tested
Run #
Step Code - Identifies Data Stage in the
Chained Process
PAD Sequence Number
Superdistrict Number
Area Code:
Col 17=0 - Inside Cordon = 1 Outside
Cordon
Col 18=0 - D.C. 1-Md. 2-Va.

EPA Areas

# Families in Lower Income Quartile
# Families in Low/Middle Quartile
# Families in Upper/Middle Quartile
# Families in Upper Quartile
# URI HH's
# Employees in Manu/T.C.U.
# Employees in Retail/Wh. Trade
# Employees in F. I. R.E ./Services
# Employees in Government
# Employees in Agriculture/Construction
       165

-------
     APPENDIX B
       Table B-l
      (Continued)
EMPDA FILE FORMATS
Field #
11
n
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38

1st
105
113
121
129
137
145
153
161
169
177
185
193
201
209
217
225
233
241
249
257
265
273
281
289
297
305
313
321
Characters
Last
112
120
128
136
144
152
160
168
176
184
192
200
208
216
224
232
240
248
256
264
272
280
288
296
304
312
320
328

# of
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
Code
PBZA
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
Field Description
Acres of Residential Land
Acres of Industrial Land
Acres of Commercial Land
Acres of Intensive Institutional Land
Acres of Parks/Rec. Land
Acres of Vacant/Ag Land
Acres of Residual Land (R/W-Streets)
Acres of Land Sewered
Acres of Land Watered
* HH of Size 1
# HH of Size 2
# HH of Size 3
# HH of Size 4
# HH of Size 5
#HH of Size 6 and Over
# of White HH
# of Non-White HH
Population 5 years
Population 5-14 years
Population 15-19 years
Population 20 - 29 years
Population 30 - 49 years
Population 50 - 64 years
Population 65 years + over
^Employees on Commercial Land
# Employees on Industrial Land
# Employees on Intensive Inst. Land
# Employees on Other Land
        166

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     APPENDIX B




      Table B-l




EMPDA FILE FORMATS
Field #
39
40
41
42
43
44
45
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82

1st
329
337
345
353
361
369
377
497
505
513
521
529
537
545
553
561
569
577
585
593
601
609
617
625
633
641
649
657
665
673
Characters
Last
336
344
352
360
368
376
384
504
512
520
528
536
544
552
560
568
576
584
592
600
608
616
624
632
640
648
656
664
672
680

# of
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
Code
PBZA
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
Field Description
# of Single Family HH
# of Multi Family HH
# of HH with 0 workers
# of HH with 1 worker
# of HH with 2+ workers
Acres of Extensive Institutional Land
Group Quarters Population
Metro Av. - V40*100/V69
Metro Av. - V15*100/(V11 V14)
Median Income Code .5 3.5
Gross HH's/Acre-V69/V97
Net HH's/Res Acre-V69/Vll
Net Emp. Den-V92/(V12+V13+V14)
Used Land/ (Used+ Vac) (Vll V14) *100)/
(Vll V14)+V16)
Used Land/Total Land (Vll V14)*100)/V5
Activity Density - ( V69+V92)/V97
Total Number of HH's (VI V5)
Option 1 - Access X XX. XX Implied Deo
Option 2
Option 3
Option 4
Option 5
Option 6
Option 7 Data = % of Regional
Option 8 Variable V Reached Within
Option 9 X Minutes Via Mode Y Where
Option 10 Y = Skim Tree Table
Option 11
Option 12
Option 13
       167

-------
     APPENDIX B

       Table B-l
      (Continued)
EMPDA FILE FORMATS
Field #
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97

1st
681
689
697
705
713
721
729
737
745
753
761
769
777
785
793
Characters
Last
688
696
704
712
720
728
736
744
752
760
768
776
784
792
800

# of
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
Code
PBZA
z
z
z
z
z
z
z
z
z
z
z
z
z
z
z
Field Description
Option 14
Option 15
Total Trips From Home
Total Trips From Non-Home
# HH With 0 Autos
# HH With 1 Auto
# HH With 2 Autos
# HH With More Than 2 Autos
Total Labor Force
Total Employment
Total Population
$ - Low/Low-Mid Boundary
$ - Low-Mid/Upper-Mid Boundary
$ - Upper-Mid/High Boundary
Total Land Area
       168

-------
               TABLE B-2
EMPIRIC MODEL OUTPUT FILE FORMAT
Field #


DATA
I.D.

