U.S. ENVIRONMENTAL PROTECTION AGENCY
       Annapolis Field Office
      Annapolis Science Center
     Annapolis, Maryland  21401
         TECHNICAL REPORTS
           Vol time  6

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                           Table of Contents


                                Volume 6


    47         Chesapeake Bay Nutrient Input  Study
    49         Heavy Metals Analyses of Bottom Sediment in
               the Potomac River Estuary
    51          A System of Mathematical  Models for Water
               Quality Management
    52         Numerical  Method for Groundwater Hydraulics
    53         Upper Potomac Estuary Eutrophication
               Control  Requirements

    54         AUT0-QUAL Modelling System

Supplement I
  to 54        AUT0-QUAL Modelling System:  Modification for
               Non-Point Source Loadings

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                            PUBLICATIONS

                U.S.  ENVIRONMENTAL PROTECTION AGENCY
                             REGION III
                       ANNAPOLIS FIELD OFFICE*


                              VOLUME 1
                          Technical  Reports

 5         A Technical  Assessment of Current Hater Quality
           Conditions and Factors Affecting Water Quality in
           the Upper Potomac Estuary

 6         Sanitary Bacteriology of the Upper Potomac Estuary

 7         The Potomac Estuary Mathematical Model

 9         Nutrients in the Potomac River Basin

11         Optimal  Release Sequences for Hater Quality Control
           in Multiple Reservoir Systems

                              VOLUME 2
                          Technical  Reports


13         Mine Drainage in the North Branch Potomac River Basin

15         Nutrients in the Upper Potomac River Basin

17         Upper Potomac River Basin Water Quality Assessment

                              VOLUME  3
                          Technical  Reports

19         Potomac-Piscataway Dye Release and Wastewater
           Assimilation Studies

21         LNEPLT

23         XYPLOT

25         PLOT3D

     * Formerly CB-SR3P, U.S. Department of Health, Education,
       and Welfare; CFS-FWPCA, and CTSL-FVIQA,  Middle Atlantic
       Region, U.S. Department of the Interior

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                             VOLUME 3   (continued)
                         Technical Reports


27         Water Quality and Wastewater Loadings - Upper Potomac
           Estuary during 1969


                             VOLUME 4
                         Technical Reports


29         Step Backward Regression

31         Relative Contributions of Nutrients to the Potomac
           River Basin from Various Sources

33         Mathematical Model Studies of Water Quality in the
           Potomac Estuary

35         Water Resource - Water Supply Study of the Potomac
           Estuary

                             VOLUME 5
                         Technical Reports


37         Nutrient Transport and Dissolved Oxygen Budget
           Studies in the Potomac Estuary

39         Preliminary Analyses of the Wastewater and Assimilation
           Capacities of the Anacostia Tidal River System

41         Current Water Quality Conditions and Investigations
           in the Upper Potomac River Tidal System

43         Physical Data of the Potomac River Tidal System
           Including Mathematical Model Segmentation

45         Nutrient Management in the Potomac Estuary


                             VOLUME 6
                         Technical Reports


47         Chesapeake Bay Nutrient Input Study

49         Heavy Metals Analyses of Bottom Sediment in the
           Potomac River Estuary

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                                  VOLUME  6  (continued)

                              Technical  Reports

     51          A System of Mathematical Models for Water Quality
                Management

     52         Numerical Method for Groundwater Hydraulics

     53         Upper Potomac Estuary Eutrophication Control
                Requirements

     54         AUT0-QUAL Modelling System

Supplement      AUT0-QUAL Modelling System:  Modification for
   to 54        Non-Point Source Loadings

                                  VOLUME  7
                              Technical Reports

     55         Water Quality Conditions in the Chesapeake Bay System

     56         Nutrient Enrichment and Control Requirements in the
                Upper Chesapeake Bay

     57         The Potomac River Estuary in the Washington
                Metropolitan Area - A History of its Water Quality
                Problems and their Solution

                                  VOLUME  8
                              Technical Reports

     58         Application of AUT0-QUAL Modelling System to the
                Patuxent River Basin

     59         Distribution of Metals in Baltimore Harbor Sediments

     60         Summary and Conclusions - Nutrient Transport and
                Accountability in the Lower Susquehanna River Basin

                                  VOLUME  9
                                 Data Reports

                Water Quality Survey, James River and Selected
                Tributaries - October 1969

                Water Quality Survey in the North Branch Potomac River
                between Cumberland and Luke, Maryland - August 1967

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                            VOLUME 9   (continued)

                           Data Reports


           Investigation of Water Quality in Chesapeake Bay and
           Tributaries at Aberdeen Proving Ground, Department
           of  the Army, Aberdeen, Maryland - October-December 1967

           Biological Survey of the Upper Potomac River and
           Selected Tributaries - 1966-1968

           Water Quality Survey of the  Eastern Shore Chesapeake
           Bay, Wicomico River, Pocomoke River, Nanticoke River,
           Marshall Creek, Bunting Branch, and Chincoteague Bay -
           Summer 1967

           Head of Bay Study - Water Quality Survey of Northeast
           River, Elk River, C & D Canal, Bohemia River, Sassafras
           River and Upper Chesapeake Bay - Summer 1968 - Head ot
           Bay Tributaries

           Water Quality Survey of the  Potomac Estuary - 1967

           Water Quality Survey of the  Potomac Estuary - 1968

           Wastewater Treatment Plant Nutrient Survey - 1966-1967

           Cooperative Bacteriological  Study - Upper Chesapeake Bay
           Dredging Spoil Disposal - Cruise Report No. 11

                            VOLUME 10
                           Data Reports

 9         Water  Quality Survey of the  Potomac Estuary - 1965-1966

10         Water  Quality Survey of the  Annapolis Metro Area - 1967

11         Nutrient  Data on Sediment Samples of the Potomac Estuary
           1966-1968

12         1969  Head  of  the Bay Tributaries

13         Water  Quality Survey of the  Chesapeake Bay in the
           Vicinity of Sandy  Point - 1968

14         Water  Quality  Survey of the  Chesapeake Bay in the
           Vicinity of Sandy  Point - 1969

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                             VOLUME 10(continued)

                           Data Reports

15         Water Quality Survey of the Patuxent River - 1967

16         Water Quality Survey of the Patuxent River - 1968

17         Water Quality Survey of the Patuxent River - 1969

18         Water Quality of the Potomac Estuary Transects,
           Intensive and Southeast Water Laboratory Cooperative
           Study - 1969

19         Water Quality Survey of the Potomac Estuary Phosphate
           Tracer Study - 1969

                             VOLUME 11
                            Data Reports

20         Water Quality of the Potomac Estuary Transport Study
           1969-1970

21         Water Quality Survey of the Piscataway Creek Watershed
           1968-1970

22         Water Quality Survey of the Chesapeake Bay in the
           Vicinity of Sandy Point - 1970

23         Water Quality Survey of the Head of the Chesapeake Bay
           Maryland Tributaries - 1970-1971

24         Water Quality Survey of the Upper Chesapeake Bay
           1969-1971

25         Water Quality of the Potomac Estuary Consolidated
           Survey - 1970

26         Water Quality of the Potomac Estuary Dissolved Oxygen
           Budget Studies - 1970

27         Potomac Estuary VJastewater Treatment Plants Survey
           1970

28         Water Quality Survey of the Potomac Estuary Embayments
           and Transects - 1970

29         Water Quality of the Upper Potomac Estuary Enforcement
           Survey - 1970

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   30


   31


   32
   33
   34
Appendix
  to 1
Appendix
  to 2
    3


    4
                  VOLUME 11  (continued)
                 inta Reports

Water Quality of the Potomac Estuary - Gilbert Swamp
and Allen's Fresh and Gunston Cove - 1970

Survey Results of the Chesapeake Bay Input Study -
1969-1970

Upper Chesapeake Bay Hater Quality Studies - Bush River,
Spesutie Narrows and Swan Creek, C & D Canal, Chester
River, Severn River, Gunpowder,  Middle and Bird Rivers -
1968-1971

Special Water Quality Surveys of the Potomac River Basin
Anacostia Estuary, Wicomico,River, St. Clement and
Breton Bays, Occoquan Bay - 1970-1971

Water Quality Survey of the Patuxent River - 1970

                  VOLUME 12
               Working Documents

Biological Survey of the Susquehanna River and its
Tributaries between Danville, Pennsylvania and
Conowingo, Maryland

Tabulation of Bottom Organisms Observed at Sampling
Stations during the Biological Survey between Danville,
Pennsylvania and Conowingo, Maryland - November 1966

Biological Survey of the Susquehanna River and its
Tributaries between Cooperstown, New York and
Northumberland, Pennsylvnaia - January 1967

Tabulation of Bottom Organisms Observed at Sampling
Stations during the Biological Survey between Cooperstown,
New York and Northumberland, Pennsylvania - November 1966

                  VOLUME 13
               Working Documents

Water Quality and Pollution Control Study, Mine Drainage
Chesapeake Bay-Delaware River Basins - July 1967

Biological Survey of Rock Creek (from Rockville, Maryland
to the Potomac River)  October 1966

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                             VOLUME   13   (continued)

                          Working  Documents

 5         Summary of Water Quality  and  Waste  Outfalls,  Rock  Creek
           in Montgomery County, Maryland and  the  District  of
           Columbia - December 1966

 6         Water Pollution Survey  -  Back River 1965  -  February  1967

 7         Efficiency Study of the District  of Columbia  Water
           Pollution Control  Plant - February  1967

                             VOLUME   14

                          Working  Documents

 8         Water Quality and Pollution Control  Study - Susquehanna
           River Basin from Northumberland to  West Pittson
           (Including the Lackawanna River Basin)  March 1967

 9         Water Quality and Pollution Control  Study,  Juniata
           River Basin - March 1967

10         Water Quality and Pollution Control  Study,  Rappahannock
           River Basin - March 1967

11         Water Quality and Pollution Control  Study,  Susquehanna
           River Basin from Lake Otsego, New York, to  Lake  Lackawanna
           River Confluence, Pennsylvania -  April  1967

                             VOLUME  15
                          Working Documents

12         Water Quality and Pollution Control  Study,  York River
           Basin - April 1967

13         Water Quality and Pollution Control  Study,  West Branch,
           Susquehanna River Basin - April  1967

14         Water Quality and Pollution Control  Study,  James River
           Basin - June 1967 .

15         Water Quality and Pollution Control  Study,  Patuxent River
           Basin - May 1967

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                             VOLUME 16
                          Working Documents

16         Water Quality and Pollution Control  Study,  Susquehanna
           River Basin from Northumberland, Pennsylvania,  to
           Havre de Grace, Maryland - July 1967

17         Water Quality and Pollution Control  Study,  Potomac
           River Basin - June 1967

18         Immediate Water Pollution Control  Needs,  Central  Western
           Shore of Chesapeake Bay Area (Magothy,  Severn,  South, and
           West River Drainage Areas)  July 1967

19         Immediate Water Pollution Control  Needs,  Northwest
           Chesapeake Bay Area (Patapsco to Susquehanna Drainage
           Basins in Maryland) August 1967

20         Immediate Water Pollution Control  Needs - The Eastern
           Shore of Delaware, Maryland and Virginia  - September 1967

                             VOLUME 17
                           Working Documents

21         Biological Surveys of the Upper James River Basin
           Covington, Clifton Forge, Big Island, Lynchburg, and
           Piney River Areas - January 1968

22         Biological Survey of Antietam Creek and some of its
           Tributaries from Waynesboro, Pennsylvania to Antietam,
           Maryland - Potomac River Basin - February 1968

23         Biological Survey of the Monocacy River and Tributaries
           from Gettysburg, Pennsylvania, to Maryland Rt. 28 Bridge
           Potomac River Basin - January 1968

24         Water Quality Survey of Chesapeake Bay in the Vicinity of
           Annapolis, Maryland - Summer 1967

25         Mine Drainage Pollution of the North Branch of Potomac
           River - Interim Report - August 1968

26         Water Quality Survey in the Shenandoah River of the
           Potomac River Basin - June 1967

27         Water Quality Survey in the James and Maury Rivers
           Glasgow,  Virginia - September 1967

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                             VOLUME  17  (continued)

                           Working Documents

28         Selected Biological  Surveys in the James River Basin,
           Gillie Creek in the  Richmond Area, Appomattox River
           in the Petersburg Area, Bailey Creek from Fort Lee
           to Hopewell - April  1968

                             VOLUME  18
                           Working Documents

29         Biological Survey of the Upper and Middle Patuxent
           River and some of its Tributaries - from Maryland
           Route 97 Bridge near Roxbury Mills to the Maryland
           Route 4 Bridge near Wayson's Corner, Maryland -
           Chesapeake Drainage Basin - June 1968

30         Rock Creek Watershed - A Water Quality Study Report
           March 1969

31         The Patuxent River - Water Quality Management -
           Technical Evaluation - September 1969

                             VOLUME 19
                          Working Documents

           Tabulation, Community and Source Facility Water Data
           Maryland Portion, Chesapeake Drainage Area - October 1964

           Waste Disposal Practices at Federal Installations
           Patuxent River Basin - October 1964

           Waste Disposal Practices at Federal Installations
           Potomac River Basin below Washington, D.C.- November 1964

           Waste Disposal Practices at Federal Installations
           Chesapeake Bay Area of Maryland Excluding Potomac
           and Patuxent River Basins - January 1965

           The Potomac Estuary - Statistics and Projections -
           February 1968

           Patuxent River - Cross Sections and Mass Travel
           Velocities - July 1968

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                            VOLUME  19 (continued)

                         Working Documents

          Wastewater Inventory - Potomac River Basin -
          December 1968

          Wastewater Inventory - Upper Potomac River Basin -
          October 1968

                            VOLUME 20
                         Technical Papers -

 1         A  Digital Technique for Calculating and Plotting
          Dissolved Oxygen Deficits

 2         A  River-Mile  Indexing System for Computer Application
          in Storing and Retrieving Data      (unavailable)

 3         Oxygen  Relationships in Streams, Methodology to be
          Applied when  Determining the Capacity of a Stream to
          Assimilate Organic Wastes - October 1964

 4         Estimating Diffusion Characteristics of Tidal Waters -
          May  1965

 5         Use  of  Rhodamine B Dye as a Tracer in Streams of the
          Susquehanna River Basin - April 1965

 6         An In-Situ Benthic Respirometer - December 1965

 7         A  Study of Tidal Dispersion in the Potomac River
          February  1966

 8         A  Mathematical Model for the Potomac River - what it
          has  done  and  what it can do - December 1966

 9         A  Discussion  and Tabulation of  Diffusion Coefficients
          for  Tidal Waters Computed as a  Function of Velocity
          February  1967

10         Evaluation of Coliform Contribution by Pleasure Boats
          July 1966

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                            VOLUME  21
                         Technical Papers

11         A Steady State Segmented Estuary Model

12        Simulation of Chloride Concentrations in the
          Potomac Estuary - March 1968

13        Optimal Release Sequences for Water Quality
          Control in Multiple-Reservoir Systems - 1968

                            VOLUME  22
                         Technical  Papers

          Summary Report - Pollution of Back River - January 1964

          Summary of Water Quality - Potomac River Basin in
          Maryland - October 1965

          The Role of Mathematical  Models in the Potomac River
          Basin Water Quality Management Program - December 1967

          Use of Mathematical Models as Aids to Decision Making
          in Water Quality Control  - February 1968

          Piscataway Creek Watershed - A Water Quality Study
          Report - August 1968

                            VOLUME  23
                        Ocean Dumping Surveys

          Environmental Survey of an Interim Ocean Dumpsite,
          Middle Atlantic Bight - September 1973

          Environmental Survey of Two Interim  Dumpsites,
          Middle Atlantic Bight - January 1974

          Environmental Survey of Two Interim Dumpsites
          Middle Atlantic Bight - Supplemental Report -
          October 1974

          Effects of Ocean Disposal Activities on Mid-
          continental Shelf Environment off Delaware
          and Maryland - January 1975

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                            VOLUME 24

                           1976 Annual
               Current Nutrient Assessment - Upper Potomac Estuary
               Current Assessment Paper No.  1

               Evaluation of Western Branch  Wastewater Treatment
               Plant Expansion - Phases I and  II

               Situation Report - Potomac River

               Sediment Studies in Back River  Estuary, Baltimore,
               Maryland

Technical      Distribution of Metals in Elizabeth River Sediments
Report 61

Technical      A Water Quality Modelling Study of the Delaware
Report 62      Estuary

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         CHESAPEAKE BAY

      NUTRIENT INPUT STUDY
      Technical  Report 47
Environmental  Protection Agency
          Region III
    Annapolis  Field Office
        September 1972

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         Annapolis Field Office
               Region III
     Environmental Protection Agency
             CHESAPEAKE BAY

          NUTRIENT INPUT STUDY
           Technical Report 47

             September 1972
              Victor Guide
           Orterio Villa, Jr.
            Supporting Staff

      Johan A. Aalto, Director,  AFO
Leo J. Clark, Chief, Engineering Section
James W. Marks, Chief, Laboratory Section
         Conly DeBord, Draftsman
          Tangie Brown, Typist

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                              PREFACE



     The Chesapeake Bay, the largest tidal  estuary on the Atlantic



Coast, is regarded as one of the most valuable estuaries in the world



and is utilized extensively for fishing, recreation, navigation, and



waste assimilation.  This extensive utilization has resulted in an



ever increasing stress on the ability of the Bay to accomodate the



diverse and often conflicting demands made  upon it.



     To determine the magnitude, extent, and source of nutrient



loadings to the Chesapeake Bay data from a  water quality survey of the



major tributary watersheds (the Susquehanna, the Patuxent, the Potomac,



the Rappahannock, the Mattaponi, the Pamunkey, the Chickahominy, and



the James) have been evaluated and are presented in this report.

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                       TABLE OF CONTENTS
                                                           Page
PREFACE                                                      ii
LIST OF TABLES                                               vi
LIST OF FIGURES                                            viii
Chapter
     I.  INTRODUCTION                                       1-1
         A.  Purpose and Scope                              1-1
         B.  Description of the Sampling Network            1-2
         C.  Authority                                      1-4
         D.  Acknowledgements                               1-4
    II.  SUMMARY AND CONCLUSIONS                           II-l
   III.  DESCRIPTION OF THE STUDY AREA                    III-l
         A.  Chesapeake Bay                               III-l
         B.  Tributary Watersheds                         III-3
             1.  Susquehanna River Basin                  III-3
             2.  Patuxent River Basin                     III-4
             3.  Potomac River Basin                      III-6
             4.  Rappahannock River Basin                 III-8
             5.  York River Basin                         111-10
                 a.   Mattaponi River                      III-ll
                 b.   Pamunkey River                       III-ll
             6.  James River Basin                        111-12
                 a.   Chickahominy River Watershed         111-13
                              m.

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                         TABLE OF  CONTENTS
Chapter                                                       Page
IV.  WATER QUALITY CONDITIONS                                  IV-1
     A.  Susquehanna River at Conowingo,  Maryland               IV-2
     B.  Patuxent River at Route 50 (John Hanson Highway)       IV-5
     C.  Potomac River at Great Falls,  Maryland                 IV-7
     D.  Rappahannock River at Fredericksburg, Virginia         IV-10
     E.  York River                                            IV-12
         1.  Mattaponi River at Beulahville,  Virginia           IV-12
         2.  Pamunkey River at Hanover, Virginia                IV-15
     F.  James River at Richmond,  Virginia                     IV-15
     G.  Chickahominy River at Providence Forge, Virginia       IV-17
 V.  NUTRIENT LOADINGS AND RELATIVE CONTRIBUTIONS               V-l
     A.  Delineation of Daily Nutrient  Loadings  (Observed)      V-l
         1.  Susquehanna River at  Conowingo,  Maryland           V-3
         2.  Patuxent River at Route 50 (John Hanson Highway)   V-7
         3.  Potomac River at Great Falls, Maryland             V-10
         4.  Rappahannock River at Fredericksburg, Virginia     V-13
         5.  Mattaponi River at Beulahville,  Virginia           V-l6
         6.  Pamunkey River at Hanover, Virginia                V-l9
         7.  James River at Richmond, Virginia                  V-22
         8.  Chickahominy River at Providence Forge, Virginia   V-25
     B.  Regression Analysis                                   V-28
         1.  Analytical Framework                               V-28
         2.  Regression Loadings (Calculated)                  V-29
                                 IV

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                         TABLE OF CONTENTS

Chapter                                                       Page

V.  NUTRIENT LOADINGS AND RELATIVE CONTRIBUTIONS (Cont.)

     C.  Delineation of Mean Monthly Nutrient Loadings         V-55
         (Regression)

     D.  Comparison of Observed Daily Loadings and Mean        V-58
         Monthly Loadings Based on Regression Extrapolation

REFERENCES

APPENDIX

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                           LIST OF TABLES

Number                                                            Page

   I - 1    Chesapeake Bay Nutrient Sampling Network               1-4

  II - 1    Nutrient Input to Chesapeake Bay                      11-7
           Mean Monthly Nutrient Contributions

  II - 2    Nutrient Input to Chesapeake Bay                      11-8
           Susquehanna River at Conowingo, Maryland

  II - 3    Nutrient Input to Chesapeake Bay                      II-9
           Potomac River at Great Falls, Maryland

  II - 4    Nutrient Input to Chesapeake Bay                      11-10
           James River at Richmond, Virginia

  IV - 1    Mean Monthly Nutrient Concentrations                  IV-1

   V - 1    Average Daily Nutrient Contributions                   V-l

   V - 2    Seasonal Nutrient Loadings                             V-3
           Susquehanna River at Conowingo, Maryland

   V-3    Seasonal Nutrient Loadings                             V-7
           Patuxent River at Route 50 (John Hanson Highway)

   V - 4    Seasonal Nutrient Loadings                             V-10
           Potomac River at Great Falls, Maryland

   V - 5    Seasonal Nutrient Loadings                             V-l3
           Rappahannock River at Fredericksburg,  Virginia

   V - 6    Seasonal Nutrient Loadings                             V-16
           Mattaponi  River at Beulahville, Virginia

   V-7    Seasonal Nutrient Loadings                             V-19
           Pamunkey River at Hanover, Virginia

   V - 8    Seasonal Nutrient Loadings                             V-22
           James River at Richmond, Virginia

   V - 9    Seasonal Nutrient Loadings                             V-25
           Chickahominy River at Providence Forge, Virginia

   V-10  Regression Study Results                               V-37
           Susquehanna River at Conowingo, Maryland

   V - 11  Regression Study Results                               V-38
           Patuxent River at Route 50 (John Hanson Highway)
                               VI

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                        LIST OF TABLES

Number                                                            Page

  V - 12   Regression Study Results                                 V-39
           Potomac River at Great Falls,  Maryland

  V - 13   Regression Study Results                                 V-40
           Rappahannock River at Fredericksburg,  Virginia

  V - 14   Regression Study Results                                 V-41
           Mattaponi  River at Beulanville,  Virginia

  V - 15   Regression Study Results                                 V-42
           Pamunkey River at Hanover,  Virginia

  V - 16   Regression Study Results                                 V-43
           James River at Richmond,  Virginia

  V - 17   Regression Study Results                                 V-44
           Chickahominy River at Providence Forge, Virginia

  V - 18   Nutrient Input of Susquehanna  River  at Conowingo,        V-46
           Maryland

  V - 19   Nutrient Input of Potomac River  at Great  Falls,          V-47
           Maryland

  V - 20   Nutrient Input of Rappahannock River at                  V-48
           Fredericksburg, Virginia

  V - 21   Nutrient Input of Mattaponi River  at Beulahville,        V-49
           Virginia

  V - 22   Nutrient Input of Pamunkey  River at  Hanover,             V-50
           Virginia

  V - 23   Nutrient Input of James  River  at Richmond,               V-51
           Virginia

  V - 24   Nutrient Input of Chickahominy River at Providence       V-52
           Forge, Virginia

  V - 25   Seasonal Nutrient Loadings  (Regression Extrapolation)    V-55
           June 1969  through October 1969

  V - 26   Seasonal Nutrient Loadings  (Regression Extrapolation)    V-56
           November 1969 through May 1970

  V - 27   Seasonal Nutrient Loadings  (Regression Extrapolation)    V-56
           June 1970  through August  1970

  V - 28   Tributary  Contributions                                  V-57
           (Nutrient  Loadings as %)
                              vii

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                        LIST OF FIGURES

Number                                                           Page

  I - 1    Sampling Network                                        1-5

 IV - 1    Nutrient Concentrations                                IV-3
          Susquehanna River at Conowingo, Maryland

 IV - 2   Nutrient Concentrations                                IV-6
          Patuxent River at Route 50 (John Hanson Highway)

 IV-3   Nutrient Concentrations                                IV-8
          Potomac River at Great Falls, Maryland

 IV - 4   Nutrient Concentrations                                IV-9
          Potomac River at Great Falls, Maryland (Cont.)