1st
1
5
7
Characters
Last # of
3 3
4 1
8 2
Code
PBZA
z
z
z

Field Description
Policy Analysis District Number
Forecast Year
Data Set* - To Ident. Spec. Alternative;
                      Tested
                      Area Systems Descriptions
1
2
3
4
5
6
7
8
9
10
25
33
41
49
57
65
73
81
89
97
32.
40
48
56
64
72
80
88
96
104
8
8
8
8
8
8
8
8
9
8
z
z
z
z
z
z
z
z
z
z
                      # Families in Lower Income  Quartile
                      # Families in Low/Middle Quartile
                      # Families in Upper/Middle  Quartile
                      # Families in Upper Quartile
                      # URI HH's
                      # Employees in Manu/T.C.U.
                      # Employees in Retail/Wh. Trade
                      # Employees in F.I.R.E./Services
                      # Employees in Government
                      # Employees in Agriculture/Construction
              169

-------
             TABLE B-Z




EMPIRIC MODEL OUTPUT FILE FORMAT
Field #

11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
1st
105
113
121
129
137
145
153
161
169
177
185
193
201
209
217
225
233
241
249
Characters
Last
112
120
128
136
144
152
160
168
176
184
192
200
208
216
224
232
240
248
256
# of
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
8
Code
PBZA
z
z
z
z
z
z
z
z
z
z
z
z
z
2
z
z
z
z
z
Field Description
Acres of Residential Land
Acres of Industrial Land
Acres of Commercial Land
Acres of Intensive Institutional Land
Acres of Parks/Rec. Land
Acres of Vacant/ Ag Land
Acres of Residual Land (R/Vf -Streets)
Acres of Land Sewered
Acres of Land Watered
# HH of Size 1
# HH of Size 2
# HH of Size 3
# HH of Size 4
# HH of Size 5
# HH of Size 6 and Over
# of White HH
# of Non-White HH
Population 5 years
Population 5-14 years
            170

-------
TABLE B - Z
(Continued)
EMPIRIC MODEL OUTPUT FILE FORMAT
Field #
30
31
32
33
34
35
36
37
38
39
40
41
42
43

1st
257
265
273
281
289
297
305
313
321
329
337
345
353
361
Characters
Last
264
272
280
288
296
304
312
320
328
336
344
352
360
368

* of
8
8
8
8
8
8
8
8
8
8
8
8
8
8
Code
PBZA
z
z
z
i.
z
z
z
z
z
z
z
z
z
z
Field Description
Population 15 - 19 Years
Population 20 - 29 Years
Population 30 - 49 Years
Population 50 - 64 Years
Population 65 Years + Over
# Employees on Commercial Land
# Employees on Industrial Land
# Employees on Intensive Inst. Land
# Employees on Other Land
# of Single Family HH
# of Multi Family HH
# of HH With 0 Workers
# of HH With 1 ¥/orker
# of HH With 2 + Workers
97        793  800
                                     171

-------
                        APPENDIX C

                ESTUARY HYDRODYNAMIC MODEL
                  EQUATIONS AND CONSTANTS
R  = hydraulic radius of channel at start of
 °   time step (ft)

R  = hydraulic radius of channel at middle of
     time step (ft)

A  = average cross section area of channel at
 °   start of time step (ft2)

A  = average cross section area of channel at
     middle of time step (ft2)

B  = width of channel (ft)
 KQ = friction coefficient  at  start of  time  step

 K.  = friction coefficient  at  middle of time step
                                         2
  g = acceleration  due  to gravity  (ft/sec )

  n = Manning  roughness coefficient

 RQ = hydraulic radius  at start  of  time step (ft)

 RX = hydraulic radius  at middle of time step (ft)
      Subscript Notation:
        o = beginning of  time  step
        1 = middle of time  step
        2 = end of time step
      o-l = value during  first half  of  time  step
      1-2 = value during  second half of time step
      o-2 = value during  full  time step
                            172
                                                                    [la]
                                                                      2b]

-------
    l=        -     nl                                           [3b]
            nn

   Y  = change in head  along channel between adjacent
        junctions at start of time step (ft)

   Y  = change in head  along channel between adjacent
        adjacent junctions at middle of time  step (ft)

(Y )   = head at next higher junction of channel at beginning
    nh  of time step (ft)

(Y )   = head at next lower junction of channel at beginning
    nl  of time step (ft)

(Y )   = head at next higher junction of channel at
        middle of time step (ft)

(Y )   = head at next lower junction of channel at
    nl  middle of time step (ft)
 AA  = b A Y                                                     [ 4a]
    o        o
 AA  - b A YI                                                    [4b]

 AA  = change in cross  section area of  channel between
        adjacent junctions  at start of time  step  (ft  )

 A A  = change in cross  section area of  channel between
        adjacent junctions  at middle of  time step (ft )

    b  = width of channel (ft)

AY  = change in head along  channel between adjacent
        junctions at  start  of time  step  (ft)
                          173