 IV - 5   Nutrient Concentrations                                IV-11
          Rappahannock River at Fredericksburg, Virginia

 IV-6   Nutrient Concentrations                                IV-13
          Mattaponi River at Beulahville, Virginia

 IV - 7   Nutrient Concentrations                                IV-14
          Mattaponi River at Beulahville, Virginia (Cont.)

 IV-8   Nutrient Concentrations                                IV-16
          Pamunkey River at Hanover, Virginia

 IV-9   Nutrient Concentrations                                IV-18
          James River at Richmond, Virginia

 IV - 10  Nutrient Concentrations                                IV-19
          Chickahominy River at Providence Forge, Virginia

  V - 1    Susquehanna River at Conowingo, Maryland                V-4
          Actual Daily Nutrient Loadings

  V - 2   Susquehanna River at Conowingo, Maryland                V-5
          Actual Daily Nutrient Loadings (Cont.)

  V - 3   Susquehanna River at Conowingo, Maryland                V-6
          Actual Daily Nutrient Loadings (Cont.)

  V-4   Patuxent River at Route 50 (John Hanson Highway)        V-8
          Actual Daily Nutrient Loadings

  V-5   Patuxent River at Route 50 (John Hanson Highway)        V-9
          Actual Daily Nutrient Loadings (Cont.)

  V-6   Potomac River at Great Falls, Maryland                  V-ll
          Actual Daily Nutrient Loadings
                             vm

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                         LIST OF FIGURES

Number                                                              Page

   V -  7  Potomac River at Great Falls, Maryland                    V-12
           Actual  Daily Nutrient Loadings (Cont.)

   V -  8  Rappahannock River at Fredericksburg,  Virginia             V-14
           Actual  Daily Nutrient Loadings

   V -  9  Rappahannock River at Fredericksburg,  Virginia             V-15
           Actual  Daily Nutrient Loadings (Cont.)

   V - 10  Mattaponi  River at Beulahville,  Virginia                  V-17
           Actual  Daily Nutrient Loadings

   V - 11  Mattaponi  River at Beulahville,  Virginia                  V-18
           Actual  Daily Nutirent Loadings (Cont.)

   V-12  Pamunkey River at Hanover,  Virginia                        V-20
           Actual  Daily Nutrient Loadings

   V - 13  Pamunkey River at Hanover,  Virginia                        V-21
           Actual  Daily Nutrient Loadings (Cont.)

   V-14  James River at Richmond,  Virginia                         V-23
           Actual  Daily Nutrient Loadings

   V-15  James River at Richmond,  Virginia                         V-24
           Actual  Daily Nutrient Loadings (Cont.)

   V - 16  Chickahominy River at Providence Forge,  Virginia           V-26
           Actual  Daily Nutrient Loadings

   V-17  Chickahominy River at Providence Forge,  Virginia           v-27
           Actual  Daily Nutrient Loadings (Cont.)

   V-18  Nutrient Load - Streamflow  Relationship,                  v-31
           Susquehanna River at Conowingo,  Maryland
           (T.P04  as  P04 versus flow)

   V - 19  Nutrient Load - Streamflow  Relationship,                  y-32
           Susquehanna River at Conowingo,  Maryland
           (Pi  as  PO. versus flow)

   V-20  Nutrient Load - Streamflow  Relationship,                  v-33
           Susquehanna River at Conowingo,  Maryland
           (T.K.N. as N versus flow)

   V-21  Nutrient Load - Streamflow  Relationship,                  v-34
           Susquehanna River at Conowingo,  Maryland
           (N02 +  N03 as N versus flow)
                                 IX

-------
                          LIST OF FIGURES

Number                                                                Page

   V - 22  Nutrient Load - Stream-flow Relationship,                    v_35
           Susquehanna River at Conowingo, Maryland
           (NH3 as N versus flow)

   V - 23  Nutrient Load - Streamflow Relationship,                    v_36
           Susquehanna River at Conowingo, Maryland
           (T.O.C. versus flow)

   V - 24  Nitrogen Input to Chesapeake Bay                            \l-B3

   V - 25  Phosphorus Input to Chesapeake Bay                          v_54

   V - 26  River Discharges (Mean monthly versus observed)             \l-f>Q

   V - 27  River Discharges (Cont.)                                    y_g1

   V - 28  Susquehanna River at Conowingo, Maryland                    v_62
           Mean Monthly Nutrient Loadings (Regression) versus
           Actual  Daily Nutrient Loadings (Observed)

   V - 29  Susquehanna River at Conowingo, Maryland                    v_63
           Mean Monthly Nutrient Loadings (Regression) versus
           Actual  Daily Nutrient Loadings (Observed) (Cont.)

   V - 30  Susquehanna River at Conowingo, Maryland                    v_64
           Mean Monthly Nutrient Loadings (Regression) versus
           Actual  Daily Nutrient Loadings (Observed) (Cont.)

-------
                                                             1-1
                             CHAPTER I
                           INTRODUCTION
A.  PURPOSE AND SCOPE
     A perplexing problem in water quality analysis is the determination
of the effects of waste discharges upon the assimilative capacity
of the receiving waters.  Domestic, industrial, and agricultural
wastes, which contribute to progressive stream fertilization,
ultimately lead to excessive algal growth.  The nutrients, especially
nitrogen and phosphorus, which normally contribute to dense algal
growth and resultant stream deterioration, have been related to
recently accelerated eutrophication observed in the Chesapeake Bay.
     In order to assess the degree of eutrophication in the Bay and
delineate the nutrient sources responsible for this condition, it
was necessary to determine the nutrient contributions from the major
tributary watersheds.  This factor led to the establishment of the
Chesapeake Bay Nutrient Input sampling network.  Determination of
the sources of nutrient inputs and their effect on the resources
of the Bay is an important step in the development of a management
scheme for future use in nutrient control.
     Consequently, an intensive water quality survey of the Chesapeake
Bay's major tributary watersheds was conducted to determine the primary
sources and relative contribution of nutrients affecting the Chesapeake
Bay from nontidal areas.  The principal objectives of this study were
to:
     1.  Determine the extent of existing nutrient loadings to the
         Chesapeake Bay from major tributary watersheds.

-------
                                                             1-2
     2.  Identify streams contributing significant nutrient loadings
         to the Chesapeake Bay.
     3.  Determine seasonal  trends in nutrient input to the Chesapeake
         Bay.
     4.  Determine average nutrient loadings and concentrations for
         each tributary watershed.
     5.  Establish relationships between nutrient load and stream
         flow for every tributary (regression analysis).
     6.  Identify portions of the Chesapeake Bay high in  nutrients.
     7.  Consider the impact of continued nutrient enrichment on the
         Bay ecosystem.
     8.  Obtain sufficient data on which to base future management
         decisions on nutrient control from pertinent watersheds.
B.  DESCRIPTION OF THE SAMPLING NETWORK
     In order to account for the seasonal variations in the nutrient
loadings from major watersheds (i.e., effect of seasonal  river dis-
charges), the Annapolis Field Office, Region III, Environmental
Protection Agency, conducted this extensive nutrient survey during a
15-month period, June 1969 to August 1970.  The survey was confined
to the following tributary watersheds:  the Susquehanna,  the Patuxent,
the Potomac, the Rappahannock, the Mattaponi, the Pamunkey, the
Chickahominy, and the James.
     A sampling network was  developed which consisted of  eight stations
strategically located within the Chesapeake Bay's major tributary
watersheds.  The following criteria were used in locating the sampling

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                                                             1-3

stations:
     (1)  One station at or near the fall  line of each major tributary
          watershed -
          a.  Susquehanna River
          b.  Patuxent River
          c.  Potomac River
          d.  Rappahannock River
          e.  Mattaponi River
          f.  Pamunkey River
          g.  Chickahominy River
          h.  James River
     (2)  Stations located at or near the  United States Geological
          Survey (USGS) gaging stations
     A brief description of each sampling  station is  given  in Table
I - 1  and the locations shown in Figure I  -  1.   Samples were normally
obtained weekly during the entire study period.

-------
                                                                 1-4
                             Table  I  -  1
               CHESAPEAKE BAY NUTRIENT  SAMPLING  NETWORK
                                                                USGS Gage
Station Code                   Station  Name                      Reference
     CW         Susquehanna River at  Conowingo,  Md.
     PJ         Patuxent River at Route 50 (John Hanson Highway)
     GF         Potomac River at Great  Falls,  Md.                 1-6465
     RF         Rappahannock River  at Fredericksburg,  Va.         1-6680
     MB         Mattaponi River at  Beulahville,  Va.               1-6745
     PH         Pamunkey River at Hanover, Va.                    1-6730
     CH         Chickahominy River  at Providence Forge, Va.       2-0425
     JR         James River at Richmond,  Va.                      2-375
          A weekly sampling schedule  accounted for 505 samples  which were
     analyzed for the following parameters:  Total  Phosphorus as P0»,
     Inorganic Phosphorus as P0», Total  Kjeldahl  Nitrogen  as N, Ammonia
     Nitrogen as N, Nitrite-Nitrate as  N  and Total  Organic Carbon.
     C.  AUTHORITY
          This report was prepared  under  the provision of  the Federal
     Water Pollution Control Act, as  amended  (33 U.S.C. 466 et  seq.),
     which directed the Secretary of  the  Interior* to  develop programs
     for eliminating pollution of interstate waters  and improving the
     condition of surface and ground  waters.
     D.  ACKNOWLEDGEMENTS
          The cooperation of the following governmental agency  and state
     organizations has enabled the  Annapolis Field Office  (AFO) to complete

     * now Administrator, EPA

-------
                                      SAMPLING  NETWORK
SU— SUSQUEHANNA  RIVER AT
     CONOWINGO.  MARYLAND
JR—JAMES RIVER AT RICHMOND,
     VIRGINIA
GF—POTOMAC  RIVER AT GREAT
     FALLS. MARYLAND
Pjl — PUTUXENT RIVER AT ROUTE 50
     (JOHN  HANSON  HIGHWAY)
Mf — MATTAPONI  RIVER AT
     BEULAHVILLE. VIRGINIA
PH — PAMUNKEY RIVER AT
     HANOVER, VIRGINIA
R£ — RAPPAHANNOCK  RIVER  AT
     FREDERICKSBURG, VIRGINIA
£H — CHICAHOMINY RIVER AT
     PROVIDENCE  FORGE. VIRGINIA
                                                                                                                   I-l

-------
                                                             1-6
this study and their assistance is  gratefully acknowledged:

     1.   U. S. Geological  Survey, Water Resources  Divisions  at
         College Park, Maryland; Richmond,  Virginia;  Harrisburg,
         Pennsylvania;

     2.   Maryland Department of Water Resources,  and

     3.   Virginia Water Control Board.


     In  addition, special  thanks is extended to  Dr. Norbert  Jaworski
for the  design and initiation of the study  and guidance  during
composition of the report.

-------
                                                             II-l
                            CHAPTER II

                      SUMMARY AND CONCLUSIONS

     A detailed study of the nutrient contributions  to the

Chesapeake Bay from major tributary watersheds was undertaken

during the period of June 1969 to August 1970.  The  study findings

are presented below:

     1.  The average measured concentration of nutrients  for the

eight major watersheds varied as follows:
  Tributary              T.  P04           TKN    N0? + NO,      NH~
  Watershed              as  P0y|    Pi      as N     ^as N       as  N    TOC
                                                mg/1
Susquehanna River at
Conowingo, Md.            0.18    0.12    0.67      0.91       0.23   3.64

Patuxent River at
Route 50 (John Hanson
Highway)                  2.77    1.90    1.68      1.35       1.00   7.72

Potomac River at
Great Falls, Md.          0.50    0.22    0.87      1.05       0.17   6.42

Rappahannock River at
Fredericksburg, Va.       0.25    0.13    0.57      0.52       0.10   4.83

Mattaponi River at
Beulahville, Va.          0.16    0.13    0.58      0.11       0.07   8.08

Pamunkey River at
Hanover, Va.              0.18    0.13    0.53      0.19       0.12   6.15

Chickahominy River at
Providence Forge, Va.     0.57    0.39    0.73      0.25       0.07  10.53

James River at
Richmond, Va.              0.20    0.13    0.64      0.66       0.13   5.51

     Although the average measured nutrient concentrations  for the

Patuxent River were generally the highest among the eight major

tributaries, the corresponding nutrient loadings (Ibs/day)  represent

minor contributions due to the relatively lower river discharge (as

compared to the Susquehanna, the Potomac, and the James).

-------
                                                              II-2
       2.  On an average daily basis for the entire study period
(observed data), the nutrient loadings entering the Chesapeake Bay
from the major tributary watersheds are as follows:
                                 Nutrient Loadings (Ibs/day)
Tributary
Watershed
Susquehanna River
Potomac River
James River
Patuxent River
Rappahannock River
Pamunkey River
Mattaponi River
Chickahominy
T. PO
as POT
*T
59,000 34
45,000 19
7,000 5
5,000 3
3,000 2
1 ,000 1
1,000
600
The average daily nutrient
the Chesapeake Bay
using mean monthly
Tributary
Watershed*
Susquehanna River
Potomac River
James River
Rappahannock River
Pamunkey River
Mattaponi River
Chickahominy River
Pi
,000 1
,000
,000
,000
,000
,000
500
400
input of
for the entire study
flows) is as

T. P04
as POJ
t
33,000 20
23,000 9
7,100 4
1,600
1,500
500
500
f ol 1 ows :
Nutrient
Pi
,000
,900
,200
900
900
450
400
TKN
as N
30,000
69,000
19,000
4,000
6,000
3,000
1,000
900
N09 + NO-
^as N J
230,000
87,000
15,000
2,000
5,400
1,000
400
200
NH~
asJN
42,000
12,000
5,000
2,000
1,000
600
300
100
TOC
576,000
363,000
169,000
18,000
40,000
36,000
21 ,000
15,000
the major tributary watersheds to
period

Loadi
TKN
as N
93,000
35,000
18,000
3,900
3,000
1,500
900
(regression

ngs (Ibs/day)
N09 + NO-
^as N d
153,000
57,000
15,500
3,600
1,700
400
200
extrapolation


NH-
as^N
29,000
6,000
4,200
600
700
250
100


TOC
513,000
267,000
133,000
29,000
37,000
20,500
12,000
* Insufficient flow data for Patuxent extrapolation

-------
                                                              II-3




     Comparison of the loadings (observed versus regression extrapolation)



show generally higher loadings when the observed daily data is averaged



for the study period.  The average daily nutrient input based on



regression extrapolation using mean monthly flows is a more accurate



representation of the situation since use of mean monthly flows



eliminates the biased nature of extreme periods of flow during which



sampling may have occurred.



     3.  On the basis of mean monthly nutrient contributions (regression



extrapolation) over the entire 15-month study period, the primary



sources of nutrients entering the Chesapeake Bay emanate from three



major watersheds—the Susquehanna, the Potomac, and the James.



Actual  percentages for all of the watersheds sampled are shown below:






                                  Loadings (Ibs/day) as %
Tributary
Watershed
Susquehanna River
Potomac River
James River
Rappahannock River
Pamunkey River
Mattaponi River
Chickahominy River
T. PO
as PO,
	 *r 	
49
33
12
2
2
1
1
Pi
54
27
13
2
2
1
1
TKN
as N
60
23
10
3
2
1
1
NO, + NO.
^as N J
66
25
6
1
1
<1
<1
NH3
71
15
11
1
1
<1
<1
TOC
51
27
12
3
4
2
1

-------
                                                             II-4

     4.   Seasonal  variations in the percentage  of nutrient contribution

of the total  nontidal  nutrient input to the Chesapeake  Bay from all

sources  sampled are shown below:

                              Seasonal  Nutrient Contribution as %


                     T. PO,TKNN0? + NCsNHL
Time Period          as P0)j    Pi       as N       as N  J    asJN   TOC

June 1969
through
October  1969           14      14        19          14        20     19

November 1969
through
May 1970               67      73        59          68        57     60

June 1970
through
August 1970            19      13        22          18        23     21

     5.   During the significant period of November 1969 through May 1970

when the majority of nutrients were transported into the Chesapeake Bay

via nontidal  discharges, the primary nutrient loadings  again emanated

from three major watersheds—the Susquehanna, the Potomac, and the

James as indicated in the following table:

                                Tributary Contributions
                                (Nutrient Loadings as %)
Tributary
Watershed

Susquehanna River
Potomac River
James River
Rappahannock River
Pamunkey River
Mattaponi River
Chickahominy River
T. P04
as PO.
*T
54
34
7
3
1
<1
<1
Pi

60
26
8
3
1
1
1
TKN
as N

62
23
10
3
1
<1
<1
N02 + N03 NH3
as N as N

66 72
26 16
5 9
2 <2
<1 <1
<1 <1
<1 <1
TOC

55
25
12
3
2
2
<1

-------
                                                              II-5
     As presented, the tributary contributions reflect two distinct
observations which can be made in regard to nutrient enrichment of the
Chesapeake Bay:  (1)  the predominant influence of three principal
watersheds on the nutrient balance of the Chesapeake Bay—the Susquehanna,
the Potomac and the James and (2) the seasonal nature of nutrient
enrichment of the Chesapeake Bay whereby the majority of nutrients
transported into the Chesapeake Bay via nontidal discharges occurred
during the period of November 1969 through May 1970.
     Although the majority of nutrients are transported into the
Chesapeake Bay during the above period, more significance may be
attributed to periods of low flow (and high temperature) during which
high resident times result in significant algal blooms.  Evaluation,
therefore, of nutrient transport in the Chesapeake Bay from nontidal
sources is not accomplished herein.
     These three tributary watersheds are the major factors responsible
for the Chesapeake Bay's nutrient problems.  Control of nutrients from
these major watersheds, especially the Susquehanna, should result in a
restored nutrient balance in the Bay.
     6.  The cumulative nutrient inputs from the major tributary water-
sheds to the Chesapeake Bay based on regression analyses using mean
monthly flow data for the entire study period are presented in Table
II - 1.
     7.  Mean monthly nutrient contributions (Ibs/day) from the three
major tributary watersheds are presented in Tables II - 2,.II - 3, and
II - 4.
     8.  Nutrient loadings (Ibs/day) are highly related to river dis-
charge.  For example, on October 22, 1969, with a river discharge of

-------
                                                             II-6
4,300 cfs, approximately 3,200 Ibs/day of total  phosphorus as PO. and
15,000 Ibs/day of NO^ + NO., nitrogen as N entered the Chesapeake Bay
from the Susquehanna River at Conowingo, Maryland, while on April 3,
1970, with a river discharge of 264,000 cfs, approximately 683,000
and 1,400,000 Ibs/day of total phosphorus as PO^ and N02 + N03 nitrogen
as N, respectively, entered the Bay at Conowingo, Maryland.  Thus,
the relationship between river discharge and nutrient loadings,
especially NOp + N03 as N, is apparent.  High N02 + NO, as N loadings
are indicative of land runoff as contrasted to TKN as N loadings which
are attributable mainly to treatment plant effluents entering the water-
ways.  Conversely, total phosphorus as PO. is more difficult to
characterize since it tends to adsorb to particles and sediments in the
water.  During low flow periods, phosphorus is retained in bottom
deposits in the stream channel.  As a result, a  substantial portion
of the PO. is unavailable due to sedimentation.   During high flow periods
scouring may occur in the waterway, thus releasing the nutrients re-
tained in the sediment and transporting them downstream and ultimately
to the Chesapeake Bay.

-------













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-------
                                                              11-11
     9.  Nutrient concentrations (mg/1)  and river discharges (cfs)
showed interesting relationships which were found to be dependent on
several factors, i.e. particular nutrient within a particular watershed,
time of the year, and weather conditions which affected normal  river
discharge.  Unique relationships were observed for each nutrient
within each tributary watershed and generalizations as to direct or
indirect dependence of nutrient concentrations on flow could not be
obtained from the survey data.  The nutrient concentration - river
discharge relationship for each nutrient in the eight major tributary
watersheds is presented in Chapter IV.  A brief summary of the  nutrient
concentration - river discharge relationships for the Susquehanna
River, the Potomac River, and the James  River is presented as follows:
     a.  Susquehanna River at Conowingo, Maryland (see Figure IV -  1)
     Considerably higher river discharge during the period of
November 1969 to May 1970 resulted in higher total phosphorus (as PCO
and inorganic phosphorus concentrations.  Periods of higher than normal
flow resulted in total and inorganic phosphorus surges from the
upper Susquehanna River Basin.  A direct relationship between total  and
inorganic phosphorus concentrations (as  PCO and river discharge is
evident.   Since these high concentrations occurred during periods of
higher than normal flow, it appears that the relatively short residence
time within the impoundment did not permit the occurrence of a  sub-
stantial  amount of deposition or biological uptake.
     In addition, the organic phosphorus buildup (TPO. - Pi) appears
to be occurring during the summer months, which is indicative of algal
biomass enrichment normally associated with summer conditions.
     Concentrations of NCL + NCu showed  extreme dependence on river

-------
                                                             11-12
discharge.  High NCL + NO- concentrations during  the winter months  are
primarily the direct result of land runoff associated with the high river
discharge.  A secondary reason for these high levels may be the reduced
detention time by Conowingo Dam during high flow  periods.   A direct
relationship between N02 + N03 concentrations and river discharge is
evident.
     TKN concentrations, however, decreased during the period of higher
flow.  These reduced TKN concentrations are indicative of a flushing
type response in the river whereby the organic load is diluted by the
increased river discharge.  An indirect relationship between TKN
concentrations and river discharge is evident.
     The direct relationship between N(L + NO., concentrations and river
discharge coupled with the indirect relationship  between TKN concen-
trations and river discharge in the Susquehanna River is interesting.
During the summer months (a period of low flow) low nitrite-nitrate
concentrations coupled with higher TKN concentrations suggest that  algal
cells are readily utilizing the nitrate form of nitrogen and converting
it to TKN.
     Concentrations of ammonia nitrogen remained  relatively uniform when
compared to other nutrient concentrations.   High  NH, concentrations were
observed in the months of January and February 1970, and June and July
1970.
     b.   Potomac River at Great Falls, Maryland (see Figure IV - 2)
     Total and inorganic phosphorus concentrations remained generally
uniform except for extreme variations in concentration during December
1969 and February, April, May and June 1970.   These extreme surges
generally correspond to days of higher than normal flow.

-------
                                                             11-13
     The organic phosphorus fraction (T.PO, - Pi) was higher during the
months of June through October 1969 (in the range of 0.2 to 0.5 mg/1),
and especially low during the months of December 1969 through February
1970 (<0.1 mg/1).  The algal biomass may reflect this high organic
fraction during the summer months with the inorganic phosphorus utilized
to a greater extent than in the winter months.
     Concentrations of NOp + N03 showed extreme dependence on river dis-
charge.  High N02 + N03 concentrations during the winter months are
primarily the direct result of land runoff associated with the high
river discharge.  A secondary reason for these high levels may be the
reduced detention time at Conowingo Dam during high flow periods.
During the summer months high peaks of N02 + NO, concentrations were
observed.  A combination of excessive river flows and nitrification was
probably responsible for these surges.  A direct relationship between
N0? + NO, concentrations and river discharge is evident.
     Concentrations of TKN also showed extreme variations during the
study period.  In general, TKN appeared to have an indirect relationship
to flow.   Reduced TKN concentrations during high flow periods are
indicative of the dilution effect in the river whereby the organic load
is dispersed by the increased runoff.
     The  direct relationship between NO^ + NO, concentrations and river
flows coupled with the indirect relationship between TKN concentrations
and flows in the Potomac River correspond to the similar observations
in the  Susquehanna River.   During the low flow summer months low N02 + N03
concentrations coupled with higher TKN concentrations suggest that algal
cells are readily utilizing the nitrate form of nitrogen and converting
it to TKN.