-------
  Y = change  in head  along channel between adjacent
      junctions at middle  of  time  step (ft)
  q = V A                                                        [5a]
  ^1   oo


  q2 = V^                                                       [5b]


  q  = volumetric  flow  rate  in  channel  leaving
       junction  at midpoint  of  time  step (ft3/sec)

  q  = volumetric  flow  rate  in  channel  leaving junction
       at end of time step  (ft^/sec)
  V  = velocity in channel  between adjacent junctions
       at beginning of time step (ft/sec)

  V  = velocity in channel  between adjacent junctions
       at middle of time  step (ft/sec)

  A  = average cross section area of channel at start of
       time step (ft2)

  A  = average cross section area of channel at middle
       of time step (ft2)
  Q2 =  Zq2   +QR-QA                                          [6b]
  Q  = net volumetric flow rate from a junction at
       midpoint of time  step (ft^sec)

  Q2 = net volumetric flow rate from a junction at
       end of time step  (ft^/sec)

£ q  = algebraic sum of  volumetric flow rates of all
       channels leaving  a junction at middle of time
       step (ft3/sec)

£ q2 = algebraic sum of  volumetric flow rates of all
       channels leaving  a junction at end of time
       step (ft^sec)

  QR = volumetric rate of removal, at a junction, for
       water supply,  irrigation, navigation, etc.during
       time step (ft sec)
                        174

-------
  Qa = volumetric rate of addition, at a junction of
       liquid residuals, of streamflow, stormwater, etc.
       during time step  (ft^/sec)
Y  = Y  -
 1    o
                  At
                      o-2
                                                                 [7a]
     = Y  —
                  At
                     0-2
  Y  = head at junction at middle of time step  (ft)

  Y  = head at junction at end of time step  (ft)

  Y  = head at junction at start of time step (ft)

  Q  = net volumetric flow rate from a junction
       at midpoint of time step (ft^/sec)

  Q  = net volumetric flow rate from a junction at end
       of time step  (ft3/sec)
  A  = surface area of junction equal to one-half the surface
       area of the preceeding and succeeding channels
At
   o-l = duration of first half of time step (sec)
At  „ = duration of whole time step  (sec)
   o-2
AY
   o-l
AY
   1-2
1/2


1/2
            (Y -Y )    + (Y -YJ
                                 nl
            (Y2 Yl)nh + (Y -Y
                               1  nl
AY
   o-i
AY
   1-2
       average change in head along channel between
       adjacent junctions during first half of time
       step (ft)

       average change in head along channel between
       adjacent junctions during last half of time
       step (ft)
[8a]


[8b]
   * except at boundary condition where the head of the most
     seaward junction varies with tide as calculated by
     Equation    12
                         175

-------
  (Y )    =. head at next higher junction of channel at
      nh   start of time step (ft)

  (Y )    = head at next lower junction of channel at
      nl   start of time step (ft)

  (Y )    = head at next higher junction of channel at
      nh   middle of time step  (ft)

  (Y )    = head at lower junction of channel at
      nl   start of time step (ft)

  (Y )    = head at next higher junction of channel at
      nh   end of time step (ft)

  (Y )    = head of next lower junction of channel at end
      nl   of time step (ft)
     A, = A  + b. AY                                             [9a]
      1    o          .,
                    o-l
                                                                 [9b]
  A  = average cross section area of channel at middle
       of time step (ft2)

  A  = average cross section area of channel at end of
       time step (ft2)

  A  = average cross section area of channel at start
       of time step (ft2)

   b = width of channel (ft)

AY  = average change in head along channel between
       adjacent junctions during first half of time
       step (ft)
   ,_„ = average change in head along channel between
         adjacent junctions during second half of time
         step (ft)

 Ay  =  b AY        v  AA
 A"  .j.  ——      °    °                                   [10a]
        A0AVl     Ao   X
                        176

-------
  A_v          "AYi-2__ .   viAAi
                        +                                       [iobi
 Av
           = average velocity gradient along  channel
     o-l     between adjacent junctions during first half
             of time step  (ft/sec/ft)
 Av
 £—       = average velocity gradient along channel between
     1-2     adjacent functions during last half of time
             step  (ft/sec/ft)

       b   = width of channel  (ft)

       x   = length of channel  (ft)

      A    = average cross section area of channel at start
             of time step  (ft)

      A    = average cross section area of channel at middle
             of time step  (ft^)

      V    = velocity in channel between adjacent junctions
             at start of time step (ft/sec)

      V    = velocity in channel between adjacent junctions
             at middle of time step ft/sec)

AY       = average change in head along channel between
    °~       adjacent junctions during first half of time step

AY       = average change in head along channel between
    *~^      adjacent junctions during last half of time
             step  (ft)

At       = duration of first, half of time step (sec)
    o-l
At       = duration of last half of time step (sec)
    1"~ 2
                      177

-------
Vl=Vo +
V2=V1 +
" -V AV - K
0 ~A 	 O
Axl-2
r-v AV - K
-L A -L
AX!-2
V
0
Vl
- g AY -1
o
X
- g YX"
X
                                              At
                                                 o-l
                                              At
                                                 0-2
                                                               [Ha]
                                                        [lib]
  V   = velocity in channel between adjacent junctions
        at middle of time step (ft/sec)

  V   = velocity in channel between adjacent junctions
        at end of time step (ft/sec)

  V   = velocity in channel between adjacent junctions
        at start of time step (ft/sec)
Av
  x
AV
  x
    o-l
  average velocity gradient along channel between
  adjacent junctions during first half of time
  step (ft/sec/ft)
    1-2
= average velocity gradient along channel between
  adjacent junctions during last half of time
  step (ft/sec/ft)
     K  =friction coefficient at start of time step
      o

     K  =friction coefficient at middle of time step
                                            r-y
      g =acceleration due to gravity (ft/secz)

   AY  =change in head along channel between adjacent
         junctions at start of time step (ft)

   AY  =change in head along channel between adjacent
         junctions at middle of time step (ft)

 At    =duration of first half of time step  (sec)

At _0  =duration of whole time step (sec)

     x  =channel length (ft.)
                       178

-------
             APPENDIX  D

     Estuary Quality Model Equations



Parameter and Subscript Notation Used:


(   )    = beginning of quality time step

(   )    = end of quality time step

(   )    = mass transfer due to advection
     a

(   )    = mass transfer due to diffusion

     u  = upstream junction of channel

     d  = downstream junction of channel

    nh  = next higher numbered junction

    nl  = next lower numbered junction

(  )     = ambient water temperature

(  )     = temperature at which reaction
          constants are evaluated

const   = constituent

    r   = constituent (NH, BOD, DO, ChA, or NO )

    A   = liquid residuals (effluent flow)  or streamflow
          additions to a junction

   ChA  = Chlorophyll A
                     179

-------
                                                                 1]
               Vl  Bl
(C     )    =  concentration of constituent in
  C0nst 1     at end of time steps - (mg/1 for NH3, BOD,
              0 ,  NO )  and (ug/1 for ChA)

(M     )    =  mass of constituent in junction at end of
  const       J .     ,_   , ni .
        ]_     time step (Ib)

       V   =  volume of junction at end of time step (ft )

       B   =  conversion factor  1 Ib/ft    for NH    BOD, 0   NO
        1                        16017 mg/1

              and    1 Ib/ft3
                     16017000 ug/1
Vl         =  V0  + As  (Y1- V
V          =  volume of junction at end of time step  (ft )

V          =  volume of junction at start of time step  (ft )

A          = surface area of junction equal to one-half the
             sxirface area of the preceeding and succeeding
             channels (ft2)

Y          = head at junction at end of time step (ft)

Y          = head at junction of start of time step  (ft)

(M   )      = (M  )    +   (AM)   +   ( AM  )   +   ( AM  )
   2  ,          20            2 a            2 ^          2
      1                                         d
           reaeration

              +  (  A M   )     +  (A M   )      -(AM)

           respiration

              •''  (  A M   )   photosynthesis  -- (AM  )  benthic
                                                                [3]
                     180

-------
       02 1   -  mass of oxygen as O  in junction at end of time
                 step (Ib)


     (MQ )     =  mass of oxygen as O  in junction at start of time
        2 u      step (Ib)

  ^    0 ^     =  mass of oxygen as O  added to junction by
        2 a      advection from adjacent junctions during time
                 step (Ib)

  (A M  )     =  Mass of oxygen as O  added to junction by diffusion
        2 d      from adjacent junctions during time step  (Ib)


  (AM) reaeration = mass of oxygen as 0  in junction added by
        2              reaeration during time  step (Ib)

(AM  )        =   mass of oxygen as 0  removed  from junction by
     2    3        reaction with ammonia during  time step (Ib)


    'O BOD     =   mass of oxygen removed from junction by reaction
                 with carbonaceous material during time step (Ib)

 ( AM   ) respiration = mass of oxygen as O  removed from junction by
      2               respiration throughout  the  full  depth during time
                      step (Ib)

 (AM   )photosynthesis  = mass of oxygen as O   added during photo
      2                   synthesis by phytoplankton in the euphotic
                          zone during 12 hour  daylight  portion of 24
                          hour light radiation cycle (Ib)

 (AM   )
      2 benthic  =  mass  of oxygen as O  removed from junction  by
                   reaction with  the benthos of the  junction
                   during time step (Ib)
                                   181

-------
           =  (Mconst}l + QA  °A   t B                         [4]
  const    =  mass of constituent in junction at
              start of time step (Ib)

 (M     )    =  mass of constituent in junction at end
              of previous time step  (Ib)