-------
                                                             11-14

     Ammonia nitrogen concentrations remained relatively uniform
throughout most of the study period.  During the  summer months  most of the
NHL appeared to be oxidized to nitrite-nitrate nitrogen which was  then
converted Into organic nitrogen in the algal cellular material, i.e.,
a greater organic fraction (TKN - NFL) during the summer than in the
winter months.
     C.  James River at Richmond, Virginia (see Figure IV -  9)
     Both total and inorganic phosphorus  concentrations in the  James
River were relatively uniform throughout  the study period.  Slight
increases in concentrations occurred, however, during the winter and
spring months when river flows were substantially higher.
     Concentrations of N(L + NO- nitrogen, however, appeared to decrease
                         c.     0
during the high flow periods of January through May 1970, although
considerable fluctuations were noted throughout the study period.
     With regard to TKN concentrations, a drastic variation  in  TKN levels
between 0.2 mg/1 and 2.0 mg/1 was observed with seasonal patterns  not
being evident.
     Ammonia nitrogen concentrations were generally higher during  the
winter and spring with maximum levels exceeding 0.3 mg/1.  Btostimulation
may have been a significant factor from July to October 1969 since nitrate
levels were at a minimum while an abundance of organic nitrogen was
present during that period.
     10.  Most of the water quality problems in the Bay are  similar to
those in other comparable areas of the United States but are compounded
because the area is largely tidal.  The Bay receives its share  of municipal
and industrial wastes, the primary effects of which are immediate  water
quality impairment in several areas.  However, the

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                                                              11-15
secondary effects create a more widespread insidious water quality
problem—that of eutrophication in a number of rivers discharging into
the Chesapeake Bay.  This progressive eutrophication of the Bay's
tributaries, caused by the increase in nutrient quantities discharged
into waterways via waste discharge and land runoff, threatens the water
quality and biota of the Bay.
     Flows  from the eight major tributary watersheds increase the
naturally high nutrient levels and biological  productivity of the
Chesapeake Bay.  These flows include abundant amounts of plant nutrients
such as inorganic nitrogen, phosphorus and carbon which are incorporated
into organic matter by aquatic plants.
     In early stages, nutrient enrichment may result in beneficial
conditions (i.e., increase in fish productivity, zooplankton, etc.).
However, the advanced stages lower dissolved oxygen levels, interfere
with recreational uses of water, affect drinking water taste and result
in blooms of undesirable blue-green algae.  The more abundant the nutrient
supply, the greater potential there is for dense vegetation.  Thus,
control of eutrophication in the Chesapeake Bay focused on control of
three nutrients—nitrogen, phosphorus, and carbon.
     The primary sources of nutrients to the Chesapeake Bay are three
nontidal tributary watersheds—the Susquehanna, the Potomac, and the
James.   Of primary concern is the control of nutrients from these up-
stream sources—especially the Susquehanna River, since it contributes
in excess of 50% of all  nutrients entering the Chesapeake Bay.  During
the significant period of November 1969 through May 1970, the Susquehanna
River Basin contributed 54% of the total phosphorus, 60% of the
inorganic phosphorus, 62% of the total Kjeldahl nitrogen, 66% of the

-------
                                                              11-16
nitrite-nitrate nitrogen, 72% of the ammonia nitrogen, and 55% of the
total organic carbon entering the Bay.
     As these upstream sources are brought under control  during critical
periods—especially the Susquehanna River—commensurate reduction in
nuisance conditions in the Chesapeake Bay will  result.
     11.  Identification of the Susquehanna River as the major contributor
to the Chesapeake Bay's nutrient load resulted  in the implementation
of an intensive nutrient survey within  the Susquehanna Basin to locate
individual  sources and their degree of  controllability.  The survey area
extends from the Susquehanna River at Sunbury,  Pennsylvania to
Conowingo,  Maryland.  It was begun in June 1971  and was completed in
July 1972.   A report of the findings will follow.

-------
                                                              III-l
                          CHAPTER III
                 DESCRIPTION OF THE STUDY AREA
A.  CHESAPEAKE BAY
     The geographic area that drains to the Chesapeake Bay encompasses
approximately 70,000 square miles including the District of Columbia,
nearly all of Maryland, 65 percent of Virginia, 50 percent of
Pennsylvania, 12 percent of New York and 12 percent of West Virginia,
as well as a portion of Delaware.
     The tidewater portion of the Chesapeake Bay Basin covers an area
of approximately 8,400 square miles in the State of Maryland and the
Commonwealth of Virginia.  The combined tidal  shoreline is approximately
4,600 miles in length, of which 3,400 miles are in Maryland and 1,200
miles are in Virginia.  The Bay is approximately 190 miles in length
and varies in width from 4 miles at Sandy Point in the vicinity of the
Chesapeake Bay Bridge to approximately 30 miles at its widest point
near Pocomoke Sound.  The average depth of the Bay is approximately
28 feet and the deepest point is 174 feet, off the southern tip of
Kent Island.
     The Chesapeake Bay receives freshwater inflows from 150 tributaries,
of which the following are major watersheds:  the Susquehanna, the
Patapsco, the West, the Patuxent, the Potomac, the Rappahannock, the
York, the Chickahominy and the James on the western shore and the Chester,
the Choptank, the Nanticoke, the Wicomico and  the Pocomoke on the
eastern shore.

-------
                                                             III-2
     The major river in the drainage area is the Susquehanna,  the
largest river basin on the Atlantic Coast.   The Potomac and James
River Basins are the second and third largest, respectively, draining
into the Bay.  Together, these three river systems account for  80 per-
cent of the drainage into the Chesapeake Bay.   The dominant feature  of
the Basin is, of course, the Chesapeake Bay, the largest tidal  estuary
in the United States.
     The population of the Chesapeake Bay Basin area was 2.6 million
in 1960 and is expected to reach 4.1 million by 1985 and 5.3 million
by the year 2000.  It contains rich farmlands, vast woodlands  and
intensively developed industrial areas which are steadily increasing
in importance.
     The Chesapeake Bay, the biggest and probably the richest  of the
500 odd estuaries in the United States, is  regarded as one of  the most
valuable estuaries in the world.  Commercial fishing, which provides
a means of livelihood for approximately 20,000 people, and sport
fishing, enjoyed by many thousands, actually comprise only a small
part of the value of the Bay as a natural resource.  Waterborne
commerce, totaling 150 million tons annually,  contributes in large
measure to the economy of 11 tributary states.
     This extensive use of the Bay—fishing, recreation, navigation,
waste assimilation—has resulted in an increasingly greater strain
on the ability of the Bay to accomodate the diverse and often  con-
flicting demands which are made upon it.

-------
                                                              III-3
                    he Is
              * f.ributary watersheds - the Susquehanna, the Patuxent,
 .he  .         !.hu Rappahannock, the Mattaponi , the Pamunkey, the
Janes,  i  !  .  r Chickahominy - are the subject of this report.
     I,  v,1  mehanna River Basin
     Th  -, , ,  iiehanna River Basin, which drains directly into the
Chesa. )(?•:;• •" -< , lies within four physiographic provinces:  the
Applachir,'  .   e Ridge and Valley, the Piedmont, and the Blue Ridge.
The basin, LoO miles in length and 170 miles in width, embraces a draingage
drainage area of 27,510 square miles,  It is the largest river basin on
the Atlantic -Seaboard and second largest east of the Mississippi.
It is bounded by the drainage basins of (1) Lake Ontario and the Mohawk
on the north  (?.} the Potomac River on the south (3) the Delaware River
on the east and (4) the Genesee River and the Ohio River on the west.
     The terrain of the study area, confined to the lower portion of
the Susquehanna River extending from Harrisburg to the Chesapeake Bay--
a distance of approximately 67 miles located within the Piedmont Region--
is characterized by low rolling hills.  The uplands are formed by
crystalline and metamorphic rocks of Precambrian and early Paleozoic
Age.  In the northern part of the Piedmont is a broad area underlain by
sandstone shale of Triassic Age.
     The study area has a temperate climate with four sharply defined
seasons.   The average annual precipitation amounts to

-------
                                                             III-4
approximately 42 inches, with about 10 percent occurring as snow.
     The major river in the Basin is, of course, the Susquehanna River,
which is formed at Sunbury, Pennsylvania, by the confluence of its
North and West Branches.  From Sunbury, it flows southeasterly 39 miles
to Duncannon where it is joined by the Juniata River, its principal
tributary; it then flows 84 miles to the Chesapeake Bay.  The North
Branch rises in Lake Otsego in southcentral New York and flows south-
westerly 170 miles to Athens, Pennsylvania, where it is joined by the
Chemung River.  From that point, it flows 100 miles generally southeasterly
to Pittston, Pennsylvania, and then 65 miles southwesterly to its
confluence with the West Branch at Sunbury.  The West Branch rises on
the Allegheny Plateau in central Pennsylvania.  It flows easterly and
southerly across the plateau and through the Allegheny Front for a
distance of 240 miles to join the North Branch at Sunbury.
     The average flow of the Susquehanna River is approximately 25
billion gallons per day which represents more than 50% of the freshwater
inflow to the Chesapeake Bay.  The biota of the upper Bay ts dependent
to a large extent on this freshwater inflow.
     When compared to other areas around it, the Susquehanna River Basin
is relatively undeveloped.  The resident population ts small and the
economy lagging.
     2.   Patuxent River Basin
     The Patuxent River Basin, the largest river basin loacated entirely
within the State of Maryland, embraces a drainage area of approximately

-------
                                                              III-5
930 square miles.  The basin extends for 110 miles in a southeasterly
and then southerly direction from its origin in Parris Ridge to its
mouth on the Chesapeake Bay.  The basin lies in both the Piedmont
Plateau and the Coastal Plain physiographic provinces.
     The basin lies between the metropolitan complexes of Washington,
D. C. and Baltimore, Maryland.  Urbanization, occurring in the upper
drainage area near the headwaters in Howard and Montgomery Counties,
is transforming this area into cities and suburbs.  The lower area,
however, is retaining its rural character.   The population within the
Patuxent River Basin is expected to grow from a 1960 level of 135,000
to 684,000 by the year 2000.
     The upper or headwaters region of the  Patuxent, lying in Howard
and Montgomery Counties, is characterized by narrow, swift, clear
streams.  The middle region, extending from the Fall Line at Laurel
to Wayson's Corner, occupies portions of Anne Arundel and Prince
George's Counties.  It is characterized by  wide, flat, swampy flood
plains and a sluggish stream.  Most of the  wastewater effluents origi-
nating in the basin are discharged into this reach of the river.
     The lower region, below Hardesty, is a tidal  estuary characterized
by unforested marsh lands, the result of the silting up of the original
estuary.
     The major tributaries of the Patuxent  River are the Little Patuxent
and the Western Branch, with drainage areas of 160 and 110 square miles,
respectively.
     Land use in the Patuxent River Basin  has been predominately
agricultural over the entire drainage area  since the days of the early
settlers.  Today the most important economic activity in the Patuxent

-------
                                                              III-6
River Basin continues to be farming.   Approximately 245,000 acres of
the bastn are estimated to be utilized for this purpose.
     3.  Potomac River Basin
     The Potomac River Basin, which includes the District of Columbia
 
-------
                                                              III-5
930 square miles.  The basin extends for 110 miles in a southeasterly
and then southerly direction from its origin in Parris Ridge to its
mouth on the Chesapeake Bay.  The basin lies in both the Pfedmont
Plateau and the Coastal Plain physiographic provinces.
     The basin lies between the metropolitan complexes of Washington,
D. C. and Baltimore, Maryland.  Urbanization, occurring in the upper
drainage area near the headwaters in Howard and Montgomery Counties,
is transforming this area into cities and suburbs.  The lower area,
however, is retaining its rural character.   The population within the
Patuxent River Basin is expected to grow from a 1960 level  of 135,000
to 684,000 by the year 2000.
     The upper or headwaters region of the Patuxent, lying in Howard
and Montgomery Counties, is characterized by narrow, swift, clear
streams.  The middle region, extending from the Fall Line at Laurel
to Wayson's Corner, occupies portions of Anne Arundel and Prince
George's Counties.  It is characterized by wide, flat, swampy flood
plains and a sluggish stream.  Most of the wastewater effluents origi-
nating in the basin are discharged into this reach of the river.
     The lower region, below Hardesty, is a tidal  estuary characterized
by unforested marsh lands, the result of the silting up of the original
estuary.
     The major tributaries of the Patuxent River are the Little Patuxent
and the Western Branch, with drainage areas of 160 and 110 square miles,
respectively.
     Land use in the Patuxent River Basin  has been predominately
agricultural over the entire drainage area since the days of the early
settlers.  Today the most important economic activity in the Patuxent

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                                                              III-6
River Basin continues to be farming.  Approximately 245,000 acres of
the basin are estimated to be utilized for this purpose.
     3.  Potomac River Basin
     The Potomac River Basin, which includes the District of Columbia
^nd parts of Maryland, Pennsylvania, Virginia, and West Virginia,
 ;th a total drainage area of 14,670 square miles, lies in five
, tysiographic provinces:  Coastal  Plain, Piedmont Plateau, Blue Ridge,
\illey and Ridge, and Appalachian  Plateau.  The land is generally
"•   ivince, rocks are folded sedimentary types, including limestone,
   !omite, sandstone and shale, while to the east, rocks are mainly
   /stalline and igneous types.  Sedimentary rocks and alluvium pre-
  minate from Washington to the mouth.
     The Potomac River flows in a  generally southeasterly direction
 ~om its headwaters on the eastern slopes of the Appalachian Mountains
 o the Chesapeake Bay some 400 miles away.  The  main stem is formed
Approximately 15 miles southeast of Cumberland, Maryland, by the con-
fluence of the North and South Branches.  The Potomac then flows
southeasterly to the Fall Line at  Great Falls, Maryland.   The head of
tidewater, which is also the head  of actual  navigation, is near the
boundary line between the District of Columbia and Maryland at Little
Falls, 117 miles above the Chesapeake Bay.

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                                                              III-7
     The major sub-basins within the Potomac River Basin, including
their drainage areas, are as follows:
                  Sub-basin                     Drainage Area
                                                (square miles)
           North Branch                              1,328
           South Branch                              1,493
           Cacapon River                               683
           Conococheague Creek                         563
           Opequon  Creek                              345
           Shenandoah River                          3,054
           Monocacy River                              970
           Antietam Creek                              292
     Land use in the entire Potomac Basin is estimated  to be 5  percent
urban, 55 percent forest, and 40 percent agricultural,  including
pasture lands.  The basin has abundant natural  resources including
coal, limestone, dolomite, glass sand, clay, hard and soft woods,
and granite.
     The free-flowing Potomac River is approximately 280 miles  long and
varies in width from several feet at the headwaters to  over 1,000
feet in the reach above Washington.  The Potomac River's tidal  portion
is several hundred feet in width near its upper end at  Chain Bridge
and broadens  to almost 6 miles at its mouth.  Except for a shipping
channel  24 feet deep, which extends upstream to Washington and  a few
short reaches with depths up to 100 feet, the tidal portion is  relatively
shallow with  an average depth of about 18 feet.  The mean tidal  range
is about 2.9  feet in the upper portion near Washington  and about 1.4
feet near the Chesapeake Bay.

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                                                             III-8
     Of the 3.3 million people living in the entire basin,  approximately
2.8 million reside in the Washington Metropolitan Area.   The remaining
area of the tidal  portion, approximately 3,216 square miles, is  sparsely
populated.  The upper basin is largely rural with a scattering of
small towns having populations of 10,000 to 20,000.  Farming and re-
lated industries such as canning, fruit packing,  tanning, and dairy
products processing are major sources of income in the region.
     4.  Rappahannock River Basin
     The Rappahannock River Basin, comprising approximately 2,700 square
miles in northeastern Virginia and extending 160  miles in a southeasterly
direction from the eastern slopes of the Blue Ridge Mountains to the
Chesapeake Bay, includes all  of four counties — Culpepper, Madison,
Rappahannock, and Richmond--  and portions of 11 counties—Caroline,
Essex, Fauquier, Greene, King George, Lancaster,  Middlesex, Orange,
Spotsylvania, Stafford, and Westmoreland.  The basin area is approxi-
mately one-seventh of the total state area of Virginia.   The basin may
be subdivided into three areas with boundaries based on  physiographic
and economic considerations.
          a.  Headwaters Area
     The upper or headwaters  area is in Rappahannock County, approximately
80 miles northwest of Fredericksburg in the Blue  Ridge physiographic
province where the rugged topography rises in elevation  from 500 to
over 3,500 feet above mean sea level.  The geological  formations in the
mountainous regions consist of quartzites and granites,  and stream
channels are steep with few flood plains.

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                                                             III-9
     The upper or headwaters area ts largely rural, wtth more than 84
percent of the population residing on farms or in rural residential
areas.  The principal industry in the region is the logging and milling
of lumber.  Smaller industries such as furniture and wood products,
wearing apparel, metal products, and electrical equipment manufacturing
are scattered throughout the area.
          b.  Central Area
     The central area, containing the City of Fredericksburg, is the
economic and population center of the Rappahannock River Basin.  This
area is in the Piedmont Province, a plateau lying between the eastern
foot of the Blue Ridge Mountains and the Fall Line.  Topography is
well rounded:  formations consist of mingled crystalline and metamorphic
rocks, and the stream flows in a sinuous entrenched channel with limited
flood plains.
     Below the Fall Line at Fredericksburg, the stream meanders for about
40 miles through the flat Coastal Plain, where unconsolidated sediments
of sand, gravel, and fossil shells derived from the mountainous regions
to the west are laid down on a basement rock of granite.  For the re-
maining 67 miles to the mouth, typically estuarine reaches range from
2 to 4 miles in width.
     The principal industry in the Rappahannock Basin, a large
cellophane manufacturing plant, is located in the central area.  The
major water pollution problems in the Rappahannock River are downstream
from this industry.  All  significant waste discharges which contribute
to pollution problems in the central reaches of the river originate
in and around the City of Fredericksburg.

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                                                             111-10
          c.  Lower Area
     The lower basin is essentially undeveloped with approximately 95
percent of the population residing on farms or in rural  residential
areas.
     The six incorporated towns in the region are small, the largest
having a population of approximately 1,100.  Industries  in the lower
basin having waste discharges are seasonal  operations,  and industrial
pollution problems originating in the area  are primarily local nuisances.
     The river has a 12-foot minimum depth  navigable channel over the
entire tidal portion from the mouth to Fredericksburg,  a distance of
107 miles.   Twelve federally improved small boat harbors on tributaries
of the lower reaches of the river are used  extensively  by commercial
seafood boats and recreational craft.
     Highly productive oyster grounds are located in the lower
Rappahannock River; the reach from Towles Point upstream to Bowlers
Wharf is the principal oyster growing area  in the state.  The estuary
also serves as a spawning area for shad and striped bass.
     5.  York River Basin
     The York River Basin, embracing approximately 2,660 square miles,
lies in east central Virginia and extends about 140 miles from the
divide on the Southwestern Mountains in Albemarle and Orange Counties
to the Chesapeake Bay east of Yorktown.
     The York River is formed in the Coastal  Plain by the confluence of
its two main tributaries, the Mattaponi and the Pamunkey Rivers, at
West Point.  From the Fall Line (vicinity of U. S. Route 360) downstream
to West Point, the tributaries meander through marshes  and swamps on

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                                                             in-n
wide  flood  plains.   Below West  Point, the mafn stream is relatively
 straight with  a  narrow  flood plain, and numerous short streams flow
 directly into  the  reach.
      The Mattaponi  River, a remarkably clear stream, is formed in
 Caroline County  by four small streams, appropriately named the Mat,
 the Ta, the Po and the  Ni.  The Pamunkey River, formed northwest of
 Hanover by  the confluence of the  North and South Anna Rivers, is
 frequently  cloudy  and heavily silted in the upper reaches by runoff
 from  the red clay  headwaters areas.
          a.   Mattaponi River
      The Mattaponi  River watershed is rural and sparsely populated with
 only  one incorporated town  (Bowling Green) in the upper watershed above
 West  Point.  Vast  marshes in the  downstream flood plains, essentially
 virgin wilderness  since colonial  days, have been regarded as one of
 the best fishing and hunting sections in Virginia.  The crystal clear
 freshwater  reaches  of the Mattaponi River are abundant in bass, pike,
 and numerous varieties  of the sunfish family; and in the spring, great
 numbers of  shad  are  taken by net  fishermen in the lower reaches.
      The river is  affected by tides and is open to navigation as far
 west  as Aylette; however, dredging of the channel above West Point has
 been  discontinued  for several years.
          b.   Pamunkey  River
      The Pamunkey  River watershed above West Point is similar to the
 Mattaponi River  watershed with  respect to its essentially rural and
 sparsely settled characteristics.  Tides affect the lower reaches as
 far west as  U. S.  Route 360 and great flights of waterfowl and marsh
 birds migrate  into  the  marsh area.

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                                                             111-12
     The river is not as clear in the upper reaches as the Mattaponi
due to silt deposits from the red clay areas in the headwaters region;
however, some of the lower tributaries are exceptionally clear.
     Four incorporated towns are in the Pamunkey River watershed above
West Point; the largest is Ashland with a 1960 population of 2,773.
     6.  James River Basin
     The James River Basin, encompassing approximately 10,000 square
miles, is narrow and irregular with headwaters in the Allegheny Mountains
at the West Virginia State line.  The James River, the most southerly
major tributary stream of the Chesapeake Bay system, is approximately
400 miles in length and extends in a southeasterly direction through four
physiographic provinces:  Coastal Plain, Piedmont, Blue Ridge, and Ridge
and Valley.  There is a total fall of 988 feet from the headwaters to the
Fall Line separating the Piedmont and Coastal Plain at Richmond, Virginia.
Below Richmond the James is a tidal estuary that joins the Chesapeake
Bay at Hampton Roads, a distance of approximately 95 miles.  The mean fresh-
water discharge is approximately 7,500 cfs with recorded extremes of 329 and
325,000 cfs.
     At Richmond, the James River flows across the Fall Line, which
delineates the eastern edge of the Piedmont physiographic province, and
enters the Coastal Plain.  As a consequence, the James River falls
approximately 75 feet in 6 miles near Richmond, and below Richmond, becomes
a tidal estuary.
     Above Richmond, at Bosher Dam, the KanawFia Canal diverts a portion
of the James River flow to the main channel and returns it to th_e river
at tidewater.  The USGS maintains gaging stations on both, the canal and
the river.

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                                                            111-13
     The area has a mild climate, without extremes in temperature, and
an adequate, well-distributed rainfall which encourages agricultutal
development of the rich soil.  To this date, agriculture remains a prima>
activity of the area.
     Industry also dates back to colonial times.  The forest resources
provided lumber as well as charcoal for making iron from the native
ore, and eventually pulp for paper making, now one of the largest
industries in the State.  The extensive chemical industry existing in
the basin today had its beginnnings in tanning and extraction of indigo,
tars, and turpentine.
          a.  Chickahominy River Watershed
     The Chickahominy River, with headwaters in Henrico and Hanover
Counties draining a water shed of approximately 400 square miles, has
a mean flow near Providence Forge of 271  cfs.  The river discharges
into the James approximately 7 miles above Jamestown.  Nearly half of
Henrico County and the north side of the City of Richmond are drained
by tributaries of the Chickahominy River.
     Secondary waste treatment plants owned by Henrico County, private
developments and Richmond's Byrd Airport provide the major waste dis-
charges to the Chickahominy River watershed.