       Q   =  volumetric rate of addition, at a junction
              of liquid residuals,  of streamflow, etc.
              during time step (ft^/sec)

        t  =  duration of time step  (sec)

       C   =  concentration of constituent in liquid
              residuals, streamflow, etc. added to junction
              during time step (mg/1 for NH ,  BOD, O  , NO )
              and (ug/1 for ChA)

       B   =  conversion factor   1 Ib/ft    for NH ,   BOD, O  ,NO
                                  16017 mg/1

              and   1 Ib/ft3       for ChA
                    16017000 ug/1
AM        =  q   C*   At  B                                  [5]


AM        =  mass advected from upstream junction to
              downstream junction during time step (Ib)

   C*      =  constituent concentration of the advected
              mass (mg/1 for NH   BOD, O , NO )  (ug/1 for
              cholorphyl A)

  At      =  duration of time step  (sec)

   q,      =  volumetric flowrate in channel leaving
junction at end of time step (ft3/sec)

                    1 Ib/ft
                    16017 mg7l f°* ™3 •  B0°' °2 '  N°
   Bn      =  conversion factor   1 Ib/ft
              1 Ib/ft3
              16017000 ug/1  for ChA
                     182

-------
  C*         =  Cu  -0.25    (Cu-Cd)                              [6]
  C*         =  constituent concentration of the advected
                mass  (mg/1, ug/1 for ChA)

  C          =  upstream constituent-concentration at adjacent
                junction  (mg/1, ug/1 for ChA)

                downstream constituent-concenl
                adjacent  junction  (mg/1, ug/1 for ChA)
C,         =  downstream constituent-concentration at
                    A   AC
AM          =  mass of constituent transferred by  diffusion
                from the junction of higher  concentration
                through a channel to the  junction of  lower
                concentration during the  time step  (Ib)

  K          =  diffusion coefficient in  the channel  during
                the time step  (ft?/sec)

 Ac
  —         =  concentration gradient of the channel between
                adjacent junctions  (mg/l/ft, mg/l/ft  for ChA)

   X         =  length of channel  (ft)

 At         =  duration of time step

  A          =  cross section area of channel  (ft^)

  B          =  conversion factor  1 Ib
                                   453. 5mg
  Kd         =  °4  V  R0                                         [8]
  v-
   d         =  diffusion coefficient in  the  channel
                during the time step  (ft2/sec)

  C          =  constant  (equal to O.2)

  V          =  velocity of flow in channel  (ft/sec)

  R          =  hydraulic radius of channel  (ft)
                       183

-------
                        1/2
VNH
                                                - VNL
[9]
    R,
    R
     O
             =  hydraulic radius of channel between
                adjacent junctions at end of time step (ft)

             =  hydraulic radius of channel between adjacent
                junctions at start of time step (ft)
(Yl>nh
             =  head at next higher junction of channel at
                end of time step (ft)
(Vnh
             =  head at next higher junction of channel at
                start of time step (ft)
               =  head at next  lower junction of  channel  at
                 end of time step  (ft)
O nl
              =  head at next  lower junction of  channel  at
                 start of time step  (ft)
(AMI
      2
       reaeration
                 = K    D  V  B.
                    r2
                            [10]

                  = mass of oxygen in  junction  added  by
      2  reaeration   reaeration  during  time  step (Ib)
   K
          K
           V
                  ratio of mass of oxygen in junction added by
                  reaeration to the mass of oxygen deficit at
                  start of time step

                  dissolved oxygen saturation deficit
                  occurring during time step (mg/1)

                  volume of junction at start of time step
                  conversion factor 1 lb/ft' _____
                                    16017 mg/1

                  l-(e)    -(K2)  At
                              t
                                                                 [  11  )
                        184

-------
   Kr         ~  ra,tio of mass of oxygen added by reaeration
     2           during time step to the mass of oxygen deficit
                 at start of time step.

  2^           =  reaeration coefficient (day  , )

    e         = 2.718, base of Naperian log system

  At         = duration of time step (sec)

              = °
                        YQ                                      [12]
                          b
(K )           =  reaeration coefficient (day  )

    V         =  velocity in channel (ft/sec)

   YQ         =  depth (ft)

    a         =  proportionality constant between log
                                                     n
                 K0 and log  V
                  ^        n
    b         =  proportionality constant between log  K  and log

                 Yo

(C)            =  constant in reoxygenation equation which
                 varies with temperature
(Ot          =  (020
(c)
   t          =  constant in reoxygenation equation at
                 water temperature simulated
                                                         o
(C)            =  constant in reoxygenation equation at 20
                 centigrade

   t          =  water temperature simulated (  C)

   6          =  constant reflecting the effect of temper-
                 ature on the reoxygenation equation
                       185