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                                                              IV-1
                           CHAPTER IV

                    WATER QUALITY CONDITIONS

     Detailed analyses of the major freshwater tributary inflows to

the Chesapeake Bay were conducted from June 1969 to August 1970.  During

this period, the following were the average measured concentrations of

nutrients for the various stations:

                          Table IV - 1

          Mean Monthly Nutrient Concentrations (mg/1)

Tributary               T PO.             TKN      N0? + NO,   NFL
Watershed               as P04      P1_    as N        as N 6   as N   TOC

Susquehanna River at
Conowingo, Md.           0.18      0.12   0.67       0.91       0.23   3.64

Patuxent River at
Route 50 (John Hanson
Highway)                 2.77      1.90   1.68       1.35       1.00   7.72

Potomac River at
Great Falls, Md.         0.50      0.22   0.87       1.05       0.17   6.42

Rappahannock River at
Fredericksburg, Va.       0.25      0.13   0.57       0.52       0.10   4.83

Mattaponi River at
Beulahville, Va.         0.16      0.13   0.58       0.11       0.07   8.08

Pamunkey River at
Hanover, Va.             0.18      0.13   0.53       0.19       0.12   6.15

Chickahominy River at
Providence Forge, Va.    0.57      0.39   0.73       0.25       0.07  10.53

James River at
Richmond, Va.            0.20      0.13   0.64       0.66       0.13   5.51

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                                                              IV-2
     The observed data are completely tabulated in the Appendix and
illustrated in Figures IV - 1 to IV - 10.  The following sections in-
clude an evaluation of this data for each tributary watershed with major
emphasis placed on seasonal variations in nutrient content.
A.  SUSQUEHANNA RIVER AT CONOWINGO, MARYLAND
     Conowingo Reservoir, built by the Philadelphia Power & Light
Company in 1928, is located nine miles above the confluence of the
Susquehanna River and the Chesapeake Bay (it is approximately four
miles above tidewaters).
     Flow patterns within the reservoir vary from summer, normally a
period of low inflow with a completely controlled outflow by the power
plant, to winter with high flows and little or no flow regulation.
     Generally, during the period of high flows (October through May)
rapid transport through the reservoir is common with the mean residence
time for water in the reservoir reported to be less than 24 hours [11].
     During the period of low flow extending from June through September,
however, slower transport through the reservoir occurs with the mean
residence time reported to be from two to six days depending on the
degree of minimal flow[ll].
     As shown in Figure IV - 1, the period of November 1969 to May 1970
was characterized by higher total phosphorus and inorganic phosphorus
concentrations in the Susquehanna River than during the remainder of
the study period.  Extreme variations in total phosphorus concentrations
during the months of December 1969 and February, April, June and July
of 1970 indicate phosphorus surges from the upper Susquehanna Basin.
Since these daily surges  occurred during periods of higher than normal
flow, it would appear that the  relatively short residence time within

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                                                              IV-4
the impoundment did not permit a substantial amount of deposition or
biological uptake to take place.  Inorganic phosphorus showed the same
general variation but on a smaller scale.  Periods of higher than
normal flow resulted in inorganic phosphorus surges similar to those
of total phosphorus.
     It is interesting to note the variation of the organic phosphorus
fraction (TPO.-Pi) during the study period.  It appears from Figure
IV - 1 that organic phosphorus buildup is occurring during the summer
months with a drastic reduction observed during other periods of the
year.  This buildup in the organic fraction could be indicative of
algal biomass enrichment normally associated with summer conditions.
     Concentrations of N0? + NO, showed extreme dependence on river
discharge.  High N(L + NO., concentrations during the winter months
were not the direct result of the conversion of ammonia nitrogen to
nitrates (nitrification) due to the low temperature conditions pre-
vailing (nitrification is not significant at temperatures below 10°C).
The abundance of N09 + NO.,, therefore, was primarily the result of land
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runoff associated with the high river discharge.  A secondary reason for
these high levels may be the result of the reduced detention time at
Conowingo Dam during high-flow periods.
     Concentrations of TKN, however, generally decreased during the
period of higher flow.  High organic loadings from treatment plant
effluents are reflected by high TKN as N concentrations and thus can
serve as an indicator of sewage pollution.  Reduced TKN concentrations
during the higher flow period are indicative of a flushing type of
response in the river whereby the organic load is diluted by the high
river flows.  Concentrations of ammonia nitrogen remained relatively

-------
                                                              IV-5
uniform, compared to these other parameters.  The months of January
and February 1970 did, however, show high concentrations of NH-.  In
addition, ammonia nitrogen concentrations increased sharply during
the months of June and July 1970.
B.  PATUXENT RIVER AT ROUTE 50 (JOHN HANSON HIGHWAY)
     During the study period, the Patuxent River's average measured
concentration of nutrients (except TOC) was the highest of all the major
tributary watersheds.  However, due to its relatively minor river
discharge (when compared to the Susquehanna, the Potomac, and the
James) its importance as a major contributor of nutrient enrichment
to the Chesapeake Bay is diminished.
     Phosphorus concentrations were extremely high in the Patuxent
River during the study period as indicated in Figure IV - 2.  Moreover,
a considerable amount of fluctuation was noted in the phosphorus levels
during the entire study with maximum concentrations (>4.0 mg/1)
occurring in July, October, and November of 1969, and again in June
and August of 1970.
     High TKN and low NO,, + NO- concentrations during the months of
September 1969 through April 1970 may be indicative of the utiltzation
by algal cells of the nitrate form of nitrogen and its conversion to
TKN.  It is evident that in the months of October and November 1969 a
unique condition existed.  From Figure IV - 2, it can be seen that the
organic phosphorus fraction (TPO.-Pi) and the organic nitrogen fraction
(TKN-NH3) were extremely high during the period; however, temperatures
ranged from only 4°C to 10°C.  A late algal bloom may have occurred at
this time or perhaps a sudden release of organic material (treatment
plant discharges) may have been responsible for the high concentrations.

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                                                              IV-7
     However, due to the wide variations and unstable nature of nutrient
enrichment and the lack of adequate flow data during the study period,
it is difficult to establish any meaningful correlations or conclusions
regarding nutrient concentrations in the Patuxent River.
C.  POTOMAC RIVER AT GREAT FALLS, MARYLAND
     Although the river discharge was high for the period of December
1969 to March 1970, total and inorganic phosphorus concentrations, as
shown in Figure IV - 3, generally remained less than 0.4 mg/1 except
for wide daily variations in concentration during December 1969 and
February, April, May, and June 1970.  These surges correspond to days
having higher than normal flow.
     The organic phosphorus fraction (TPO,-Pi) was high (tn the range
of 0.2 to 0.5 mg/1) during the months of June through October 1969 and
July-August 1970, and especially low (<0.1 mg/1) during the months of
December 1969 through February 1970.  The algal biomass may reflect
this high organic fraction during the summer when the inorganic
phosphorus is utilized to a greater extent than in the winter months.
Total phosphorus concentrations appeared generally to decrease during
the higher flow periods and increase during the lower flow periods except
during the periods of intense runoff when a direct relationship existed.
     Concentrations of NO^ + NO, showed wide variations from July
through November 1969.   Generally, the N02 + NO, concentrations showed
a direct relationship to river discharge.  These high N02 + NO, con-
centrations during the winter months appeared to result from excessive
land runoff.   During the summer months of July and August 1969, and
again in June, July and August 1970, high peaks of N0~ + NO, were
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                                                              IV-10
observed.  A combination of excessive river flows and nitrification
was probably responsible for these surges during the Summer months.
     As shown in Figure IV - 4, concentrations of TKN also showed extreme
variation during the study period.  In general, TKN appeared to vary
inversely with flow.  A reduced TKN concentration during high flow
periods was indicative of high dilution in the waterway.
     Ammonia nitrogen remained relatively uniform throughout the study
period except for wide daily fluctuations during some of the summer
and fall months.  During the summer months most of the NHL appeared to
be oxidized to N02 + N03 nitrogen, which was then converted into
organic nitrogen as part of the cellular material.  This latter conversion
can be evidenced by the higher organic fraction (TKN-NhL) measured
during the summer than during the winter months (Figure IV - 4).
D.  RAPPAHANNOCK RIVER AT FREDERICKSBURG, VIRGINIA
     Peak concentrations of total and inorganic phosphorus in the
Rappahannock River throughout the study period occurred when flows were
higher than normal.  During normal flow periods, concentrations of
both remained relatively uniform as shown in Figure IV - 5.  The organic
phosphorus fraction (TPO.-Pi) was higher during the summer months than
during the winter, a situation closely paralleling that observed in the
Susquehanna and Potomac Rivers.
     Concentrations of NCL + NO., nitrogen also showed a direct
dependence on river discharge.  During the months of high flow, December
1969 to May 1970, N02 + NO, concentrations were higher than during normal
flow periods.  These high concentrations were the direct result of
land runoff associated with high river discharge and, to a lesser
extent, nitrification.

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(I/*-) NOUVHiNTJMOD

-------
                                                              IV-12
     Concentrations of TKN showed extreme variation throughout the
study period.  In general, periods of higher flow resulted in high
TKN concentrations.
     Ammonia nitrogen remained relatively constant except for several
fluctuations during the months of January, February, and May 1970 when
high flows occurred.
     During the summer months, most of the NhL was oxidized to NCL + NCU
nitrogen, as indicated by the low NH~ concentrations as shown i"n Figure
IV - 5.  A high organic fraction (TKN-NH-J was evident throughout most
                                        O
of the summer and fall, possibly resulting from extensive algal  growth.
E.  YORK RIVER
     1.  Mattaponi  River at Beulahville, Virginia
     The river discharge was higher for the months of August 1969 and
December to May 1970 than for the remainder of the study period.  Except
for an increase during July 1969, however, concentrations of total and
inorganic phosphorus remained relatively constant throughout the study
period at 0.1 - 0.2 mg/1.  As evident from Figure IV - 6, a higher
organic fraction (TPO.-Pi) existed during the summer months of 1969.
This situation was  similar to that observed in the Susquehanna Rtver,
but to a lesser extent.
     As can be seen in Figure IV - 7, TKN values were extremely, high as
compared to N02 + N03 and NH, values.  The organic nitrogen fraction
(TKN-NH-) was, therefore, considerable throughout the study period,
particularly during the summer months.  It is interesting to note that
fluctuations in nitrate and ammonia nitrogen were minimal regardless of
season, whereas TKN varied widely.

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                                                              IV-15
     The effects of hurricane Camille on the watersheds of the
Rappahannock, the Pamunkey, the Mattaponi, the James and the
Chickahominy are evident from Figures V - 26 and V - 27.  The tropical
storm Camille caused extremely high flows for the month of August 1969;
however, Figures IV - 6 and IV - 7 show that nutrient concentrations
were not greatly affected.
     2.  Pamunkey River at Hanover, Virginia
     The river discharge for the Pamunkey River was also high for the
months of August 1969 and December to May 1970.  As illustrated in
Figure IV - 8, the organic phosphorus fraction was practically absent
during the months of November 1969 through March 1970.  A larger organic
fraction was evident, however, during the months of June through
October 1969 and March through April 1970.  A reliable correlation does
not appear to exist between streamflow and phosphorus concentration  in
the Pamunkey.
     The nitrogen data very nearly corresponds to that of the Mattaponi
River.  TKN values were again very high when compared to NOp + NO, and
NHo levels.  Of the various nitrogen fractions, NO^ + NO^ was the only
one that appeared to be directly related to streamflow.
F.  JAMES RIVER AT RICHMOND, VIRGINIA
     Both total and inorganic phosphorus concentrations in the James
River were relatively uniform and nearly always less than 0.4 mg/1
during the study period.  As can be seen in Figure IV - 9, slight
increases in concentration occurred during the winter and spring months
when river flows were substantially higher.  The organic fraction was
more pronounced during the spring and summer periods, presumably

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                                                              IV-17
because of the presence of algae.
     Concentrations of NCL + NO., nitrogen, however, appeared to decrease
during the high flow periods of January to May 1970, although consider-
able fluctuation throughout the study period was noted.   An examination
of Figure IV - 9 also reveals drastic variation in TKN levels, from
0.2 mg/1 to 2.0 mg/1, with seasonal  patterns not evident.
     Ammonia nitrogen concentrations were generally higher during the
winter and spring with maximum concentrations exceeding  0.3 mg/1.  The
minimum summer levels (0.1 mg/1) shown in Figure IV - 9  were probably
caused by nitrification.  Biostimulation may be a significant factor
in the July to October 1969 period since nitrate levels  were at a
minimum while an abundance of organic nitrogen was present during that
period.
6.  CHICKAHOMINY RIVER AT PROVIDENCE FORGE, VIRGINIA
     According to Figure IV - 10,  high concentrations of total and in-
organic phosphorus (>0.5 mg/1) occurred during the periods of July to
December 1969 and May to August 1970 when streamflows were relatively
low.  During the high flow period  of January to April 1970, concentrations
of total and inorganic phosphorus  were somewhat negligible, but increased
appreciably during the summer months.
     Figure IV - 10 illustrates the  extremely high TKN values and re-
latively low NOp + NO, and NH~ levels, except for the May-August 1970
period.  Consequently, the organic nitrogen fraction was quite evident
during the period of June 1969 through April 1970.  Considerable
fluctuation characterized the TKN  concentrations observed during this
study.  The continued increase in  NH3 during the latter  part of the
study is particularly noteworthy.

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                                                                      V-l

                                      CHAPTER V

                    Nutrient Loadings  and Relative  Contributions


         A.   Delineation of Daily Nutrient Loadings (Observed)*

              The daily nutrient contributions (Ibs/day)  from  the  eight major

         tributary watersheds for the  period of  June  1969 through  August 1970

         are illustrated in Figures  V  - 1 through V - 17.

              For the 15-month period, the average  daily  nutrient  contributions

         (Ibs/day) to the Chesapeake Bay from the major tributary  watersheds

         are as follows:

                                    Table V - 1

                              Average  Daily Nutrient  Contributions (Ibs/day)

                        _____                __       N02 + N03       NH^

                        as P04      Pi	as  N	as N	as N      TOC

Susquehanna  River at
Conowingo, Maryland     59,000    34,000    130,000    230,000        42,000   576,000

Patuxent River at
Route 50 (John Hanson
Highway)                 5,000     3,000      4,000       2,000        2,000    18,000

Potomac River at
Great Falls, Md.        45,000    19,000     69,000      87,000        12,000   363,000

Rappahannock River at
Fredericksburg, Va.      3,000     2,000      6,000       5,400        1,000    40,000

Mattaponi River at
Beulahville, Va.         1,000       500      1,000         400          300    21,000

Pamunkey River at
Hanover, Va.             1,000     1,000      3,000       1,000          600    36,000

Chickahominy River at
Providence Forge, Va.      600       400        900         200          100    15,000

James River  at
Richmond, Va.            7,000     5,000     19,000      15,000        5,000   169,000

Calculated  from observed data:   nutrient load (Ibs/day)  = nutrient  concentration
 (mg/1) x river discharge (cfs)  x 5.38

-------
                                                               V-2
     The seasonal  nature of nutrient enrichment of the  Chesapeake Bay
is apparent when Figures V - 1  through V - 17 are examined  in  relation
to the three distinct time periods of June 1969 through October 1969,
November 1969 through May 1970, and June 1970 through August 1970.
Estimated seasonal  nutrient loadings for each tributary watershed
based on observed nutrient loadings taken from these figures are
presented as follows:

-------
                                                V-3
              Table V - 2

       Seasonal  Nutrient Loadings
Susquehanna River at Conowingo,  Maryland
Nutrient
Loadings
(Ibs/day)
T.P04 as P04
Inorganic
Phosphorus
T.K.N. as N
N02 + N03 as N
NH3 as N
T.O.C.
June 1969 through
October 1969

11,000
3,000
48,000
50,000
21 ,000
250,000
November 1969
through May 1970

96 ,000
56,000
185,000
365,000
54,000
1 ,000,000
June 1970 through
August 1970

19,000
13,000
71 ,000
73,000
32,000
490,000

-------
                             SUSQUEHANNA  RIVER  AT  CONOWINGO. MARYLAND



                                    ACTUAL  DAILY NUTRIENT  LOADINGS
                                                    TPO, 01 PO4
1.000.000 -
 100.000 :
  10.000 -
   1.000 -
          JUN     JUL     AUG     SEP     OCT     NOV     DEC
                                                           JAN.     FEB    MAR    APR.    MAT     JUN.     JUL.     AUG.
                                            INORGANIC PHOSPHORUS  o» PO.
 100.000 ;
  IDiOOO ;
          JUN.     JUL     AUG.  '   SCR    OCT.     NOV.    OK.     JAN.     FE§ ^^ MAR.    APR    MAT      JUN     JUL.     AUft
                                                                                                                V-l

-------
                             SUSQUEHANNA  RIVER AT  CONOWINGO. MARYLAND
                               ACTUAL  DAILY  NUTRIENT LOADINGS  (CONTINUED!
                                                    TKN 01 N
 UMO.OOO -
   10,000 -
   MOO
          JUN    JUL     AUG.     SEP    OCT.    NOV.     DEC     JAN    FEI.    MAR    APR    MAY    JUN    JUL     AUG.
                                               1*69 •<	1	» 1970
                                                  NO, » NO, 01 N
J 100,000  :
   5,000
          JUN.    JUL     AUG     SEP    OCT    MOV    O£C
                                                          JAN     FEi    MAN    APR     MAY     JUN.    JUL.    AUC
                                                                                                          V-2

-------
                           SUSQUEHANNA  RIVER  AT CONOWINGO. MARYLAND

                              ACTUAL  D/Miy  NUTRIENT  LOADINGS (CONTINUED)
                                                 NH, • N
 1.000.000 ;
- 100.000
I
I.OOO -

1 	 1 '
JUN. JUL

1 1
AUG

SEP

1 	
OCT

-1 	 1—
NOV
nflfl
DEC

JAN FEB

MAR

APR MAV

'"•'— "-r J-- i —— |
JUN. JUL.

AUG.

                                                    TOO
 10000.000 -
           JUN    JUL    AUG    SEP    OCT    NOV.    DEC
                                                        JAN.   FES    MAR    APR     MAY    JUN.    JUL.     AUG.
                                                                                                         V-3

-------
                          PATUXENT RIVER AT  ROUTE  SO   (JOHN HANSON HIGHWAY!

                                       ACTUAL DAIUT NUTRIENT  LOADINGS
                                                     TPO4 •> PO4
   10400 ;
    LOOO :
                         AIMS.    IO>     OCT     NOV.     OCC.    JAN     FCL
                                                 IM«  ••	1	» WTO


                                             INORGANIC  PHOSPHORUS  « PO.
                                                                                                     JUL.    AUO
           JUN    JUL     AUG    SEP    OCT     NOV    DCC
                                                            JAN     FT8     MAR
                                                                                               JUN    JUL    AUG
]
    1,000 :
                                                      TKN o. N
           JUN    JUL     AUG     SEP     OCT     NOV     DCC     JAN     ft*    MAR    APR    MAY     JUN    JUL     AUG
                                                 IMS ••	1     • mo

-------
                             PATUXENT RIVER AT  ROUTE 50   (JOHN HANSON  HIGHWAY!
                                    ACTUAL  DAILY  NUTRIENT  LOADINGS  (CONTINUED)
    loooo  :
I
    1.000  ;
                                                      NO, • NO, at N
            JUN     JUL     AUO     SEP     OCT     MOV    DEC
                                                               JAN     Fit     MAR    APR.    MAY     JUN     JUL.    AUG.
    10.000  -
    UX»  -
            JUN.    JUL     AUG.     $€»    OCT.     NOV.    DCC.
                                                              JAN     fl»     MAR.    APM     MAV     JUN.
                                                          TO.C.
            JUN.    JUL.    AUO.    H.P     OCT.    NOVt    DCC.
                                                                      Fit.    MAJt    APR.    MAT
                                                                                                          JUL.    AU«.
                                                                 ' H)1B
                                                                                                                       V-5

-------
                                                    V-7
                  Table V - 3

          Seasonal Nutrient Loadings
Patuxent River at Route 50 (John Hanson Highway)
Nutrient
Loadings
(Ibs/day)
T.P04 as P04
Inorganic
Phosphorus
T.K.N. as N
N02 + N03 as N
NH3 as N
T.O.C.
June 1969 through
October 1969

2,000
2,000
2,000
2,000
1,000
12,000
November 1969
through May 1970

7,000
3,000
5,000
3,000
3,000
24,000
June 1970 through
August 1970

4,000
2,000
2,000
2,000
700
12,000

-------
                                 POTOMAC   RIVER AT  GREAT  FALLS.  MARYLAND

                                          ACTUAL  DAILY  NUTRIENT  LOADINGS
 700,000  -
I
  iixooo  :
                                                       TPO. ai  P04
           JUN     JUL     AUG     SEP     OCT     NOV    DEC     JAN     FEB
                                                                . l»70
                                                                                     APR    MAY     JUN     JUL     AUC    SCR
 200.000  -

  loaooo  :
   10000  :
   IXKX)  ;
                                                INORGANIC PHOSPHORUS 01 PQ,
           JUN    JUL     AUO    SEP    OCT     NOV    DEC
                                                               JAN    FEB     MAR     APR    MAY     JUN    JUL     AUS.    SCR
£000.000  -

U3OOJXO  -
.(100.000
J
  laooo  :
                                                         TKN ai N
                          AUO.    Uf    OCT     NOV    DEC.     JAM     FCt     MM.    AM)     MAY     JUN.    JUL.     AUC.    tl»
                                                   !»»» i     |     I  UTO

-------
                              POTOMAC  RIVER AT  GREAT  FALLS.  MARYLAND




                                ACTUAL  DAlUf  NUTRIENT  LOADINGS (CONTINUED)






                                                  NO, • NO, o. N
         JUN     JUL.    AUG     HP     OCT     NOV     OCC
                                                          JAN     FEB     MAR    APR.    MAY     JUN    JUL    AUG.    SCP
20OOOO -







 IOOOOO •
                                                    NH, o> N
         JUN    JUL     AUQ     SEP     OCT     NOV.     DEC
                                                          JAN     rci
                                                                              APR    MAY     JUN    JUL    AUG    SCP
                                                      T.O.C.
                JUL     AUG.     KP    OCT     MOV.    KC
                                                                 ni.    MAM.
                                                                                            JUN    JUL.    MM    SCP

-------
                                 Table V - 4

                         Seasonal  Nutrient Loadings
                   Potomac River at Great Falls, Maryland
                                                                    V-10
    Nutr.ient
    Loadings
    (Ibs/day)

T.P04 as P04
June 1969 through
  October 1969
     16,000
  November 1969
through May 1970
     66,000
June 1970 through
   August 1970
      15,000
Inorganic
Phosphorus

TKN as N
N02 + N03 as N
NH3 as N


T.O.C.
6,000
33,000
22,000
5,000
272,000
26,000
98,000
132,000
16,000
489,000
8,000
30,000
35,000
5,000
202,000

-------
                                                                  V-13
                                 Table V - 5

                         Seasonal Nutrient Loadings
               Rappahannock River at Fredericksburg,  Virginia


    Nutrient          June 1969 through      November 1969       June  1970  through
    Loadings            October 1969*      through May 1970         August  1970
    (Ibs/day)

T.P04 as P04                1,000                 5,000                 500

Inorganic
Phosphorus

T.K.N. as N

N02 + N03 as N


NH3 as N


T.O.C.
500
3,000
2,000
500
32,000
3,000
9,000
9,000
2,000
57,000
500
2,000
1,000
200
23,000
*  Extreme river discharge of July 31,  1969  is  reflected  in  nutrient  loadings
   for this period

-------
 IOMOO :
   1,000  :
RAPPAHANNOCK RIVER AT  FREDERICKSBURG.  VIRGINIA

           ACTUAL DAILY  NUTRIENT  LOADINGS


                        TP04 • PQ,
JUN.
JUL
AUG
SEP
OCT
NOVt
IO«Q
DEC.
JAN.
fit.
MAR
APR
MAY
JUN
JUL
AUG.
j  1.000
5
                                          INORGANIC PHOSPHORUS  at P0«
          JUN.    JUL.    AUG     SCR    OCT     NOV    DEC.
                                                        JAN     FEB    MAR    APR.    MAY    JUN    JUL     AUG
   1.000 ;
JUN
1
JUL
1 1
AUG
SEP
-i 	 r
OCT
	 1 	
NOV DCC
IOAQ .. 	 —
	 1 	 1
JAN FEB.
MAR
APR
1 	 "
MAY
r 	 •• i
JUN
JUL
1 	 1 	
AUG.
                                                                                                             V-i

-------
                           RAPPAHANNQCK RIVER  AT  FREDERICKSBURG.  VIRGINIA
                                 ACTUAL DAILY  NUTRIENT  LOADINGS (CONTINUED)
  MOOO -
  IOOOO :
;  1.000 :
                                                   NO, » NO, w N
          JUN.'  JUL     AUG.    SIP     OCT     NOV     DEC
                                                           JAN    FES    MAR    APR    MAY     JUN    JUL     AUG
                                                     NH, 01 N
          JUN     JUL     AUG     SCP    OCT    NOV    DEC
                                                          JAN    Fit     MAR     APR    MAV     JUN.     JUL     AUG
 JOttOOO -

  noooo -
  lOtOOO ;
  uoo
                                                      TOC
          JUN.     JUL    AUG    SEP    OCT    NOV.    DEC
                                                          JAN.    FE>.     MAR    APR    MAY     JUN    JUL    AUG

-------
                             Table V  -  6

                     Seasonal  Nutrient  Loadings
              Mattaponi  River at  Beulahville, Virginia
                                                             V-16
Nutrient
Loading
Obs/day)
 T.P04 as P04
 Inorganic
 Phosphorus


 T.K.N. as N
 N02 + N03 as N
June 1969 through
  October 1969*
         400
  November 1969
through May 1970
       600
200
1,500
700
2,500
         200
       600
June 1970 through
   August 1970
        200



        100


        700


        100
 NH3 as N
 T.O.C.
500
23,000
400
25,000
                                                  100


                                                8,000
 * Extreme river discharges of August 7 and August 28,  1969  are  reflected
   in nutrient loadings for their period.