-------
      2NH3
(  AM  )
      2 NH    =  mass of oxygen as O  removed from
                 junction by reaction with ammonia
                 as N during time step (Ib)

4_57          =  ratio of ultimate nitrogenous oxygen
                 demand as 0  to ammonia as N *

(  AM   )      =  mass of ammonia as N removed from
       3         junction by reaction with dissolved
                 oxygen as 0  during time step (Ib)
         respiration^ VQ  K     B   (C       At                [15]
    M              = mass of oxygen as O  removed from
      2)     .    .     junction by respiration throughout
        respiration  ^& fu;Q depth Qf thQ junction during
                     time step (Ib)

           V       = volume of junction at start of time
            °        step (ft3)

        K          = rate of oxygen consumption during
         res^        respiration of phytoplankton capable
                     of photosynthesis (mg O /hr/ug ChA)

    (C   )        =   concentration of chlorophyll A in
                     junction at start of time step (ug/1)

         At     =   duration of time step (hr)

         B       =   conversion factor 1 Ib
                                       453.6 mg
* NH,
N°2
(3/2
(
+ 3/2 0? C~~^ HN02 + H20
+ 1/2 0 ^=^- NO
+ 1/2) (Mol.wt.O as O )
1 ) (Mol.wt.NH.as N)
                                      64 = 4 57
                                      14
                         186

-------
               photosynthesis = Vp KphotQ B]_  (CchA}   At         [ 16 ]
(AM   )      photosynthesis = mass of oxygen as O  added to
      2                         junction by photosynthesis in
                                the euphotic zone during 12 hour
                                daylight portion of 24 hour light
                                radiation cycle  (Ib)

V          =   volume of euphotic zone at start of time step
 P              (ft3)
 photo     =   rate of oxygen production during photosynthesis
               by phytoplankton in the euphotic zone during
               time step  (mg O /hr/ug ChA)

(C   )     =   concentration of chlorophyll A in junction
               at start of time step (ug/1)
B       =  conversion factor 1 Ib
                             453.6mg

At     =  duration of time step  (hr)
v = A E if V^-V
p s p Op
V = V if V< V
p o o p
V = volume of euphotic
p time step (ft3)
7 = volume of junction
O
[ 17a]

[ 17b ]

zone of junction at start of

at start of time step (ft3)

2
A = surface area of junction (ft )
E = depth of euphotic
P
zone (ft)

      .   =  As \enth At  B2
      2  benthic

(AM  ) benthic =  mass of oxygen as O removed from
      2             junction by reaction with the benthos
                    of the junction during time step  (Ib)
                                                   2
            A    =  surface are of the junction (ft )
             S
                         187

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          benth = rate of oxygen  consumption by benthos
                   (g/m2 day)

            At  = duration of  time  step   (day)
            B   =  conversion factor
                                                                 K
                                 3 a             3              3  b
           =  mass of  ammonia as N in  junction  at  end of
         i     time step  (Ib)

   (M    )   =  mass of  ammonia as N in  junction  at  start
       3 o     of  time  step  (Ib)

( AM   )    =  mass of  ammonia as N added  to  junction  by
         a     diffusion  from adjacent  junctions during
              time step  (Ib)

(AM    )   =  mass of  ammonia as N removed from junction by
       3 b     reaction with oxygen during time  step  (Ib)
        V   =   (1-Kr>   Co  vo  Bi                                  [20]
       3  b           1
(AM,   )
     NH  b   =  mass of  ammonia  as N  removed  from junction
              by  reaction with oxygen  to  form  nitrate
              during time step (Ib)

      K    =  ratio of mass of ammonia in junction at
        1     end of time step to mass of ammonia in
              junction at start of  time step due only
              to  decay

        C    =  concentration of ammonia as N ir junction
              at  start of time step (mg/1)

        V    =  volume of  junction at start of time step (ft)


      B    =  conversion factor 1 Ib/ft
                                 16017 mg/l

            =   NH




                           188

-------
                 -(K )    At                                              [21]
       K     =  ratio of mass of constituent in junction at
         1      end of time step to mass constituent at start
                of time step at water temperature  t

                reaction rate of constituent to form
                constituent at water temperature  t (day
  K     =  reaction rate of constituent to form a different
                base e)                                     '
                           v
        e    =  2.718, base of Naperian log system

      At    =  duration of time step

        r    =  NH , BOD, ChA, or NO
             = (V2Q  e (t-20)                                            [22]
       (K )   =  reaction rate of a constituent to form a different
           t    constituent at water temperature t; also called
                the decay rate (day  ,  base e)

       (K )   =  decay rate of a constituent at 20° centigrade
          20    (day-1, base e)

           6 =  constant reflecting the effect of temperature
                on the reaction rate of a constitutent

           t =  water temperature simulated (°C)
     (MBOD°1=                      BQDa          BOD   -BODb
                      u
          ) ,  =  mass of BOD  as 0  in junction at end of
           1      .     ,    , b .    2
                time step (Ib)
(M   )   =  mass  of BOD  as O  in junction at start of
                     (Ib)
                time step
(   A M   )      mass of BOD  as O  added to junction by  advection from
           a    adjacent junctions during time step (Ib)

(   AM)   =  mass of BOD  as O  added to junction by diffusion
           d    from adjacent junctions during time step (Ib)

(   A M   )   =  mass of BOD,, as O  removed from junction by reaction
           b    with dissolved oxygen during time step (Ib)
                                 189

-------
(  AM   )
       2  BOD
                =  BOFD
[24]
       BOPD
  AMBOD)]
                   mass of oxygen as O  removed from junction
                   by reaction of dissolved oxygen with bio-
                   chemical oxygen demanding substances during
                   time step (Ib)

                   ratio of ultimate oxvgen demand to.five day
                   biochemical oxygen demand

                   mass of BOD  as O  removed from junction by
                   reaction with dissolved oxygen as O  during
                   time step (Ib)

                   ratio of oxygen as 0  to ultimate BOD
                   1 mg O
                   1  mg BOD
AMBOD)]
                              COVOBI
    AM_, __),
       BOD
    1 - K
    vo

     i

    BODP

    BODF
                =  mass of five day BOD as O                        [25]'
                   removed from junction by reaction
                   with oxygen during time step (Ib)

                =  ratio of biochemcial oxygen demand exerted
                   during time step to ultimate oxygen demand at
                   start of time step

                concentration of BOD  as O  in junction
                at start of time step (mg/1)

                volume of junction at start of time step  (ft )

                conversion factor  1 Ib/ft
                                   16017mg/l

                e  (K^)  t(5 days)                                   [26]

                ratio of ultimate oxygen demand to
                five day biochemical oxygen demand
             =  reaction rate  of oxygen demanding substances
                with dissolved oxygen,  at water temperature t;
                also called the decay rate (day  , base e)
                              190

-------
    (MChA)   =  (MChA)    +  (A MChA)    +  ( A MChA)
          -L           O              3.              2
                                        )b
                                            B,
                                                                    [27;
    (MChA)
    (MChA)
 (AMChA).
 (AMChA)
 (AMChA),
          i  =
          o
   mass of chlorophyll A in junction at end
   of time step (Ib)

   mass of chlorophyll A in junction at
   start of time step (Ib)

   mass of chlorophyll A added to junction by
   advection from adjacent junctions during time
   step (Ib)

   mass of chlorophyll A added to junction by
   diffusion from adjacent junctions during time
   step (Ib)


   mass of chlorophyll A removed from junction by
   predators, etc. during time step  (Ib)

   mass of nitrate as N removed from junction by
   incorporation into photosynthetic phytoplankton
   during time step  (Ib)
    B,
                ratio of chlorophyll A to nitrate as N in phto-
                synthetic phytoplankton    93mgChA
                                         Img atom N0_
=  conversion factor   1 Ib
                                  453.6 mg
(  AMChA),
                                                                    [28]
( AMChA).
   mass of chlorophyll A removed from
   junction by predators, etc. during time
   step (Ib)
   K
   V
   ratio of mass of chlorophyll A in junction
   at end of time step to mass of chlorophyll
   A in junction at start of time step due only
   to decay (Ib)

   concentration of chlorophyll A in junction
   start of time step (mg/1)

   volume of junction at start of time step (ft )

   conversion factor   1 Ib/ft	
                     16017000ug/l
                            191

-------
                                         (A)d                 [293
      .3 J_
                          >b
    (M   )   =  mass of nitrate as N in junction at end
       3       of time step (Ib)

       .,)   =  mass of nitrate as N in junction at
               start of time step  (Ib)

(  AM  )    =  mass of nitrate as N added to junction by advection
       3        from adjacent junction during time step (Ib)

       )  ,   =  mass of nitrate as N added to junction by
       3        diffusion from adjacent junctions during
               time step (Ib)

     _ ,,    =  mass of nitrate as N removed from junction by
       3        incorporation into phtosynthetic phytoplankton
               during time step (Ib)

 AM  .     =  mass of ammonia as N removed from junction by
       3        reaction with oxygen to form -'nitrate during time
               step (Ib)

    R       =  ratio of ammonia as N to nitrate as N 1 mgNO_ as N
                                                     1 .mgNH  as N
    NO )    =  mass of nitrate as N removed from junction
               by incorporation into photosynthetic phytoplankton
               during time step (Ib)

   K        =  ratio of mass of nitrate as N in junction at end
      1         of time step to mass of nitrate in junction at start
               of  time step due only to decay

   C        =  concentration of nitrate in junction at start of
               time step  (mg/1)