-------
                                 MATTAPONI   RIVER  AT  BEULAHVILLE.  VIRGINIA
                                         ACTUAL  DAILY  NUTRIENT  LOADINGS
I
                                                      TPO4 01 PO«
            JUN     JUL    AUG.     SEP     OCT     NOV    DEC
   10.000 q
    1.000 ;
     100 ;
                                                             JAN    FEB    MAR    APR    HAY     JUN    JUL     AUG.
                                               INORGANIC  PHOSPHORUS a>  PQ,


1

1

1

1

I

1



1 1

I 1 1



1

'

O   1.000 ;
            JUN     JUL     AUG     SEP     OCT     NOV    DEC    JAN    FE8     MAR     APR    MAY     JUN.    JUL.    AUG.
                                                  !»«» »    I	> 1970
                                                                                                                    V-IO

-------
                                 MATTAPONI   RIVER  AT  BEULAHVILUE.  VIRGINIA


                                   ACTUAL  DAILY  NUTRIENT   LOADINGS  (CONTINUED)
                                                     NO, » NO, o. N
           	r—	T	—i	1	1	1	
            JON     JUL     AUG.     SEP     OCT     NOV     DCC
                                                             JAN     FES.    MAR    APR     MAV     JUN    JUL    AUG
i
Q

3     100  :
                                                            	1	1	1	1	'	1	1	1	

                                                             JAN.    FEB.    MAR    APR    MAV      JUN    JUL     AUG.
            JUN     JUL     AUG     SEP    OCT     NOV    DEC.
                                                         TOC
   100.000  ;
     1.000
            JUN    JUL     AUG     SCP    OCT    NOV.    DCC     JAN     FU     MAR     APR    MA*     JUN.    JUL.    AUG


                                                  KM i         i 1170

-------
                                                                  V-19
    Nutrient
    Loadings
    (Ibs/day)
T.P04 as
Inorganic
Phosphorus

T.K.N. as N
N02 + N03 as N


NH3 as N


T.O.C.
                                 Table V -  7

                         Seasonal  Nutrient  Loadings
                     Pamunkey River at Hanover,  Virginia
June 1969 through
  October 1969*
      1,000



        500

      3,000

        900


        500


     65,000
  November 1969
through May 1970
      2,000



      1,000

      3,000

      2,000


      1,000


     35,000
June 1970 through
   August 1970
       200



       200

     1,000

       200


       200


     6,000
*  Extreme river discharges of July 31,  1969,  and  August  7  and August  28,  1969
   are reflected in nutrient loadings  for this period.

-------
                                     PAMUNKEY  RIVER  AT  HANOVER. VIRGINIA

                                          ACTUAL DAILY  NUTRIENT   UOADINGS
                                                       TPO, at PO4
           	1	1	1	1	1	1	
            JUN     JUL     AUG    SEP    OCT     NOV     DEC
	1	1	1	1	1	1	1	T~
 JAN     FEB    MAR    APR    MAY     JUN    JUL     AUG
•8   1.000 ;
                                               INORGANIC  PHOSPHORUS a. PO.
            JUN     JUL     AUG     SEP    OCT     NOV     DEC
                                                              JAN     FEB     MAR     APR     MAY     JUN     JUL     A,UG
3   1.000

I
            JUN     JUL     AUG    SEP    OCT     NOV     DEC
                                                              JAN      FEB    MAR     APR     MAY     JUN     JUL     AUG
                                                                                                                     V-12

-------
                                  F*MUNKEY  RIVER  AT  HANOVER.  VIRGINIA
                                 ACTUAL  DAILY NUTRIENT  LOADINGS  I CONTINUED)
 MOO H
                                                   NO. • NO, - N
        JUN     JUL     AUO.    iff    OCT     NOV.    OCC.
                                                            JAN.    FEE     MAR     APR     MAT     JUN     JUL     AUG.
                                                      NH, 
-------
                                                                  V-22
    Nutrient
    Loadings
    (Ibs/day)

T.P04 as P04

Inorganic
Phosphorus

T.K.N. as N
N02 + N03 as N

NH3 as N
T.O.C.
                                 Table V - 8

                         Seasonal Nutrient Loadings
                      James River at Richmond, Virginia
June 1969 through
  October 1969*
      8,000
  November 1969
through May 1970
      8,000
June 1970 through
   August 1970
        700
4,000
22,000
12,000
2,000
218,000
7,000
23,000
20,000
7,000
203,000
600
5,000
9,000
400
41 ,000
*  Extreme river discharges during the months  of July and August 1969  are
   reflected in nutrient loadings for this period.

-------
                                       JAMES  RIVER AT RICHMOND. VIRGINIA

                                         ACTUAL DAILY  NUTRIENT   LOADINGS
                                                       TPO. 01 PO.
           JON    JUL     AUG     SEP    OCT     NOV     DEC
                                                              JAN.     FEB.     MAR.    APR     MAV      JUN.    JUL     AUG
 IOO.OOO  -
_ laooo  -
I
   uwo  :
                                               INORGANIC PHOSPHORUS   a> PO.
           JUN     JUL     AUG     SEP    OCT     NOV     DEC
                                                              JAN     FEB     MAR     APR    MAV      JUN     JUL.    AUG.
 100.000  :
           JUN     JUL    AUG     SEP     OCT     NOV    DEC
                                                              JAN    FEB    MAR     APR     MAV      JUN     JUL     AUG.

-------
                                       JAMES  RIVER AT RICHMOND.  VIRGINIA
                                   ACTUAL DAILY  NUTRIENT   LOADINGS (CONTINUED!
                                                      NO, » NO, o. N
            JUM    JUL     AUG     Sif    OCT.     NOV    DCC
                                                               JAN     FEB     MAR     APR     MAY      JUN     JUL     AUG.
                                                        NH, M N
            JUN     JUL.     AUG.    StP    OCT     NOV.    DCC
                                                              JAN     Fit     MAR     APR     MAY     JUN.    JUL.    AUG.
1
~ icaooo
   5.000
            JUH    JUL     AUG.     S£P    OCT     NOV    DCC.     JAN.    FCL     MAR.    APR.    MAY     JUN.    JUL.     AUG.
                                                                                                                        V-15

-------
                                                                  V-25
                                 Table V - 9

                         Seasonal Nutrient Loadings
              Chickahominy River at Providence  Forge,  Virginia

    Nutrient          June 1969 through      November  1969       June  1970  through
    Loadings            October 1969*      through May 1970         August  1970
    (Ibs/day)

T.P04 as P04                1,000                 500                 200


Inorganic
Phosphorus                    700                 400                 100

T.K.N. as N                 1,000                1,000                 200

N02 + N03 as N                300                 300                  70


NH3 as N                      100                 100                  20


T.O.C.                     34,000               12,000               2,000
*  Extreme river discharges of July 31,  1969  and August  7  and  August  28,  1969
   are reflected in nutrient loadings  for this  period.

-------
                               CHICKAHDMINY  RIVER AT PRQVIDENCE FOSGE.  VIRGINIA

                                           ACTUAL DAILY NUTHIENT   LOADINGS
                                                         TPO4 at P04
JJ
=  1.000
     100 ;



     50
           JUN     JUL
                          AUG     SEP    OCT     NOV     DEC

                                                     I960  "	
                                                 INORGANIC PHOSPHORUS  at PO,
                                                                                               MAY      JUN     JUL     AUG
           JUN     JUL     AUG     SEP     OCT     NOV     DEC
                                                                 JAN     FC8     MAR     APR     WAV      JUN     JUL     AUG
_  1.000
f
           JUN     JUL.    AUG     SEP     OCT     NOV     DEC
                                                                 JAN     TEB     MAR     APR     MAY      JUN     JUL     AUG

-------
                             CHICKAHOMINY  RIVER  AT PROVIDENCE  FORGE. VIRGINIA
                                  ACTUAL  DAILY  NUTRIENT   LOADINGS I CONTINUED!
   1.000  3
                                                    NO, » NO, o> N
I
          	1	1	r	T	1	1	
           JUN     JUL     AUG     SEP    OCT    NOV    DEC
	1	1	1	1	
 JAN     FEB     MAR    APf)     MAY      JUN     JUL     AUC
           JUN     JUL     AUG      SEP    OCT     NOV     DEC
                                                             JAN     FEB     MAR    APR     MAY     JUN     JUL    AUG
           JUN     JUL     AUG     SEP     OCT    NOV    DEC
                                                 1889 «	
 JAN     FEB.     MAR    APR    MAY      JUN     JUL     AUG
	<• 1070

-------
                                                               V-28
     As exhibited, nutrient contributions to the Chesapeake Bay from
major watersheds based on calculated loadings using observed data in-
dicate two distinct observations:  (1) the predominate influence of three
principal watersheds on the nutrient balance in the Chesapeake Bay—
the Susquehanna, the Potomac, and the James River and (2) the seasonal
nature of nutrient input to the Chesapeake Bay.
     In the following section the observed data is extrapolated using
linear regression relationships and mean monthly flow data.  Nutrient
loadings calculated in this manner reduce the biased nature of a limited
sampling program and are a realistic presentation of the observed data.
B.  REGRESSION ANALYSIS
     1.  Analytical Framework
     In order to establish a statistically valid relationship between
nutrient loadings and stream flow, a series of regression analyses of
the mean river discharge and nutrient loadings were performed at each
station and for each parameter using both linear and log transforms.
     The following expressions were utilized in the final regression
formulation:
     L = a1 Qb                          	V - 1
     which may be transformed to
     Log 1QL = a + b log1Q Q            	V - 2
where
     L = nutrient loadings (Ibs/day)
     Q = river discharge (cfs)
     a = constant defining the y intercept on log-log plot (a-, = 10a)
     b = exponent defing the slope of the curve in the form of
         Equation V - 2.

-------
                                                               V-29
     This equation represents an expotential  function which is linear
when plotted on log-log paper.  The "b" term, or slope, is of particular
importance since it signifies the rate at which nutrient loadings increase
for any given flow.
     The equation used to calculate nutrient loadings is
     L = N x Q x 5.38    x
                          \
where
     L = nutrient load (Ibs/day)
     N = nutrient concentration (mg/1)
     Q = river discharge (cfs)
  5.38 = conversion factor
     It should be noted that the above form of the equation results in
a biased analysis of L (nutrient loadings) versus Q (river discharge).
     The derived least squares regression equations (Equation V - 2) and
related statistics which describe nutrient load-streamflow relationships
for each tributary watershed are presented in this report.
     Utilization of the derived regression equations and graphs enable
the calculation of nutrient loadings at each sampling station using either
the mean monthly flows which occurred during the study period or any other
desirable flow.  The use of mean monthly flows in nutrient load calculations
reduces the biased nature of a limited sampling program which realized
only approximately 5 samples per month per station durtng the entire
study period.
     2.  Regression Loadings (calculated)
     A regression analysis of nutrient loadings (Ibs/day) versus river
discharge (cfs) was performed for every station in the study network.

-------
                                                               V-30
     These regression analyses were calculated using the United States
Geological Survey Statistical Package (STATPAC) - a computer program
which eliminates the cumbersome task of manual calculation of regression
data for each parameter at every tributary watershed.
     Least squares regression lines in the form of Equation V - 2,
which describe the nutrient load - streamflow relationships for each.
parameter at the Susquehanna River station, are illustrated in Fi'gures
V - 18 through V - 23.  Only the regression lines for the SusqueFianna
River station are presented because of the major importance of the
Susquehanna River and also for the sake of brevity.  The least squares
regression lines (log-log plots) show the dependence of nutrient
loadings for any particular river discharge and also verify the
reliability of the regression extrapolation (to visualize the correla-
tions of the observed data to the regression lines).
     The regression equations, correlation coefficients and related
statistics utilized to determine the extrapolated nutrient loadings at
each station in the sampling network are presented in Tables V - 10
through V - 17.  The regression equation in the form of Equation V - 1
was used to compute the nutrient loadings.

-------
                                                           -to
                                                               O
                                                               O
    V            «•>

*0d  •»  VOeU  001
                              (VI
                                                         V-18

-------
Q.
M

-8
O
-1
"•
2  o   u.
<  i-    :
£  <   
-------
                                                  H«o
                                                        O
                                                        _l
                                                        u.

                                                        O
                                                        O
                                                   !-•*)
                    (M
NX1  9OT
                                                  V-20

-------
                                                                                          o

                                                                                          b.

                                                                                          O
                                                                                          O

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     The mean monthly nutrient input (Ibs/day) to the Chesapeake



Bay from the major tributary watersheds* based on regression



extrapolation using mean monthly flow data are presented in Tables



V - 18 through V - 24.



     The nitrogen and phosphorus inputs to the Chesapeake Bay from



these major tributary watersheds are illustrated in Figures V - 24



and V - 25, respectively.
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-------
NITROGEN INPUT  TO CHESAPEAKE BAY
                          NITROGEN
                           INPUT
                              (Ibs/day)
                                        V-24

-------
PHOSPHORUS  INPUT TO CHESAPEAKE BAY
         sus
                       PHOSPHORUS
                        INPUT
                           (Ibs/day)
                                        V-25

-------
                                                                  V-55
     C.  DELINEATION OF MEAN MONTHLY NUTRIENT LOADINGS  (REGRESSION)*

          The tabulation of seasonal nutrient loadings  for  the  major

     tributary watersheds based on regression extrapolation for the periods

     of June 1969 through October 1969,  November 1969 through May  1970,

     and June 1970 through August 1970 are presented in Tables  V - 25,

     V - 26, and V - 27, respectively.  The seasonal nature of  nutrient

     enrichment of the Chesapeake Bay is apparent when  the  15-month study

     period is subdivided into three distinct time periods:

                                Table V  - 25

                      Seasonal Nutrient  Loadings (Regression Extrapolation)
                                 June 1969 through October  1969
                                            (Ibs/day)

     Tributary
     Watershed


  Susquehanna

  Potomac

  Rappahannock**

  Mattaponi***

  Pamunkey***

  Chickahominy***

  James***
T.
as
9
9




3
P04
PO!
LJ. 	
,000
,000
500
200
400
400
,000
Pi
5,000
4,000
300
200
300
200
2,000
TKN
as N
44
17
2

1

9
,000
,000
,000
600
,400
400
,000
N02 +
as
52,
14,
1,



10,
NO,
NJ
000
000
400
100
400
200
000
NH
as
15,
3,




1,
3N
000
000
300
100
200
100
500
TOC
220,
137,
18,
9,
14,
6,
75,

000
000
000
000
000
000
000
  * Calculated from observed data using mean monthly flows  and derived
    regression equations
 ** Months of July 1969 and August 1969 excluded due to extreme river discharge
*** Month of August 1969 excluded due to extreme river discharge

-------
                                                                  V-56
                             Table  V  -  26

         Seasonal  Nutrient Loadings (Regression  Extrapolation)*
                    November 1969 through  May 1970
                              (Ibs/day)
Tributary
Watershed
Susquehanna
Potomac
Rappahannock
Mattaponi
Pamunkey
Chickahominy
James

Seasonal
Tributary
Watershed
Susquehanna
Potomac
Rappahannock
Mattaponi
Pamunkey
Chickahominy
James
T. P04
as P04
*r
58,000
36,000
3,000
700
1,300
600
8,000

Nutrient
June
T. P04
as PO,
t
14,000
14,000
500
200
200
200
1,000

Pi
37,000
16,000
1,500
600
800
400
5,000
Table V
TKN
as N
143,000
52,000
6,000
1,900
3,000
1,000
22,000
- 27
N02 + N03
as N
261 ,000
102,000
6,000
500
1,400
300
19,000

Loadings (Regression Extrapolation)
1970 through August 1970
(Ibs/day)

Pi
7,000
3,000
300
200
100
200
600
TKN
as N
57,000
24,000
1,400
400
500
200
3,000
N02 + N03
as N
72,000
24,000
800
100
200
100
5,000
m •
3
as N
42,000
9,000
1,000
300
600
100
5,000

*
NH3
as N
19,000
4,000
200
100
100
50
500

TOC
820,000
380,000
45,000
27,000
37,000
14,000
173,000



TOC
293,000
188,000
12,000
6,000
5,000
2,000
32,000
* Calculated from observed data using mean monthly flows and derived
  regression equations

-------
                                                             V-57

     Based on these loadings, the majority of nontidal  nutrient input

to the Chesapeake occurred during the months- of November 1969 through

May 1970 (a period of high river discharges) as shown in the table

below:

                           Seasonal Nutrient Contribution
Time
Period

June 1969 through
October 1969
November 1969
through May 1970
June 1970 through
August 1970
T. PO
as POT
t

14

67

19
Pi


14

73

13
TKN


19

59

22
N09 + NO,
^as N J


14

68

18
NH3


20

57

23
TOC


19

60

21
     In addition, during the period November 1969 through May 1970,

when the majority of nutrients were transported into the Chesapeake

Bay via nontidal discharges, the primary sources of nutrients were the

three major watersheds; the Susquehanna, the Potomac, and the James River.

                            Table V - 28

                               Tributary Contributions
                               (Nutrient Loadings as %)
Tributary
Watershed
Susquehanna
Potomac
Rappahannock
Mattaponi
Pamunkey
Chickahominy
James
T. P04
as POJ
54
34
3
<1
1
<1
7
Pi
60
26
3
1
1
1
8
TKN N09 + NO,
as N ^as N
62 66
23 26
3 2
<1 <1
1 <1
<1 <1
10 5
NH,
as N
72
16
<2
<1
<1
<1
9
TOC
55
25
3
2
2
<1
12

-------
                                                              V-58
    As exhibited in the previous tables, the tributary contributions
reflect two distinct observations which can be made with regard to
nutrient enrichment of the Chesapeake Bay:   (1) the predominant influence
of three principal  watersheds on the nutrient balance of the Chesapeake
Bay—the Susquehanna, the Potomac, and the  James and (2) the seasonal
nature of nutrient  enrichment of the Chesapeake Bay.
    Based on observed data and substantiated by linear regression
extrapolation of observed data using mean monthly flows, the majority
of nutrients transported into the Chesapeake Bay via nontidal  discharges
occurred during the period November 1969 through May 1970.   In addition,
during this same time period, the primary sources of nutrients to the
Bay were the three  principal  watersheds: the Susquehanna,  the Potomac,
and the James.*  Of these three watersheds, the Susquehanna exerts the
greatest influence  on the nutrient balance  in the Bay.  Nutrient control
in this major watershed should result in restored nutrient  balance in
the Upper Chesapeake Bay.
D.  COMPARISON OF OBSERVED DAILY LOADINGS AND MEAN MONTHLY  LOADINGS
    BASED ON REGRESSION EXTRAPOLATION
    The mean monthly nutrient loadings calculated from observed data
using mean monthly  flows and  the aforementioned regression  relationships
are a realistic extrapolation that eliminates the biased nature of the
limited sampling program.
    A comparison between the  observed daily nutrient loadings and
mean monthly nutrient loadings based on regression extrapolation show
significant differences.  When sampling occurred on days of high flow,
* also for the periods of June 1969 through October 1969 and June
  1970 through August 1970

-------
                                                             V-59
the monthly loadings estimate based on these daily readings will  be much
higher than when irregular flows are absorbed over the entire monthly
period as is done in the regression analyses.
     The relationship between mean monthly flow (used for nutrient loading
calculation) and observed daily flow on particular sampling days is
presented in Figures V - 26 and V - 27.  Mean monthly nutrient loadings based
on extrapolated regression analyses and actual daily loadings at the
Susquehanna River station are presented in Figures V-28, V-29 and V-30.
     As can be seen, the use of mean monthly flows eliminates the biased
nature of extreme periods of flow during which sampling may have occurred.
Also, the calculated mean loadings are realistic when compared to the
daily loading fluctuation for the Susquehanna River and for all  other
tributary watersheds.
     Of major concern is the control of nutrients from these upstream
sources, especially the Susquehanna since it contributes in excess of 50
percent of all nutrients to the Chesapeake Bay.  During the significant
period of November 1969 through May 1970, which just precedes the Ideal
algal bloom season in the bay, the Susquehanna River Basin contributed
54 percent of total phosphorus, 60 percent of inorganic phosphorus, 62
percent of total kjeldahl nitrogen, 66 percent of nitrite-nitrate nitrogen,
72 percent of ammonia nitrogen and 55 percent of total organic carbon
entering the Bay from the major tributary watersheds.  As these upstream
sources are brought under control on a seasonal or annual basis,  especially
in the Susquehanna River Basin, corresponding reduction In nuisance
conditions in the Chesapeake Bay should result.
     The importance of the vitality of the Susquehanna River to the
ecological health of the Chesapeake Bay cannot, therefore be overstated.

-------
                                                   RIVER  DISCHARGES
                                              (MEAN  MONTHUf  yi  OBSERVED)
                                        SUSQUEHANNA  RIVER AT CONOWINGO.  MARYLAND
                                                                    MEAN MONTHLY RIVER DISCHARGE
                                                                    DAILY RIVER DISCHARGE
            JIM.     JUL     AUG     SEP     OCT
                                                   NOV.     DEC
                                                      I9» ..	
 JAN     FE>
	- 1970
                                                                                  MAR     APR     MAY      JUN      JUL      AUG
  IOOOOO  -
    1.000

     soo
                                           POTOMAC  RIVER AT GREAT FALLS. MARYLAND
                                                               LEGEND
                                                               	MEAN MONTHLY RIVER  DISCHARGE
                                                               	 DAILY RIVER DISCHARGE
            JUN     JUL      AUG     SEP     OCT     NOV     DEC
                                                                   JAN      FEB
                                                                  	•• IS70
                                                                                  MAR     APR     MAY      JUN     JUL      AUG
   IOOOO  -
Jj
5   1,000
                                        RAPPAHANNOCK  RIVER AT FREDERICKS8URG. VIRGINIA
                                                               LEGEND
                                                               	 MEAN  MONTHLY RIVER DISCHARGE
                                                               	 DAILY  RIVER DISCHARGE
            JUN     JUL.     AUG      SEP     OCT     NOV     DEC.
                                                                   JAN      FEB     MAR     APR     MAY      JUN     JUL      AUG
                                                                                                                             V-26

-------
                                          RIVER   DISCHARGES  (CONTINUED!


                                             (MEAN  MONTHLY  «.. OBSERVED^
                                            PAMUNKEY RIVER AT HANOVER. VIRGINIA
                                                                MEAN MONTHLY RIVER DISCHARGE


                                                                DAILY RIVER DISCHARGE
            JUN     JUL
                                                                                                        JUN     JUL     AUO
                                         MATTAPONI  RIVER  AT  BEULAHVILLE.  VIRGINIA
                                                              JV\7
                                                                        A.
                                                                                       A  A
                                                           LEGEND

                                                            •••— MEAN MONTHLY RIVER DISCHARGE



                                                           	 DAILf RIVER DISCHARGE
A
                                                                        	1	1	1	1—	1
                                                                         FEB     MAR.    APR    MAY      JUN     JUL
            JUN     JUL     AUG     SEP     OCT
•:  10.000 :
                                                  NOV     DEC


                                                     1898 •<	
                                              JAMES RIVER AT RICHMOND. VIRGINIA
                                                           LEGEND


                                                           	 MEAN MONTHLY RIVER DISCHARGE


                                                           	 DAILY RIVER DISCHARGE
            JUN     JUL     AUG     SEP     OCT     NOV     DEC
                                                                 JAN     FEB     MAR     APR     MAY      JUN     JUL     AUG
                                       CHICKAHOMINY RIVER AT PROVIDENCE FORGE,  VIRGINIA
            JUN     JUL     AUG      SEP     OCT     NOV     DEC     JAN     fE&     MAR    APR    MAY      JUN     JUL     AUG
                                                                                                                               V-27

-------
                             SUSQUEHANNA  RIVER AT CONOWINGO.  MARYLAND
       MEAN MONTHLY NUTRIENT LOADINGS (REGRESSION)  vs. ACTUAL  DAILY NUTRIENT  LOADINGS  (OBSERVED)
                                                  RIVER  DISCHARGE
  IOOOOO ;
               LEGEND
               	  MEAN MONTHLY RIVER DISCHARGE
                    DAILY RIVER DISCHARGE
                                                           	1	1	1	1	1	1
                                                            JAN     FED     MAR     APR     MAY     JUN     JUL.
          JUN     JUL     AUG     SEP    OCT     NOV     DEC
                                                \»t» *	
                                                     TPO4  ai PO4
o
1  10*00
               LtfitMfi
               ——  MEAN MONTHLY NUTRIENT LOADINGS (BASED ON REGRESSION EXTRAPOLATION]

               	  ACTUAL DAILY  NUTRIENT  LOADINGS
          JUN     JUL
                       	1	1	
                        AUG     SEP     OCT
                                              NOV     DEC
                                                 1889  ••	
 JAN     FEB
	••  IS70
                     	1	1	1	
                      APR     MAY     JUN.     JUL
                                                                                                                     V-28

-------
                                SUSQUEHANNA  RIVER  AT CONOWINGO.  MARYLAND
                                            NUTRIENT   LOADINGS (CONTINUED!
                                                 NORGANIC PHOSPHORUS  M PO»
               LEGEND
               —— MEAN MONTHLY NUTRIENT LOADINGS
               	 ACTUAL DAILY  NUTRIENT LOADINGS
           JUN     JUU     AUG     SEP    OCT   '  NOV     DEC
 JAN  '   FEB     MAR  '   APR  '  MAY      JUN   '  JUL     AUG.
                                                                    > 1970
                                                          TKN o. N
                    MEAN MONTHLY NUTRIENT LOADINGS

                    ACTUAL DAILY NUTRIENT LOADINGS
*
J IOOOOQ  -
           JUN     JUL     AUG     SEP    OCT     NOV     DEC
                                                     1969 t	
                                                                                                       JUN     JUL      AUG
                                                        NO, »  NO,  01 N
 I^OOvOOO  ^      LEGEND
               	 MEAN  MONTHLY  NUTRIENT LOADINGS

               	 ACTUAL  DAILY  NUTRIENT  LOADINGS
           JUN      JUL     AUG     SEP     OCT     NOV     DEC
                                                    1969  •«	
 JAN     FEB     MAR     APR    MAY      JUN     JUL      AUG
	» 1970
                                                                                                                           V-29

-------
                            SUSQUEHANNA  RIVER  AT  CONOWINGO.  MARYLAND
                                        NUTRIENT LOADINGS (CONTINUED)
                                                    NH, u N
 1*00.000 :
iratND
—— MEAN MONTHLY NUTRIENT LOADINGS
           JUN    JUL     AUG    SEP    OCT    NOV    DEC
                                                                              T	1	1	1	r
                                                                         MAR    APR     MAY     JUN    JUL     AUG
                                                        TO.C
10.000.000 _
 1.000,000 -
                 LEGEND
                 —  MEAN MONTHLY NUTRIENT LOADINGS
                      ACTUAL DAILY NUTRIENT LOADINGS
           JUN    JUL    AUG    SEP    OCT    NOV    DEC
                                                1969 ••	
                                          JAN.    FEB
                                         	>• 1970
                                                                         MAR    APR     MAY     JUN    JUL     AUG
                                                                                                               V-30

-------
APPENDIX

-------
     The following STATPAC  codes  are  utilized  for the data presented
in the Appendix to indicate parameter irregularities:
Code                                 Description
  N       Not detected,  looked for not found,  or less than some
          indefinite lower  limit  of analytical  sensitivity.

  H       Interference in the  analysis.

  L       Concentration  is  less than  some  stated lower limit of
          analytical sensitivity.

  G       Concentration  greater than  some  stated upper limit of
          sensitivity.

  B       No data - blank.

  T       Trace, concentration is  near the lower limit of sensitivity.

-------
                             REFERENCES


 1.   Clark,  L.  J.,  "Mine  Drainage in  the North Branch Potomac River Basin,"
     Technical  Report  No.  13,  CTSL, MAR, FWPCA, U.S. Department of the
     Interior,  August  1969.

 2.   Jaworski,  N. A.,  "Nutrients in the Upper Potomac River Basin,"
     Technical  Report  No.  15.  CTSL, MAR, FWPCA, U. S. Department of the
     Interior,  August  1969.

 3.   Jaworski,  N. A.,  L.  J.  Clark, and K. D. Feigner, "A Water Resource-
     Water Supply Study of the Potomac Estuary," Technical Report No. 35,
     CTSL, WQO, EPA, April  1971.

 4.   Chesapeake Bay-Susquehanna River Basin Project, "Water Quality and
     Pollution  Control Study-York River Basin," Working Document No. 12,
     MAR,  FWPCA, U.  S. Department of  the Interior, April 1967.

 5.   Chesapeake Bay-Susquehanna River Basin Project, "Water Quality and
     Pollution  Control Study-James River Basin," Working Document No. 14,
     MAR,  FWPCA, U.  S. Department of  the Interior, June 1967.

 6.   Chesapeake Bay-Susquehanna River Basin Project, "Water Quality and
     Pollution  Control Study-Patuxent River Basin," Working Document
     No.  15, MAR, FWPCA,  U.  S. Department of the Interior, May 1967.

 7.   Chesapeake Bay-Susquehanna River Basin Project, "Water Quality and
     Pollution  Control Study-Potomac  River Basin," Working Document
     No.  17, MAR, FWPCA,  U.  S. Department of the Interior, June 1967.

 8.   Susquehanna River Basin Study Coordinating Committee, "Susquehanna
     River Basin Study,"  June  1970.

 9.   Governor's Patuxent  River Watershed Advisory Committee,  "The
     Patuxent River -  Maryland's Responsibility," July 1968.

10.   John  Hopkins University,  "Report on the Patuxent River Basin,
     Maryland," June 1966.

11.   Chesapeake Bay Institute, The Johns Hopkins University,  Technical
     Report )QL Data Report 32, "Physical and Chemical Limnology of
     ConowingF Reservoir, Whaley, R.  C., June 1960.

12.   Philadelphia Electric Company, Interim Report,"Thermal Effects on
     Conowingo  Pond Resulting from the Operation of Two New Nuclear
     Generating Units  at  Peach Bottom Atomic Power Station, York County,
     Pennsylvania," January 1968.

13.   Federal Water  Pollution Control  Administration, "Report  on the
     Committee  on Water Quality Criteria," U. S. Department of the
     Interior,  April  1968.

-------
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         Annapolis Field Office
               Region III
     Environmental Protection Agency
HEAVY METALS ANALYSES OF BOTTOM SEDIMENT


      IN THE POTOMAC RIVER ESTUARY
          Technical Report 49


             January 1972
           Thomas H. Pheiffer

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              HEAVY METALS ANALYSES OF BOTTOM SEDIMENT
                    IN THE POTOMAC RIVER ESTUARY
     Recent detection of heavy metals in sediments of the Potomac

River Estuary has raised sufficient concern to include accumulation

of metals as a water quality problem requiring additional study and

analys is.

     A cooperative program of the Annapolis Field Office with the

laboratory at the U.S. Naval Ordnance Station in Indian Head,
         4£
Maryland,  was initiated to determine the occurrence of heavy metals

in the Potomac Estuary and bottom sediment.  Sediment analyses were

made during August and September 1970, and again in April 1971.

While small concentrations of zinc and manganese were detected in

the overlying waters of the estuary, considerable amounts of various

heavy metals were recorded by acid extraction determination from

the sediment.

     From the sediment analyses presented on the following pages it

is evident that there are significant increases of lead, cobalt,

chromium, cadmium, copper, nickel, zinc, silver, barium, aluminum,

iron, and lithium in the upper estuary in an area above the Woodrow

Wilson Bridge in excess of concentrations measured above and below
*The analyses of all metals with the exception of mercury were performed
 in the Research and Development Laboratory of the U.S. Naval Ordnance
 Station, Indian Head, under supervision of Dr. M. I. Fauth, Director.
 Several of the figures were prepared at the Naval Ordnance Station
 and adapted for this report.

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this area.  Of the metals measured in April 1971, all showed increases



in concentrations in this area, but the concentrations were lower than



those detected in August and December of 1970.  This could possibly



be attributed to the high-flow conditions of February and March 1971



causing a more even distribution of metals below Woodrow Wilson



Bridge.  The data seem to support this observation.



     High concentrations of wastewater components such as phosphorus



and carbon are found near the Blue Plains Wastewater Treatment Plant



outfall.  Since concentrations of heavy metals are greatest in this



same area, it can be concluded that some heavy metals originate in



the wastewater discharges in concentrations below detectable limits.



Some accumulations such as cadmium and lead are caused by corrosion



in water supply distribution systems.  Schroeder reported that one



major source of human cadmium consumption has been traced to soft



water that flows through and picks up cadmium from water mains and



pipes in houses [1].  The Potomac River raw water supply is considered



medium hard, averaging yearly 100-110 ppm calcium carbonate.  Other



metals might be attributed to small commercial enterprises involved



in printing or metal plating, for example.  There are no industries



in the Washington area using metals on a scale comparable to those in



the Baltimore Harbor and James River areas.



     On June 8, 1971, core borings were taken adjacent to the Blue



Plains Wastewater Treatment Plant outfall.  Data on heavy metals



measured in the cores is shown in the da-ca section of this report.



Chromium was detected at depths of 5 and 10 feet only, in equal con-



centrations of 0.03 mg/gm or 30 ppm.  Zinc and copper were detected

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at the 1-, 3-, 4-, 10-, and 18-foot levels.  The highest concentration



of zinc was 180 ppm at the 3-foot level, while copper was distributed



uniformly at all measured levels at about 40 ppm.  Lead was found



to increase with core depth, except that lead was below the detection



limit when measured at the 5-foot level.  No attempt was made to



determine the time required for the bottom sediment to accumulate



to the measured depth of 18 feet.



     The following comparisons are made between the data obtained



from the core borings and upper sediment data obtained in April 1971



in the vicinity of the Blue Plains plant.  The concentration of



chromium in the upper 2 or 3 centimeters of sediment was 70 ppm com-



pared to 30 ppm at boring depths of 5 and 10 feet.  Copper and lead



show similar behavior patterns in both the upper sediment and the



1-foot depth level, with both metals concentrated at 50 ppm and 30 ppm



in the sediment and core mud, respectively.  Zinc shows a fluctuating



pattern of behavior in both the upper sediment and the core samples.



This fluctuating behavior as it pertains to the upper sediment is



discussed later in the report.



     At Possum Point and Route 301 Bridge, 38.0 and 67.4 miles below



Chain Bridge, respectively, the incidence of metals in bottom sediment



increases significantly.  While there were increases in quantities of



most metals at the two sampling stations, the following showed



increased concentrations when compared to the initial determinations



in August 1970:  barium, lead, iron, strontium, lithium, cobalt,



magnesium, chromium, nickel, and potassium.  At the Route 301 sampling

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station, copper showed a sharp increase (731 ppm) in April 1971, while




at Possum Point the April 1971 amounts were lower than those of August




and December 1970.  In most of the samples the accumulation of metals




was greater in the vicinity of Route 301 Bridge.




     It is concluded that some of the above increases in metal concen-




trations are related to the construction of steam electric generating




plants in the area.




     On the Virginia shore of the estuary near Possum Point, the




437.6 megawatt, fossil-fueled plant is operated by the Virginia




Electric and Power Company (VEPCO).  The Potomac Electric and Power




Company (PEPCO) operates a larger 1,148.0 megawatt, fossil-fueled




facility on the Maryland side of the estuary, directly downstream




from the Route 301 Bridge.  The PEPCO plant, however, did not begin




continuous operation until May 1971.  The plant started up briefly




in early summer 1970, but ceased operating in late November of that




year because of problems with the turbines.  The cooling water systems




of the VEPCO and PEPCO plants have rated capacities to utilize 400 mgd




and 1,434 fflgd, respectively.  The VEPCO plant at Possum Point discharges




to the estuary via Quantico Creek, while the PEPCO plant discharges its




cooling water directly to the Potomac Estuary.  Heat exchanges associ-




ated with these cooling systems and the quality of the water passing




through the condenser tubing could have a corrosive effect on the




plants' cooling systems, with subsequent release of metals to the




discharged cooling waters.  As a factor affecting water quality,




chlorine is often added to the cooling water to control algae and

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prevent fouling of the condenser system.  The PEPCO plant employs a



mechanical means to cleanse the condensers rather than the algacides



used at older plants.



     Field studies (1962-67) conducted by Mihursky [2] associated



mortality and greening of oysters with cooling water discharges in a



critical area of the Patuxent River Estuary when operations were



started at the Chalk Point Steam Electric System in 1964.  Roosenburg



conducted a special study on copper greening in oysters as a part of



Mihursky's thermal studies  [3].  Roosenburg reported that copper levels



and greening in oysters were highest at natural bars and tray stations



near the Chalk Point's cooling water outfall and diminished with



distance from the effluent canal.  In 1968, Patrick [4] confirmed



that oysters at Chalk Point were green due to copper.



     The work reported above at the Chalk Point plant can be related



to the high incidence of heavy metals found in the Potomac Estuary in




the vicinity of power plants.  Since the PEPCO plant only began con-



tinuous operation in May 1971, some of the heavy metals detected near



the Route 301 Bridge may be associated with operation difficulties



encountered in 1970 and actual plant construction.  Fallout from air



pollution sources such as traffic on the 301 Bridge or testing of



weapons over open waters by the Dahlgren Naval Weapons Laboratory are



other probable contributors of heavy metals in this area.



     In addition to metal contributions from cooling water and waste-



water sources, heavy metals are apparently entering the estuary from



the air.  Emissions from smokestacks and the burning of lead-containing



gasolines contribute lead to the surrounding environment.  Lead from

-------
motor vehicle exhausts is entering the environment in amounts of two



pounds per capita per year  [1].  Nationwide, the consumptive use of



coal per year contributes 830 tons of lead, 743 tons of arsenic,



255 tons of mercury, 150 tons of beryllium, and 100 tons of nickel[5 ].



An analysis of randomly selected crude oils and fuel oils revealed



contamination by metals which included mercury, selenium, cadmium,



arsenic, chromium, cobalt, and gallium [6].  Studies have been



initiated by the Environmental Protection Agency to determine amounts



of hazardous substances, such as heavy metals, in both sewage sludge



and the byproducts resulting from incineration of sewage sludge.  The



major sources of air pollution in the Washington area during the



July 27-30, 1970, temperature inversion were associated with high



emissions of sulfur dioxide, nitrogen dioxide, and hydrocarbons along



the Alexandria-Arlington Potomac River waterfront.  The prime sources



of the emissions were reported to be motor vehicles, the Potomac River



Power Plant, the Arlington incinerator, and aircraft at National



Airport  [7 ].  Metal fallout was not determined in the Washington study.



The fallout of metals to the estuary from gaseous sources and the



amount and distribution of the various metals should be determined.



     Not all the metals data presented in this report can be associated



with a critical estuarine area.  Often a metal exhibited an erratic



distribution pattern during one sampling period and then showed a more



uniform pattern of distribution throughout the estuary during one of



the other sampling phases.  Of particular interest is the behavior of



calcium, manganese, and zinc, indicated in the sediment analyses.  At



river miles 70 and 80 (miles below Chain Bridge) the December 1970

-------
                                                                       7
concentrations of calcium exceeded the August 1970 concentrations by



several thousand ppm.  These high concentrations were found in the



saline portion of the estuary.  With the natural seawater concen-



tration of elemental calcium being 400 ppm, calcium can be expected



to fluctuate in the lower and middle reaches of the estuary because



of the considerable alkalinity intrusion from the Chesapeake Bay.



Calcium will also be distributed throughout the estuary in carbonated



forms due to the upper basin runoff and naturally occurring atmospheric



transfer of carbon dioxide  [8].  In addition, shell deposits from



molluscs which contain calcium are widely distributed in the estuary.



It should be noted that magnesium and strontium are also present in



seawater at 1,350 ppm and 8 ppm, respectively.



     Between river miles 40 and 50 a concentration of about 5,000 ppm



of manganese was measured in bottom sediment during August 1970.  A



lower but significant concentration, approximately 3,300 ppm, was



measured in December 1970 in the same area.  Concentrations did not



approach this order of magnitude in any other segment of the estuary.



There is no apparent reason for this finding.



     Concentrations of zinc measured in August 1970 and April 1971



show an even pattern of distribution throughout the estuary.  The



December 1970 sampling run showed concentrations of zinc fluctuating



sharply from station to station.  There is no explanation for the



December 1970 zinc fluctuations except that freshwater flows entering



the estuary increased from 4,000 mgd in the beginning of the month to



40,000 mgd towards the end of December.  Zinc has also been detected



in other estuaries of the Chesapeake Bay.  Huggett et al. have found

-------
                                                                    8




significant concentrations of zinc in oysters (Crassostrea virginica)


in Virginia estuaries of the Bay.  The initial findings of these


studies indicate that highly industrialized areas of the lower


James .River Estuary are contaminating the oysters in that area with


zinc  [9l.


     Although mercury is not included in the data set forth at the


end of this report, sediment samples were analyzed for mercury.  The


concentration of mercury was found to be below the detection limit


in practically all samples analyzed.  Exceptions were detections


noted at Piscataway Creek, Hallowing Point, Indian Head, Possum Point,


and Sandy Point during December 1970, at which time the concentrations


measured were 26.2, 5.0, 5.0, 5.6, and 4.7 ppb, respectively.


     Arsenic, antimony, boron, bismuth, lanthanum, molybdenum,


selenium, tin, and zirconium were included in the list of metals to


be measured.  However, the concentration of these metals was found to


be below the detection limit in all samples.


     Heavy metals in the Potomac Estuary are chemically bound in


bottom sediment and required heat and a low pH induced by acid in the


laboratory procedure employed to extract them from the sediment samples,


These metals, and the possibility of their remineralization into the


overlying water, must be considered in the disposal of dredged spoil.


Dredging operations involving deepening and widening of the channels


near Washington, construction of piers and marinas, etc., disturb the


sediments and require disposal of the dredged spoil.  Should dredged


material containing known high concentrations of potentially toxic
                                        (

metals be deposited in open waters of the estuary during high flow

-------
conditions, colloidal suspension of the fine clay sediments with



adsorbed metals could be transported downstream to the economically



important shellfish growing areas.  The metals could then be taken



up by filter-feeding organisms which pump water through their



digestive systems with probable accumulations of metals occurring



in the organisms.



     It should be noted that the synergestic effect of heavy metal



accumulations on the ecology of the Potomac Estuary is indeterminate.



Since the lower estuary is a prime shellfish production area, studies



of the availability and effect of heavy metals on the biota should



be undertaken.  Surveys and monitoring activities should be carried



out to determine the amount of heavy metals coming from the following



sources;  wastewater and cooling water discharges, disposal of dredged



spoil, and heavy metal fallout from polluted air.  Precipitation



studies should be carried out to measure heavy metal pickup from snow



and rainfall and the extent that these metals reach the estuary from



soil runoff in the basin.



     The Virginia Institute of Marine Science and the Chesapeake



Biological Laboratory of the University of Maryland have initiated



investigations to gather information on the effects of heavy metals



on the estuarine ecology of the Chesapeake Bay system.  The Chesapeake



Biological Laboratory will try to determine in the laboratory and



field the various environmental conditions affecting the uptake of



metals by oysters.  The Virginia Institute of Marine Science has



conducted surveys in the Rappahannock, York, and James River Estuaries

-------
                                                                      10
to determine heavy metal concentrations in oysters.  In this work



involving bioassay techniques, steps are taken to utilize metal con-



centration relationships in the Eastern oyster (Crassotrea virginica)



to detect heavy metal pollution in Virginia's major rivers.

-------
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-------
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                                                                             (1H9I3M  AHQ w6/6u.)

-------
5000
4000
3000
2000
1000
 CALCIUM
••  August '70

-O  becember 70
                                                                9086 ppm
                     20
           30
                                       40       60       60
                                        Miles Below Chain Bridge
                                               70
80
90
                                                                         100
1000
 800
 600
 400
 200
                                                      BARIUM
                                               — ——•  August 70

                                                    O  December 70



            10       20       30       40       50       60
                                        Miles Below Chain Bridge
                                               70
                                                         80
         90
       100

-------
 100
  80
731 ppm 4          COPPER
            -._— •  August '70
                  O  December '70
                  A  April'71
                                                                 I   —
  60
i
  40
  20
                                                   I
              10       20       30       40       50       60
                                         Miles Below Chain Bridge
            70
80
90
                                                                               SILVER
                                                                               • August '70
                                                                               O December '70
              10        20       30       40        50       60
                                         Miles Below Chain Bridge
            70
80       90     100

-------
 10

  B

  8


  7

  6
1>
L 5
fi

  4

  3

  2

  1

  0
                                                                            IRON
                                                                    - — — •  August '70
                                                                         O  December '70
                                                                                                  \
            10       20        30        40       50        60
                                         Miles Below Cham Bridge
                                                                        70
80
                                                                                          90
                                                                                                  100
  200

  180

  160

  140

  120
CL
£100

   80

   60

   40

   20

    0
                    LEAD
            ~ — — •  August '70
            ——— O  December '70
            	A  April'71
                                                                   r
                                                                               V'
                                                                                                 VJ
            10        20        30       40        50       60
                                         Miles Below Chain Bridge
                                                                       70
                                                                                80
         90
                                                                                                  100

-------
500
400
                    STRONTIUM
               — — •  August '70
               —— O  December '70
300
200
100
            10       20       30       40       50       60
                                       Miles Below Chain Bridge
                                               70       80       90     100
 50
40
 LITHIUM
••  August'70

•O  December '70
30
20
 10
                                       J_
                                      I
           10       20       30        40       50       60
                                       Miles Below Chain Bridge
                                               70       80       90     100

-------
   301
   20|
   101
                                                       COBALT
                                                          Auguit '70

                                                       O  December '70
                                                    I
              10        20       30       40        50       60
                                          •Milat beloi* Chain Bridge
                                               70
         80
                                                                  90      100
lO.OOOf
 8,000r
 6,0001
 4,000}
 2.000r
                  MAGNESIUM
            — —— •  August'70

            ——— O  December '70
              10
20       30
                                          40       50       60
                                           Mitel below Chain Bridge
70
80
                                                                                          90      100

-------
  5000
  4000
                                                                      MANGANESE
                                                                  — — — •   August 70
                                                                        O   December '70
c
  3000
  2000
  1000
               10
20
                                 30
                 40       50
                 Miltt B-'i-fi Ch
                                                           60
                                             70
       80
                                                                                      90
                                                                      100
                                                                         ALUMINUM
                                                                     • ——•   August'70
                                                                        ~ O   December '70
                10
20
                                  30
                   40
                           50
                                                             60
70
                                                      80
                                                                                        90
                                                                                               100

-------
  4000
 3000
§2000
a
  1000
     POTASSIUM
• ——••  August'70
—^— O  December '70
               10
           20        30
40       50       60
Miles Below Chain Bridge
                                                                      70
                                                                  80       90     100
  1000
  800
  600
N
  400
  200
                                                                         ZINC
                                                                 	•  August '70
                                                                 ——— O  December '70
                                                                 	A  April'71
                                                             _L
      0        10       20
                   30        40       50       60
                             Miles Below Chain Bridge
                           70        80       90      100

-------
100
                                       VANADIUM
                                 — — — •  Ann"*! 70
                                       ••O  December '70
                                 	A  April'71
10
                      20
30
                                         40        50        60
                                         Miles below Chain Bridge
                                                                       70
                                                                                 80
                                                                                          90
                                                                                        CADMIUM
                                                                                 —— — •  August '70
                                                                                    1    O  December '70
                                                                                        A  April '71
                                                             40        50       60
                                                             Miles Below Chain Bridge
                                                          70
                                                                    80
                                                                              90
                                                                                     100

-------
 ioor
CMIIOMHIM
••   August '70

-O   December '70
-A   April '71
                                                                                         90
                                                                                                 100
                                         MJIet a»linm Chain Bridge
501
40
30
20
10
 NICKEL
• August '70
O December '70
   April '71
            10       20        30       40        50        60
                                        Miles Below Chain Bridge
                                                                     70
                                                                               80
                                                                                         90
                                                                                                100

-------
                             REFERENCES
1.  Schroeder, H. A.,  Report  submitted as  testimony to U.  S.  Senator
    Philip A. Hart's Subcommittee on Environmental Pollution,
    Washington, D.  C., August 1970.

2.  Mihursky, J. A.,  "Patuxent Thermal Studies,  Summary and
    Recommendations , "  Natural Resources Institute, Ref. No. 69-2,
    University of Maryland, Jan.  1969.

3.  Roosenburg, W.  H., "Greening  and Copper Accumulation in the
    American Oyster, Crassostrea  virginica . in the Vicinity of a
    Steam Electric  Generating Station," Chesapeake Science. Vol. 10,
    Nos. 3 and 4, Sept. -Dec.,
4.  Patrick, R.,  in  "Minutes of  the Second Meeting of the Maryland
    Thermal Research Advisory  Committee," Nov.  8,  1968, Annapolis, Md.

5.  Private communication with S.  David Shearer, Office of Air Programs,
    EPA, Research Triangle Park, N. C., Dec.  1971.

6.  Spangler, C.  V., "Analysis of  Crude Oils  and Imported Fuel Oils
    for Trace Metals," Memorandum  to the files, Office of Air
    Programs, EPA, Research Triangle Park, N.  C.,  Nov. 1971.

7.  Sullivan., M.  and H. V. Wester, "1970 Episode of Air Pollution
    Damage to Vegetation in Washington, D.C. Area," Office of the
    Chief Scientist  Annual Report, 1970, National  park Service,
    Washtni? con, D.C.

8.  Jaworoici, N. A., L. J. Clark,  and K. D. Feigner,  "A Water Resource-
    Water S-^ply Study of the  Potomac Estuary," CTSL,  Region  III,  EPA,
    Technics! Report Wo. 35, April 1971.

9.  Hugge;,L  .R. J,, T,L E. Bender,  end H. D. *Slone,  "Utilizing Metal
    Conct     , 'J.on Relationships  In tie Eastern  Oyster (Ciigssjjstrea
    yirgj ..      to Detect Heavy Metal Pollution," VIMS Ccxutribution
    No. 4.    /.Lrglnia Institute of Marlrie Science,  Oct. 1971.

-------
A SYSTEM OF MATHEMATICAL MODELS FOR
     WATER QUALITY MANAGEMENT

           January 1972

        Technical Report 51
      Annapolis Field Office
            Region III
  Environmental Protection Agency

-------
                         Annapolis Field Office
                    Environmental Protection Agency
                               Region III
                    A SYSTEM OF MATHEMATICAL MODELS

                                  FOR

                        WATER QUALITY MANAGEMENT*




                          Technical Report 51

                              January 1972




                             Robert L. Crim
* Presented to the Nineteenth Southern Water Resources and Pollution
  Control Conference, April 9-10, 1970, Durham, N. C.