   V        =  volume of junction at start of time step  (ft )

   B^       =  conversion factor   1 Ib/ft
                                 16017 mg/1
                            192

-------
                      CONSTANTS
TIME STEP



 At  =  30 min



DIFFUSION



C     = 1.0
 Y


REAERATION  (using O'Connor Dobbins  Equation)



  (02Q = 12.9



  a = 1/2



  b = -3/2



  6 = 1.021



RESPIRATION
  O.0006   <   K      < 0.0008 mg 0,,/hr/ug ChA
                resp  —         a   2      y


PHOTOSYNTHESIS



  K       = O.012 mg 0  /hr/ug ChA  by day



  K photo = O by night



BENTHIC DEMAND




  K benth = lm° gram f)2/m /day


REACTION RATES  (first order)



CONSTITUENT   DECAY     ^ ^^


             PROCESS     t=20^           1 t t=27°C
NH3
BOD
ChA
NO,
oxidation
oxidation
predation
uptake
0.23
0.17
0.04
0.09
O.23
0.23
0.04
0.09
                        193

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CONVERSION  CONSTANTS
R   =     93  ug ChA.

       1  mg.NO_ as N



R   =     1 mg N0_ as N
         1 mg NH   as N
                •J


         1 mg 0_
         1 mg BOD ult  as
O   SATURATION VS. TEMPERATURE





C    = 14.652 - 0.41022T + O.0079910T2 - O.00077779T3



LIQUID RESIDUAL CONCENTRATIONS



CQ    =  2.0 mg/1
STORMWATER RUNOFF CONCENTRATIONS
CQ    = SATURATION




C     =°
WATER TEMPERATURE



t = 27C
                         194

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TECHNICAL REPORT DATA
(Please read Irmtfuftions on the reverse before completing)
1. REPORT NO.
EPA-600/5-78-006b
2.
4. TITLE AND SUBTITLE
A Demonstration of Areawide Water Resources Planning -
Users Manual
7. AUTHOR(S)
C.S. Spooner, J. Promise, P.H. Graham
9. PERFORMING ORGANIZATION NAME AND ADDRESS
Metropolitan Washington Council of Governments
1225 Connecticut Avenue, N.W.
Washington, B.C. 20036

12. SPONSORING AGENCY NAME AND ADDRESS
U.S. Environmental Protection Agency
Office of Research & Development
Washington, B.C. 20460
•»5. SUPPLEMENTARY NOTES

3. RECIPIENT'S ACCESSION!*®.
5. REPORT DATE
June 1975
6. PERFORMING ORGANIZATION CODE
8. PERFORMING ORGANIZATJOM REPORT NO.
1O. PROGRAM ELEMENT NO.
1BA030
11. CONTRACT/GRANT NO.
68-01-3704
13. TYPE OF REPORT AND PERIOD COVERED
Final
14. SPONSORING AGENCY CODE
EPA/600/16

16. ABSTRACT " 	 	 	 	 '
The MWCOG Framework Water Resources Planning Model is a comprehensive analytical
tool for use in areawide water resources management planning. The physical simula-
tion portion was formed by linking component computer models which test alternative
future community development patterns by small area, estimate water demands by usage
categories, calculate sewage flows based on water demands and add infiltration/inflow
simulate stormwater runoff, test application of alternative waste treatment manage-
ment systems, and simulate the quality response of the region's major water body.
The Users Manual describes the function and operation of each component model,
alternative models that could have been used, and elements of post computational
analyses described. The Users Manual is intended to be used in conjunction with
other references which are cited.
17.
KEY WORDS AND DOCUMENT ANALYSIS
a. DESCRIPTORS
Water resources planning, Land use
planning, Storm runoff, Water supply,
Water quality, Systems analysis, Decision
making, Computer simulation, Water
pollution sources, Regional analysis,
Data collection, Estuary, Social aspects,
Environmental effects, Economic impacts
Resource allocation
18. DISTRIBUTION STATEMENT
Unlimited release

b.lDENTIFIERS/OPEN ENDED TERMS C. COS ATI Field/Group
Metropolitan Washington, Qg^ Qgg Q^Q
Areawide waste treatment 05C* 056* 05D?
management planning, ncr' j^/ A7A'
•^ -r-i j i -n ' W^A-I , WV-L*' , \J 8 M.
Potomac Estuary model,
Stormwater runoff model,
Framework for assessing
fiscal, social and
environmental effects '.
19. SECURITY CLASS (This Report) 21. NO. Of PAGES
UNCLASSIFIED 195
20. SECURITY CLASS (This page) 22. PRICE
UNCLASSIFIED
EPA Form 2220-1 (9-73>
195
                                                                                                  MJ.S. GOVERNMENT PRINTING OFFICE: 1978  2MJ-880/TI

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