-------
                              PREFACE





     Requests for the following paper have been numerous enough to




warrant reissue as a technical report.  In order to bring the paper




up to date and to inform the reader of additional developments, a short




addendum has been attached.




     The author wishes to acknowledge the support and cooperation of the




personnel of EPA, Region III, in the continuing development of the model




system here described.  At the present time, the model system, now called




the CMS (Comprehensive Model System) is being applied to the Chesapeake




Bay and its tributaries in a farsighted effort to aid in protecting the




Chesapeake from the everpresent threat of man's uncontrolled activities.

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                              INTRODUCTION

     A mathematical model can be defined as the  representation of a physical
process or set of processes by their governing natural  laws as expressed
by the abstractions of mathematics.   In particular,  hydraulic and water
quality models deal with the representation of rivers and estuaries and
their behavior under varying conditions of  flow  and input quality.  The
mathematics include the approximations and  discretizations necessary  for
solutions by digital computer.

     In recent years there has been a proliferation of  digital programs
in the water resources field.  Most have been concerned with  economics
and evaluation of alternatives using linear programming and operations
research. Some others dealt with the statistics  of population growth  and
projection. After the initial flurry of activity,  things became  routine.
 Each major computer manufacturer has on line programs  easily utilized
by skilled or semi-skilled personnel.  These packages will give  economic
analyses and optimizations without the need for  detailed mathematical knowledge
by the user.  As a result, a highly sophisticated analysis can now be made
by small firms and individuals at a very nominal cost.

     The state of the modeling art presently permits no such  ease  in  its
application.  Hydraulic and water quality models have historically been
single purpose with little or no generality.  The journals abound with
 reports of "newer" or "better" mathematical models of  a specific  river
or river system.  These programs or "models" are generally cumbersome and
unintelligible to the non-specialist.  Those models which have  some general
application frequently are not comprehensive enough to  be of  any great
value.
     The purpose of this paper is to review the basic  equations  involved
in modeling hydraulic and water systems.  A general method of model  construc-
tion will be presented.  In this way, a prospective user will have access
to tools which may have previously been unapproachable.

-------
                     Model Construction Principles
     A properly formulated mathematical model should be able to  reproduce
past history.  Given known input values of flow and quality, it  should
be able to duplicate any measured values within limits.  The accuracy with
which the model results compare with historical records is an indication
of the model's reliability in projecting the future.  The model's verifi-
cation record is not, however, the only measure of its validity.

     Most statistical and empirical methods are so formulated as to insure
normal verification.  This is because the past record was used as the basis
for the equations and their coefficients.  There is no assurance, however,
that even minor changes in the physical situation will not cause very large
errors in the predictions produced by such methods.  The complexities of
hydraulic and quality networks do not often lend themselves to such simplis-
tic solutions.

     In contrast to empirical methods, a really reliable model must be
based on fundamental principles.  Any assumptions or simplifications made
must be consistent with the model's intended use.  Particular attention
must be paid to fundamentals in cases where inadequate or incorrect input
data makes verification difficult.  One method of checking models in locations
where no historic data is available is to check it for another location.
If the model is well constructed, one river is the same as another.  Only
the dimensions and inputs are different.

                            Hydraulic Models

     Investigations of water quality problems cannot be made without an
adequate knowledge of the flows and flow patterns in the body under question.
The adequacy of the flow solutions is a primary factor in the final results.

     Hydraulic situations may vary from an estuarine network to a simple
fresh water stream.  However, both systems obey the same natural laws.

-------
Those laws will be presented here along with the assumptions and simplifi-
cations appropriate to each case.

     The first restriction is that of considering only one dimensional
flow in open channels.  The governing equations are the equations of motion:

b u       b u   . .  ,  .     b h                                   / n •>
— = -UT^-KU|U|  -gyj                                   (1)
and continuity:

 bh     1   b (uA)
~b~t = " B    bx
 where:
     u is the velocity  in the channel
     X is the distance  along the channel
     A is the cross -sectional area of the channel
     B is the channel width
     h is the water  surface elevation or stage
     t is time
     g is the acceleration due to gravity
     K is the frictional resistance computed by the Manning equation (la)
     R is the hydraulic radius of the channel
     n is Manning's  "n"

 Assumptions  inherent in these equations are:
     1.  the wavelength is much longer than the channel depth.
     2.  wind stresses  are negligible.
     5.  coriolis  forces do not influence the flows.

     Rewriting  equation (l) in a form more convenient for digital methods
 gives  the following  set of basic equations:

-------
         * A    t
and
       t " B
 These are the equations to be solved for the unsteady case in one-dimensional
 open channel flow.

      By zeroing all the terms variable with time and assuming the hydraulic
 gradient  —  is small compared with depth, the set of equations reduces
           CLK
 to the Manning equation for velocity:
      u- 	^—                                     (5)
                 n
 and
      1  b (uA)                                                 ,,.
      I  — bx  =                                              ' '

 Discretization;                                '

      Digital  computers can only handle finite quantities.  They are not
 able  to  deal  with the abstractions that accompany analytic solutions.
  Consequently, we must break our equations down into finite elements of
 time  and space.
      The equation (3), (*0 for the unsteady case becomes:
Ah
         ^i  H   A   iculiil j.  riO   v\
       "At = A Ft  " Ku|u| +  ("X - g)  T
 and
        Ah
        At=  As

-------
where:
     L is the length of the channel
     A  is the surface area of a "junction"
      s

     In the discretization process, the concept  of channel  "lengths" and
junction "surface areas" has been introduced.  The method of breaking a
body of water into finite elements of geometry most often determines the
model's usefulness.  A program which is tied internally to  a certain lo-
cality will require major work in order to run another area.  This  accounts
for the bulk of the many "new" models now is existence.  To avoid following
the same track, the method here presented uses the geometric data and con-
figuration as input values.

     The segmenting process is best presented by means of the following
              i
guidelines:
     1.  Junctions are defined as the intersection of one or more channels.
     2.  The variables head (h) and surface area (A ) are associated only
                                                   s
         with junctions.
     3.  Channels are used to connect two junctions.
     k.  The variables of velocity, flow, cross-sectional area,  hydraulic
         radius, length, width, and frictional resistance are concerned
         only with channels.

     The following figures illustrate the method for some typical examples:
                             SINGLE CHANNEL

-------
                               OPEN BAY
 These  configurations can be compounded to cover all parts of the area.
  Channel lengths  should not vary widely from one area to another.  For
 reasons  of computational stability, channel lengths in the network should
 not  have a range  greater than 5 times.  That is, the longest channel should
 be less  than 5  times the length of the shortest channel.

 Applications of the equations to various physical cases;
        Physical problems are composed of four types.  The consist of steady
 or .unsteady flow  in  single channels or interconnected networks.
      Unsteady flow problems might result in estuaries or flood conditions
 in inland river systems.  Flood conditions are not normally of importance
 in pollution problems,  and no attempt will be made to describe them here.
 Estuarine problems deserve particular attention because of their complex
 nature.
      Steady flow  conditions are encountered most often in inland rivers
 and  streams.   There,  flow problems are generally easy to solve.  Certain
cases of narrow channeled estuaries, where net flows are desired, can be
treated as  steady flow problems.

-------
     No distinction is made between single channel and interconnected channels
in the unsteady case.   The method of solution is the  same.
Unsteady (tidal) flow solution;

The following data is required:
     1.  Junctions
          a.  Junction number
          b.  Beginning head (usually mean tide elevation)  (ft.)
          c.  Surface area (sq.  ft.)
          d.  Area slope (sq. ft.  per ft.)
          e.  Inflow to junction (cfs)
          f.  Outflow from junction (cfs)
          g.  Channel numbers entering junction
Note;  e and f refer to discharges or extractions at a junction,  not channel
       flows.  Junction surface area is defined as one-half the sum of
       the surface areas of the channels entering the junction.

     2.  Channels
          a.  Channel number
          b.  Length (ft.)
          c.  Width (ft.)
          d.  Cross-sectional area (sq. ft.)
          e.  Hydraulic radius (ft.)
          f.  Manning's "n"
          g.  Starting velocity (fps)
          h.  Junction numbers at ends of channel
     In addition, one junction is used as the driving point.  At this point,
the head will be computed at any time from a seven term Fourier series
reduction of a known tidal cycle or cycles.  This curve will be repeated
over as many periods as desired.
     As the program is operating,  the errors in the initial conditions
(starting heads and starting velocities) are damped out.  After about one

-------
period, tne program is actually simulating tidal  action throughout the
network.
     Net flows are computed by averaging the flows  over a complete period.
As a check on the stabilized condition of the program,  the sum of all the
net flows and inputs or withdrawals at a Junction should  "be zero.
     Previously, the steady condition was derived as  a  special case  of
the unsteady problem.  Indeed, the same program can be  run with the  specified
head held constant over its period.  There are, however,  other methods
which have been shown to be more economical.

     The alternate solutions are divided into two categories.   A simple
flow balance is used in the case of a single channel, while a  head-flow
balance is used for interconnecting channels.  The  head-flow balance is
sometimes called the "Hardy Cross" solution.

     The flow balance is illustrated by the following diagram:
                               n
E = A+B+D-C
Q3 = A
Q2 = Qj + B
<^ = Q2 - C = D-E

A negative Q  represents a flow opposite in sign to that assumed.

     The Hardy Cross method relies on the principle that the head losses
around a loop composed of channels must sum to zero when the flows are
 balanced.
     Returning to the equations (5) and (6):

-------
                                                                       11
and:
     Ah    £Au
     At"   A
                                 2_      n2           a2!
rewriting to solve for  A h  =   u L ( - J-TTT)  =   *_
                                             I-*
                                                             (
                                     2.208 R  -        A       2.208 R
where q = Au
Around a loop:
                    (
                A    2.208 R
If Z/Ah is not zero, a correction to the flows in the channels comprising
that loop is computer as:

     A   . %Ah _  yv L  /    n2    >  2
           v*Ah       A2  2.208 R /5
              4     	                      (9)
                                2
                               n
                       A   2.208 R
 Each  loop  is  computed  separately and the corrections are applied to the
 channels.  Channels which are common to two loops will receive two corrections,
 The procedure continues until the corrections are less than some specified
 value.

      The data requirements for the Hardy Cross solution are essentially
 the same as for the unsteady case with the addition'-of information concerning
 the loops.  The number of loops, the junction numbers comprising each loop
 and assumed directions of flow in each channel are needed.

-------
     As stated before,  the steady type of solutions  can be used  in estuaries
if we are interested in the distribution of net  flows.  There are qualifications
to this statement which should be pointed out.   The  use of the flow balance
or the head loss balance in open bays, is not valid.  There are  two dimensional
circulation patterns in these bays which are important in distributing
 pollutants.  These patterns would not show up in a  single channel representation.

     If we divide the bay into a number of interconnected channels, the
pattern given by the Hardy Cross solution will,  in general, be incorrect.
The net flows given by the unsteady flow solution are much more  reliable
in these cases.

Uses of the hydraulic models;

     The primary uses of the hydraulic models are as generators  of flow
values for compatible quality solutions.  The models are quite capable
of standing alone as tools for investigation of  hydraulic improvements.
     The unsteady flow model is particularly useful in showing the effects
of dredging, filling or restricting channels in estuaries.  The velocities
computed during a tidal cycle are also of use in sedimentation studies
and the like.

     In short, the potential of these programs is limited only by the imagi
nation and judgement of the user.

                             Quality Models

     Once the flow patterns have been determined, the study of pollutant
distributions can be made.  Studies of quality in a body of water are normally
concerned with either conservative (salinity, TDS) or non-conservative
 (Dissolved oxygen, BOD) substances.   Either a steady state or time variable
solution may be desired.

-------
                                                                     13
     The use of the basic equations will be based on the  general properties
of the segmenting procedure used by the hydraulic models.
     Again,  assuming one dimensional distribution along a completely mixed
channel, the mass balance of the channel can be written for a conservative
substance as:

       Sc     be       be                                    .   .
       Tt=Ex 2'ubx                                    (IO)
               b x
where:
       E is  the eddy diffusion coefficient
       C is  the concentration in the channel at any point, X
Integrating  along X and multiplying by A (the area of the channel) gives:
       |a.«||.flc                                      (ID
where:
       C is the average  concentration along the channel
       "1 is the total mass in the channel.
Writing the equation in  discrete form:
where L is the length of the channel.  By summing the channels around a
junction, we can define junction masses.  Thus, at a junction;

       AM   yv^  A c   £ -
       At"        L

Adding terms for the addition of material through discharges and the ex-
traction of water yields the following equation:


       At"        L             in  in   V     out             '

-------
The above equation can be used to compute junction qualities with  either
the unsteady or steady flows computed by the hydraulic models.

     It is appropriate here to ask how steady  flows  can be used to compute
nonsteady state qualities.  We may answer by noting  that  a systems hydraulic
response to a change in input flows is much faster than the quality reaction.
For example, the time required to flush wastes out of a stream  is  much
larger than the time required to reach steady  flow in the same  stream.
      The term "quasi-steady state" is used to describe the situation where
flow is changing in stairstep ffcshion:.
while quality is computed as a smooth curve.   This situation is common
in estuaries subject to seasonal changes in fresh water inflow.  The models
used by the Delaware study were based on this type of arrangement.
     When using the results of the unsteady hydraulic model for short periods,
a simplification is made to equation (13)-  The dispersion term is dropped
since the time intervals are very small (i.e., 6 minutes to 1 hour).   The
assumption is that the advective term (Z/qc) is the predominant factor.
Hence:

-------
                                                                         15
This may be called the unsteady flow-unsteady quality equation.

       The simplest case to solve and probably the most difficult to attain
in nature is the steady state.  Equation (lj) equated to zero and solved.
Obviously, steady flow model or the steady flow models are considered.
The equation is:

       E^-S^SC^-SE^.O              (15)
     The  solution to a  set of these equations can be done iteratively or
by a matrix inversion.  Iteration is used for this network scheme presented.
Inversion requires prior knowledge of such things as flow direction and
amount.
     Values of the dispersion coefficient E have a wide range.  Most fresh
water  streams have a negligible value of dispersion, while in estuaries,
dispersion may be the most important parameter to be considered.
     Dispersion  is a combination of the effects of eddy diffusion and the
motion of the water under tidal action.  The units of E are length squared
per time  (sq. ft. /sec).  Much work has been and is presently being done
on determining dispersion coefficients.  A combination of judgement, experience
and adjustment are the  best means of obtaining working values of E at the
present time.

Non-Conservative models:

     Typical non-conservative materials are BOD and organic nitrogen.
They may  be modeled using equation (13) with the added time dependent factor:
      AM    •C-'T™  AC     ^  -    v,_,    .     M
      AT "  EEA—   -E(1C  +ECinQin-Vout

-------
                                                                        16

where K is a coefficient of decay.

     Dissolved oxygen may be modeled  in much the same way.  However, the
BOD concentration must be computed  simultaneously.  Calling C_ the BOD
                                                            J3
conentration and  C   the dissolved oxygen deficit:
         .  EEA        . Sq ^ + s          .       £     +
                                       in
where:  K  is the BOD decay rate
        K  is the coefficient of reaeration
In some cases it may be worthwhile to  consider other sources and sinks of
BOD and oxgyen such as:

     l)  Plankton photosynthesis and respiration
     2)  Removal of oxygen by bottom deposits
     3)  Removal of BOD by sedimentation
However, for most applications, these  factors are not  included.
     Small modifications in the meaning or form of the K's  can  enable the
user to solve a wide variety of problems.   Virtually any measurable quality
parameter can be distributed and traced by these models.

Model verification;

     The verification procedure is one of the most important  steps in any
modeling activity.  It is here that errors in the input  data  or selection
of the model will show up.

     Historical records of flow and quality in the system are selected
according to the following criteria:

       l)  Availability of record and corresponding  input values.
       2)  Accuracy of data,
       3)  Length of record.
       U)  Variability of hydrologic conditions.

-------
                                                                       17
Obviously, the acouracy of historical inputs to the program will  have  a
large effect on the ac uracy of the verifications.   In many cases,  water
quality is monitored to the extreme while waste water inflows  are not  well
known.  Similarly, many estuarine systems have an inadequate knowledge
of the fresh water inflow.  In these situations, the  validity  of  the input
estimates a_s well as the model results are being tested.

     The type of model used has a great deal to do with the selection  of
historic record.  For example, the unsteady flow-unsteady quality model
requires values of quality measured at very short intervals.  Conversely,
the quasi-steady  quality model should be checked over weekly  or  monthly
intervals in the record.

     Verification of the steady-state model requires a more devious path.
Here, the quasi-steady model must be verified and run under constant  conditions
for a long period of time.  Then the steady-state model is run under the
same input conditions and compared to the quasi-steady model.   The  economy
with which the steady-state model operates often makes such a  roundabout
process worthwhile.

     In all models, well-defined trends in the historic record must be
reproduced^.  Some differences in magnitude between the model  results  and
the record can be expected, but the general shape of the  two curves should
always correspond.

     A variety of hydrologic conditions should be run.  Wet, dry, and average
conditions will show the ability of the model to correctly respond.  Again,
special emphasis should be made on conditions which approximate the model's
intended uses.

Model reliability;

     A system of models and modeling principles has been presented.  We
now turn to the results of such a system and examine their worth.

-------
                                                                         18
     These models are meant  to  provide management with the means of evaluating
alternatives of action.   They are not meant to give precise results from
specific inputs.  The precision that can be estimated in prediction is
reflected in the verification process.   Differences between one input condition
and another are of more  use  than an absolute value for either  case.

     For example, consider the  question  of what  effect a paper mill's discharge
has had or will have on  a particular stream.  The models will  not  give
the resulting D. 0. profile  as  accurately  as they will give the change
in the D. 0. profile. Similarly, the models applied to estuarine  problems
have proven useful in determining the effects on salinity of reducing fresh
water inflow.  In essence, the  models act  much like a scale.   The  absolute
weights registered are not as reliable or  as important as the  differences
recorded from one time to the next.

     Models based on the methods presented here  have reproduced history
with differences of the  order of magnitude from  +_ 5 percent to + 25 percent.
The hydraulic models were the most successful.   Typical comparisons are
shown in the following figures:

-------
                                                            19
 10
                                 computed
                                 measured
                         Time
                         (hrs)
15
10,000
 (D
 o
 o
 2000
                      Flow Measured
                          (cfs)
                 Unsteady Hydraulic Model

            (Sacramento-San Joaquin Delta)
                     (196^-5 data)

-------
                                                                20
     1000
a
§
 a 1
 O di
        0
           •  computed

           — measured
                             7
                           Month
                    12
 o
 2
 o
 u
 I
 «
       20
o
          •  computed

          A  measured
  7
Month
                                              12
                     Quasi-steady Quality Model

                 (Sacramento-San Joaquin Dslta)

                             (1961 data)

-------
                                                                21
§   18,000
s
i
                                         •  computed
                                         —• measured
                                                   70
                       Miles from Golden Gate
  §
 I
 &
 §
 o
    18,000
•  computed
  •measured
            0
                       Miles from Golden Gate


                         Unsteady Quality Model


                        (San Francisco-Bay Delta)


                                 (1959 data)
                  70

-------
                                                                       22
                               SUMMARY

       Properly formulated mathematical models can serve  as valuable tools
for the evaluation of man's actions on the hydraulic  and  water quality
environment. At a time when many stream and estuarine systems are  in critical
condition, management needs methods which can show the effects of  projects
beforehand. The models presented here should aid in avoiding costly and
time consuming mistakes in the evaluation of alternatives.

     Virtually any hydraulic distribution problem in  the  water pollution
control field can be solved with these hydraulic models.  The results of
the models have exhibited a high degree of accuracy.

     The quality models are primarily designed to compute the effects of
changing flow and point loadings on the system.  Much must be done to enable
these models to compute the effects of biological actions.  Such parameters
as photosynthesis and respiration are not adequately  defined as  yet.  Perhaps
the availability of these models will stimulate useful formulations of
the more important biological reactions.

     Hopefully, the range of the programs and the simplicity of  their operation
will result in more people using such methods.

-------
                     Data Requirements and Definitions
Tidal information:
Geometric data:
       For junctions:
       For channels:
Network data:
       For junctions:
       For channels:
Loop information:
Quality Input data:

       For junctions;
       For channels:
General constant:
  Coeficients of a seven term sine and cosine series
  of the form:

  H  =  A sin (wt) + Bsin (2wt) +  csin (3wt)  + Dcos
  (wt)  + E cos (2wt) + F cos (3wt) and the period
 (in hours) of w.
  Starting head (ft)
  Surface area (ft2)
  Area slope (ft2/ft)
  Discharge into junction (cfs)
  Discharge from junction (cfs)

  Length (ft)
  Width (ft)
  Area (ft2)
  Hydraulic radius (ft)
  Manning's "n"
  Starting velocity (ft/sec)
  junction number
  channel numbers entering the junction

  channel number
  junction numbers at each end of the channel

  A sequence of junctions for estimating flows.

  Total number of loops in the network

  Junction numbers defining each loop.  The sequence
  defines the "positive" direction of flow
 Concentration of pollutant discharge (PPM)
 Starting concentration (PPM)
 Pollutant decay rate (PPM/day)
 Photosynthesis and respiration rates (PPM/day)

Dispersion constant (ft2/sec)

water temperature (°F)

-------
            Information Flow
                    Modeling Qyrtoa
                                        Loop
                                      Inf creation
                 (teems trie
                    Data
               Network Data
   unsteady
     Flov
     Modal
               Quality Input
                   Data
    Network
      and
    fydrauli
      Data
                             Hetvoxk
                               and
                             Qydrauli
                               Data
                                  Quasi-
                                  Steady
                                  Quality
Unsteady-
 Quality
Steady
Quality
Junction
QualitiM
 (hour
                 Junction
                 Qualities
                  («t««4gL~

-------
                                                                   25


                              ADDENDUM

     Since the original paper was presented, several needed generali-

zations have been made to the model system.  Also, geometrical

modifications have given rise to new programs in the system.  Modifi-

cations to the existing system will be considered first.

Unsteady Flow Program:

     Equation (1) has be rederived to reflect the effect of sloping

bottoms for the channels .  The new equation is essentially the equation

of Barre St. Venant or


     9u      3u    ..  I  |         9h
     _= _u^_  _Ku|u| - gs -
     where s is the channel bottom slope in ft/ft.  The term s is computed
           as the difference in the depths at the junctions at each end of
           the channel divided by the channel length.

Tests of the two methods have indicated rather significant differences in •

flow patterns in open bags with irregular bottoms .  Virtually no changes

were observed in single channel type estuaries .

Unsteady Quality and Quasi Steady Quality Programs :

     Experiences by the author and others indicated the need to rethink the

meaning of Equation (11).  The term c (the average concentration) and the

term m (the mass in the channel) have been redefined to mean the concen-

tration of material crossing *he junction interface and the mass in the

junction.

     This is a radical if subtle change in thinking .  Essentially it

eliminates channels as a means of conveying material in the quality programs ,

-------
                                                                  26




     Experimentation has determined that careful attention to  the geometry




setup and more strict adherence to the Courant condition eliminates  the




instability which used to plague the models in certain cases.   Accuracy




and response times are greatly improved.




     Close comparisons between the Steady Quality Program and  the unsteady




programs (run to steady state) are now possible.




Geometrical Restrictions and New Programs:




     By restricting the network configuration to that of a single channel




system, a time savings of an order of magnitude were made.  Two new pro-




grams AUTOS and AUTOU are now operational.   Their functions are the same




as the Steady State and Quasi State Programs.  The input is, however,




much simpler and more flexible.  The network is variable from  run to run




with very little setup work required.  The two new programs maintain the




same high technical level as their "big brothers."  Their simplicity of




operation and their reliability will make their use more common in planning




types of functions.




Expansions to the Channel-Junction Technique:




     Much has been done and is being done to define biological rates of




growth and decay.  A complex system of interactive differential equations




has been derived with the channel-junction approach in mind.  Test runs on




an idealized system indicate that a high degree of success is  possible.  An




ecological model has been proposed, and more work is planned along these




lines.

-------
                                                                  27




     A multi-layered hydraulic model is also under investigation.   This



program (called MULTIQ) would reflect the effects of variable densities,



variable wind stresses, and variable atmospheric pressures on the three-



dimensional circulation patterns in large estuaries and lakes.  This



program  when fully developed, will contribute much toward the solution



of the intricate flow patterns of stratified estuaries under the influence



of buoyant discharges.




     The work is presently being carried out by the Engineering Development



Section, Annapolis Field Office, Environmental Protection Agency, Region III,



Annapolis, Maryland.



     Interested parties are invited to write directly for more information.

-------
            APPENDIX








Logic Diagrams of Comprehensive




      Modeling System (CMS)

-------
                                           DYH-1
Unsteady Flow Prograa
START
               )
   Read control
      data
       I
 [Read driving
      head
 I  constants
     Read all
     Junction
       cards
       I
     Read all
      channel
       cords
       i
   Cheek network
        for
    consistent
       setup
                        Print bad
                       channels &
                        Junctions
   Print input
       data
               /Terminate Jom

-------

-------
                               DYB-2
 Initialize
    &
   Compute
 Constants
   Compute
   Channel
velocities fc
    flows
   Compute
New heads
    from
 New flows
     1
   Compute
New Channel
    Areas.
Velocities &
Lows
   Average
  old & new
    flows
   Compute
final heads
    fr
   Update
   Channel
  depths It
    areas
      ±
   Update
   Junction
    surface
     areas

-------
                      Write
                    flora and
                      beads
   irae
o write
flow
  Ta
                     Accumulate
                        Heads,
                     Velocities,
                        flows
  collect
 for net
   fl
                     Print time,
                    Beads, flows,
                       Velocities
   Extract
 Ifet flows
  Heads and
Print Netflows

-------
Unsteady Quality Program
C   START    )
   ad control
  Information
     Read
   Hydraulic
     data
    Calculate
      run
    constants
    Extract
   Hydraulic
 Averages for
 each tine step
   Read run
   parameter
       rftead
    parameter
  y
                          Read D.O.
                         Input data
                         for junctions
Input data
'or Junctions
' Read B.O.D.
 input data
for Junctions
   Rrlnt input
      Data

-------
                                      DYNQ-2
        [~ Read   7
        [  Hydraulic /
        I informationI
        \for oneBtep\
NO
Compute rate of
change in con-
centration
^
r
Estimate new
concentrations
>
r
Compute new
rate and
average with old
^
r
Compute end of
step
concentration
YES
                               Compute
                            Rearatlon Coef.
                               for each
                               Junction

                              Compute BOD
                             rate of change
                             Estimate new
                                 BOD's
                                  I
                            Compute D.O.
                            rate of change
                             Estimate new

                            Compute new BOD
                            rate and average.
                            Compute end of
                            step
                            Compute new D.O.
                            rate and average.
                            Compute end of
                             step D.O.'s.
                              Print
                                 Junction
                              concentrating

-------

-------
                                             STDY-i
    Steady Flow Program
C   START   )
      i
  Read Control
     data
   Read data
   for loops
/ /
s~
Read all
junction
cards ,
    Read all
     channel
      cards
     Check
  network for
   consistent
     setup
  Print input
     data
                          Print bad
                        channels and
                          junctions
Terminate
   job
)

-------
                               STDY-2
       JL
     V
Compute Channel
   friction
   factors
 Sort Channels
   into loops
from loop data
Estimate flows
    in each
    channel
      ±
Shift flows to
   loops with
 correct sign
     Compute
      loop
  corrections
  Apply loop
  corrections
  to channels

-------
                                                 STDY-3
                     Transfer
                   loop flows
                    back to
                    network
                        rite
                      network
                       flows,
                      Areas
                       Vola.
                   Print network!
                      flows
  Read
Junction
 Inputs
    re
conditions
  to run

-------
                                               SSWQ-1
Steady State Quality Program
      C   START    J
           Read
        dispersion
      coefficients
           Read
          Hydrauli
          informa-
            tion
       Read parameter
          to be
         predicted
                                for each
                                 Junction
'Read input
for other
parameter for
each junction
>
/


'Read D.O. in-
put for each
junction
X
1
r

-------
                                               S3WQ-?
     Y
 Read number
  of  fixed
  junction*
      ±
'    Read
    junction
numbers  to be
     fiTftta
      ±
/Read Gauss-
I  Siedel Control
[      data
      i
   Print input
      data
     Compute
     junction
  concentratifcDB
    Over-relax
     Junction
  concentration

-------
                                   SSWQ-3
  Store Decay
  values and
 concentrations
for use by P.O.
     Compute
  junction moss
  balances for
      check
 Erint  Moss
   balances

-------
                                                QSWQ-1
Quasi • Steady Quality P
   C   START   J
        Read
     dispersion
    coefficients
    '   Read
    parameter to
    be predicted
                           Read D.O.
                           input data
            NO
' Read input
data for other
parameter
•^


/Read B
input i
1
i
    [Read central
     information
     Print the
     input data

-------
7s
I/


NO
 TOO
                                               QSWQ-2
t V M^ *
Compute rate
of change of
junction cone.

Compute BOD
rate of change
Estimate now
BOD cone, in
junctions
1 1
Estimate nev
junction cone.
based on rate
*
Compute nev
rate of change
and average
vith old.
i
Compute end of
step Junction
concentration

Compute D.O.
rate of change
Estimate nev
D.O. cone, in
Junctions
1
Compute nev
BOD
rate & average
Compute end of
step BOD cone.
+
Compute nev
D.O. rate and
average
Compute end of
step D.O. cone.
* 1
                              1ES
 Print cone.
for Junctions

-------
  More
flow con-
 ditions
                      Read nev
                     D.O.  data,
Bead nev
input data

i
( Bead
B.O.D.
I

r

-------
U.S. ENVIRONMENTAL PROTECTION AGENCY
MIDDLE ATLANTIC REGION- III  6th and Walnut Streets, Philadelphia, Pennsylvania 19106

-------

-------
     NUMERICAL METHOD

FOR GROUNDWATER HYDRAULICS
    Technical Report 52
    Annapolis Field Office
    Environmental Protection Agency
    Region III
    February 1972

-------
    Annapolis Field Office
Environmental Protection Agency
           Region III
        NUMERICAL METHOD

              FOR

     GROUNDWATER HYDRAULICS



      Technical  Report 52


         Robert  L. Crim



         February 1972

-------
                       INTRODUCTION

     With the advent of large high-speed computers,  many
problems in fluid mechanics and groundwater hydraulics  can
be solved or "re-solved" using only basic principles.   The need
for highly skilled people to do essentially simple problems has
been and is being eased more and more often.

     Historically, the solutions to problems in groundwater
hydraulics have been with applications of complex variables and
conformal mapping.  This has been in the attempt to obtain
closed solutions to some specific problems.

     The program presented here is an application to many of the
same problems using only Darcy's Law and the continuity equation.
The program was verified against an analytical  solution to a
single well field.

-------
The equations:



     Darcy's Law:     v = -K ^



     where v is the apparent flow velocity



           K is the permeability
-rr is the hydraulic gradient
           -r




Continuity:
     where Q is the flow into or out of a volume V during time dt.





Discrete forms:


                                    H    H
     Darcy's Law becomes:     v = K ILL- ^ — *-




     where HI and H2 are the heads at each end of the "channel."





Continuity becomes:


     H = (TQin  -  yCjout) At

                AS



     where As is the "surface area" of a "junction."





Then:



     Ht = Ht_!+AHt

-------
     Certain characteristics are defined as belonging to

junctions and others belonging to channels:


     1.  Junctions

         Head
         Surface Area
         Porosity

     2.  Channels

         Flow
         Cross-sectional area
         Permeability
         Depth
         Length
         Width


     Of all  the variables above, only surface area, channel

length, and  width are constant in time.   The others vary in

the following algorithm:

-------
The Algorithm:

     Start:
          1.  Compute half-step velocities and flows for all
              channels.

          2.  Compute half-step values of heads for all  junctions.

          3.  Compute half-step cross sections for all  channels.

          4.  Compute full-step velocities and flows for each
              channel.

          5.  Compute full-step heads at each junction.

          6.  Compute full-step cross sections and depths in each
              channel.

          7.  Compute full-step surface areas at each junction.

     Certain comments can be made for clarification:

          a.  Depth and surface area are computed only on the
              full step.

          b.  A trap in the program sets the velocity and flow of
              a channel to zero when its depth becomes less than
              0.5 feet.

          c.  The run will abort if any velocity exceeds 20 feet
              per second in any channel.

          d.  The full-step value of time is presently 2 hours.
              Additional experience may call for more or less time
              as the problem may require.

          e.  Certain heads may be held constant.  Computation for
              these is  bypassed.

-------
                     SAMPLE PROBLEMS


     The program was run on two problems  to demonstrate its

validity.  The remaining runs serve to show the flexibility  of

the approach.


     All the runs were made on an unconfined aquifer of medium

size sand.  The channel and junction data are as follows:


     Channel data:

          1.  Length = 1,000 feet
          2.  Depth = 100 feet
          3.  Width = 500 feet
          4.  Area = 50,000 square feet
          5.  Permeability = 1.0 cm/sec


     Junction data:

          1.  Starting head = 100.0 feet
          2.  Surface area:
                 a.  Interior = 1.0 x 106 square feet
                 b.  Exterior = 7.5 x 105 square feet
                 c.  Corner = 5.0 x 105 square feet
          3.  Porosity = 40 percent

-------
                    RUN DESCRIPTIONS
Run Number                         Description
                          A simple recharge well.
                          Q = 50 cfs in at junction
                          61.  All rim heads fixed
                          at 100.0 feet.

                          A discharge well at #61.
                          Q = 50 cfs out.   All  rim
                          heads fixed at 100.0 feet.

                          Well  interference test
                          50 cfs in at junction 42.
                          50 cfs out at junction 81.
                          All rim heads fixed at
                          100.0 feet.

                          One edge of aquifer fixed
                          at 100.0 feet.  Ten cfs
                          withdrawn from each junction
                          on the opposite  edge.

                          Same  as #4 but with 50 cfs.
                          Discharge well at junction
                          61.

                          One edge fixed at 100.0  feet
                          opposite edge fixed at 0.0  feet.
                          This  run demonstrates seepage
                          and free surface shape.
     The results of the test runs are shown in the following

figures.  Contour diagrams are included where their use is

needed to clearly show the results.

-------
                  MASTER  NETWORK  CHART
                                                                 -CHANNEL
                                    JUNCTION
                                                   H      /

C\J  101  (2 J 112 f 3 J  124^4 J 135 CsJ 146 f 6J 157 ClJ 168 C&J 179 CdJ 190
 21 )  102
 o
^—*

22
                   ro
                           Co
                                            en
                                                    o>
                                                                     CO
                                                                              to
I 13 (23) !25 ( 24J 136 (25 ) 147 ( 26 ) 158 ( 27 J 169 (28 J 180 (29 J 19
  ro
         ro
         ro
             GJ
             ro
in
ro
         --4
         ro
        03
        ro
 30) 103
                          ro        ro       ro

                                          ^-*

     114 (32) 126 (33) 137 (34) 148 (35) 159(36) 170 (37) 181 (38 ) 192
                                                           (O
                                                           ro
          ro
ro
Co
                           OJ
                           O)
                          .*>.
                          OJ
                              en
                              OJ
         o>
         OJ
                                                             OJ
                 CO
                 OJ
                 to
                 Co
 39 ) 104
115 (41 ) 127(42 J 138 (43) 149 (44) 160
                                         0
            171 (46) 182 (47 ) 193
 48 ) 105
 CO

^ — >

49
                   ro
                                                    O)
                                                                     co
                                                                              
                                       U>
                         CO
                         en
                  in       Cn        Cn       en       in

                                                   (•""••

     117 (59 J 129 { 60 ) 140 ( 61 ) 151 ( 62 ) 162 ( 63 ) 173 ( 64) 184 (65 ) 195
                         (O
                         en
  o>
         ro
         o>
             OJ
             0>
                                    o>
Cn
O>
O>
O>
                                                             o>
         CO
         O)
                                                           (O
                                                           o>
 66 ) 107
 75 ) 108
          0>
     18 (68 ) 130 (69 ) 141  (70 ) 152 ( 71 ) 163 ( 72 ) 174 ( 73 ) 185 ( 74) 196

                 ^_<

                  OJ       4^       en
                   ro
                                                    O)
                                                                     co
                                                                              (O
     119 (77 ) 131 (78 ) 142 (79 ) 153 (80 ) 164 (B I ) 175 (82 ) 186 (83) 197
  co
 84 ) 109
         ro
         o>
             OJ
             co
Cn
co
O)
co
        oo
        00
                      00       OB        OB       00

                                               ^~-»

120(86 ) 132(87 ) 142 (88 )  154(89 ) 165 (90 ) 176 (91  ) 187 (92 ) 198
                                                           to
                                                           00
          co
         ro
         ID
             OJ
             (O
Cn
to
o>
(O
-J
(O
                                                   00
                                                   (O
(O
(O
 93 ) 110
         95) 133 (96 ) 144 (97 ) 155(98 ) 166 (99 ) 177 (I 00) 188 (10 I) 199
  
o
                                                             00
                                                             o
                 (O
                 o
  021 112
         o        o       o        o       o

         "-N    S~\     X~"\    S~\     S~
     123(1041 134(105) 145 (106) 156 (107) 167 (108) 178 (109) 189 (110)200
                 o
                 o

-------
                                   RUN
o
000000©
 102)     (103)    (104)    (105)    (106)    (107)    (108)    (109)    (110

-------
                                    RUN* 2
O00000O00
0
 39
©





©
 1021    (103)    (104)    (105)     (106)    (lOV)    (108)     (109

-------
RUN* 3
                                  10
                                  12
                                  13
                                   8
                                  19
                                  20

-------
WATER  SURFACE ELEVATIONS FOR RUNS 1,2,4,5
 130-
 120-
 I 10-
       25   34
43   52   61   70   79


  JUNCTIONS ALONG LINE
88
 i
97
106

-------
                                  RUN* 5
o
0000000
         ioa) 100 (101

-------
WATER SURFACE ELEVATION  FOR  RUN  6
                                FIXED-
cr
3


LJ
UJ
IT
 100-
 90-
 80-
 70-
 60-
 50-
 40-
 30-
 20-
  10-
        I
       25
                   •FIXED
              I
             34
43  52   61    70   79


   JUNCTIONS ALONG LINE
88
I
97
106

-------
                                                            14
     Flows in the aquifer are obtained from the computer
output.  Since the aquifer has been segmented into right
angled channels, the flow through the channels should be
considered as vector components.   A radical network is, of
course, possible; but the results would not vary from those
already obtained.

     A note concerning the sign convention is in order.
Positive flow and velocity is defined as flow from a low
numbered junction to a higher numbered junction.  Negative
flow is the opposite.  Thus in the diagram, flow in both
channels is in the same direction, but the Q's are opposite
in sign.
Comparison of results:
Using the equations for a completely penetrating well:
     Q = 27trKh ^
               dr
Integrating:
     Q =
            ha - hw2
            ln
where r0 is the "radius of influence"
      rw is the drawdown at the well
      h0 is the water table elevation at the "radius of influence"

-------
                                                             15
let rw = 1 foot
            Q
  2   U 2 _
            Q
  2 _ u 2

          -
                50 Inl


i^ = (100.O)2 - 	
hw = 83 feet




For a recharge well only the sign of Q is changed,



            Q 1
h  = 115 feet
These values compare with the computer results (84 feet and 114 feet)

within 1  percent.

-------
                                                               16
        The two verification runs (Numbers 1 and 2) show the
   model to be quite close to the analytical situation.  For
   want of a better number, the well radius, rw, was defined
   as unity.

   Program Flexibility:
        By the use of the flexible nature of the input quanti-
   ties, many types of problems can be solved.
        Seepage from a stream could be simulated by fixing the
   heads along the watercourse at the elevation of the stream.
   Sloping aquifers are simulated by varying the channel depths
   and/or starting heads.               HI CONSTANT-
DEPTH
  VARYS
   Smaller or larger grid sizes can be accommodated by lowering
   or raising the integration step.
        Instability may occur if a large step is used on a small
   network.  Conversely, excessive time may be required to reach
   a steady state when using a small step on a large network.

-------
           APPENDIX -  I





(Program Operation  Instructions)

-------
                    Program Operation
Card deck:

Card Number 1

c.c.
1-80

Card Number 2

c.c.

G-10


11-20

21-30


36-40


41-45
Variable Name

   NCYC


   DELT

   TZERO
   NPRT
   IPRT
Cards for junction data

1-5                 J
6-15

16-25


26-35

36-40
   H(J)

   AS(J)


   ASK(J)

   QIN(J)
                      Title  and/or job  identifi-
                      cation.   Any characters.
        Meaning

Total number of compute
cycles program is to make.

Integration step in seconds.

Reference time in seconds
(usually 0.0).

Number of cycles between
output printings.

First cycle to be printed.
Junction number (if larger
than 251, it terminates the
junction data); if negative,
the head at this junction is
to be fixed at the starting
value.

Starting head in feet.

Surface area in square  feet
(E type format).

Change in porosity per  feet.

Inflow to junction in cfs.

-------
c.c.
41-45
46-70
Variable Name
   QOU(J)
   NCHAN(J,K)
71-75           VOID(J)
Cards for channel data
1-5             N
6-15
16-25
26-35
36-45
46-55
56-65
66-70
71-75
LEN(N)
B(N)
A(N)
AK(N)
V(N)
R(N)


        Meaning
Outflow from junction in cfs,
Channel numbers entering
junction 515 format.
Porosity in decimal  form.
                          Channel  number (N greater
                          than 350 means end of deck).
                          Channel  length.
                          Channel  width.
                          Channel  area.
                          Permeability.
                          Starting velocity.
                          Channel  depth.
                          Junctions at channel  ends.
                          Junctions at channel  ends.

-------
  APPENDIX -  II





(Program Listing)

-------
SEN!''  DF OUTPUT
// FXFf,   FGLWKGO_,PAR!1.FORT='NOSOORC_E,'Mqf-IAP
//FPRT.SYSlN  DT5"* "   "~    "   "  "      "
        IMENSION  ALPHA! 20) , MCHAM ( 25 0 , 5 ) , LbT ( 250) » VOID (250) ,NTEhP( 5) ,H( 250
      1 ) ,HT( 250 ) ,HN (250 ) ,AS(250) , ASK(250) ,(JIN ( 250) ,"(OUUT250") , LEN (3130 )",
      7R( 350) ,A(350)  , AT (3 50) ,V (350) , VT (350) ,0(350) ,AK( 350) ,NJUNC( 350,2) ,
      3R ( 350)
       [HTFGFR  ALPHA                       _                  __  _      _
       RFAL LF-N ~-     -'              '                "     -                -
                      CONTROL  DAT/-'
       RFAD(1,100)  (ALPHA! I ), 1=1 ,20)
  1(V)  Fi Ri-Al  (20A4)
       l-'F.Ali( 1,105)  MC YC, OELT,TZFRU,KCYC,NPR "I , IPMl", PERIOD
  10i  l-Mi'-AK 5X,J5,2_F10. 0,315, FlO.O)      _ __  __  __   ___  ___      __   _
               "
       ^( T)=0.0
       LST( I )=0
       Hi )  900^  J=l ,5
 900:5  l 'ChAi" ( I , J ) = 0
       i if i  tj (K)/;r  1 = 1 ,"^50                     _      _  __
       v(i) = n."o"~                 "            ""             ......
       o( l)=o.n
       'nl  90n/,  J= 1 , ?
 900'-;  HJIMf. ( I ,J )=0
       i"J=0
       DM  1?]  I=_l_»?^0
       P ^ A h ( l , 1 2 Ol "J , H f A D , S 1 1 R F , S L D P F , C5'F ITtfF"?," riMTEMFTTT) rK= T," b~l r\7Ii YTT
  1?0  FOkhATf I 5 , F 10 . 0 , E 1 0 . 0 , F 10 . 0 , 2 F5 . 0 , 5 I 5 , r b .0 )
       jp ( J.<;T .250)  on  TO 1122
       JF(J.GT.O)   G(l  TH 1?2
       J = -J
       L S T ( J ) = 1
  ] ??  IF( J.RT.WJ) MJ=J               '    " "
       I i ( J ) = H F A D
       AS( vl ) = SURF
       ASK( J)=SLf)PF
       f)I'\! ( J )=OF1~
       oiUJ( J)=t]F2_                       _    __ ____ __  __   _____
       VOID! J )=VOYD           "     "     ~            ......  "
       HI]  2101  M=l,5
             ( J,M) = MTEMP(M)
  121  CfiNTlr'HF
 1122  cnHTTN!IF.__   _                       __  __   ____    ____
C                ""  CHANNEL  DATA
       I"C = 0
       Df) 131  1 = 1,3 bO
       «F AIM 1,1 30)N,ALFN,WIDE,AREA,PERh,VbL,DEEP, (NTEHP( K! ,K=1,2
  130  FHRi-iATf 15, 6F10. 0,215)
       I F ( iM . GT . 3_50 ) _GQ  TO 1 1 32
       IF( iJ.GT.NC)" NC=M "         "          "        ..... ~
       LFH( i^)=AL6N
       IUM ) = HIOE
       A ( M ) = A R F A_
       P (|vi ) = PFFP~                       "  "                ~
       ,AK (M ) = PFRM

-------
       •-'jure ('••',! )=MINO(NTEHP(1 ) ,NTEMP< 2)J
       i"J»!|vC(rl,2~) = MAXO(NTEMP( 1 ) ,NTEMP( 2)}   ......... ""  "  "       ""  '
  131  r.ONT IUUF _                                      _                         _
 1.13?  CONTINUE
C              ___  CHECK NETWORK  ________    ___ _ ______ _ _________  __
       • i p X 1 T = ff
       i'f) 150  M=1,MC
       nn 1501-1,2
       IF(MJUNC!N, I ).LF.O) GG  TO 150
       J=NJUNC (N, I )
       00 140  K=.l»5                   _            __ _______   ______   __
       TF( N.FO.NCHAN( J ,'l< ) ) GO  TO 150
  140  Cill^lT I Ml IE                                      _             __
       ,,I!-X IT=MEXIT+1                       ""   "  "    '"            "" ......... ""
       >-'3 ITF(3,145) N,J
  145  FORNA'I ( 1HO,28H COMPATIBILITY CHECK  CHANNEL ,14, 9H JUNCTION ,14)
  ISO  CONTINUE                                    __  __ __ ____   _
       00 1?0" J^TtNj"         "       ""    -----            —             .....
       OH 165  K=l»5
       JF( NCHANI J,K ) .LF.O) GO  TO 170
       M= MC HAM (J ,K )
       DO iftn  1 = 1,2
       IF ( J.rO.NJJINC ('M,I ) ) GO  TO 165            ____ _  _      _____
  IfO  CONTINUE        "                       "            ~    "~  "    ..... ~
       nFXI"l = NEXIT+l
       i' KITH (3,145) N, J
  165  CONTINUE
  170  COM "I IMOE
       IF(^FXIT.NF.O)    CALL  FXIT         _         _         __
C                    HRITF "OUTPUT INFORMATION  "       " "    ......
       >'|R IT F( 3, 101 ) (ALPHA! I ) ,1=1,20)
  101  FOPf.A'I ( 1H1 ,?OA4)
       '•'R IT F( 3,1104)  MCYC
 1104  FORM.'i ( 1HO,?9H ^JU^lBEP  OF  INTbGRAlIUN CYCLES   ,15)
       |'IRITF(3,1106)  UFLT
 1106  FiiRMATJ rTTO",2TH UETJGTH  OT  I NT FG CATION" 3'TFP"TF970, TnTT¥UlTRTTS~ 1 -------
       '•Mi IT F( 3,1 108 )  T ZERO
 1108  hORi-iAT( 1HO,13H INITIAL  Tli-lE  , F6 . 2 , 6H"  HOUR b"  J
       HKITF( 3,1110)  MPRT, IPRT
 1110  FOkHA'f ( 1HO,?1H OUTPUT  PRINTED  E VERY "VI 4 ,T9H ~CYCL b'S "HtG 'INN ING "U I TH""
      1CYCLF   ,15)
       URITF r?,T73) -MJ ....... -  ' ---------------- ~ ------ ...... ~— --------------
  1?3  FORiiATf 1H1 ,24H MAXIMUM  JUHCTIUN NUMbER   ,15)
       »IR I TF (3,1024)                        " -  - - --  -   -
 10?4  FORMAT) 1H  , 8H JUMCT I DM , 7X ,7H I N I T I A L, 5 X ,7H SUkF ACE , 4X , 8 HP OR US I T Y , 11X,
      16H INF LOW, 4X,7HOUTFLOW,7X,26HCH ANNE LS E txlTERl M G" "JUNCTION" ,"3 X,
      A 8HPOROSITY,5X,4HCUDE,
      2 / , 1 8 X , 4"RRFA~IJ,"fl X ,"4'HA"R"Tf A ,7TX~, 5 HS L O'PTf , 13X 75HTUF yr,~5T75nTCFS) , 49 X , — ' —
      3  7H1=FIXED,/,18X,4H(FT) ,7X,6H(SQFT) ,87X ,6HO=FRfcE)
       00 125  J=1,MJ   "               "       '       """"        ......
       IF (NCHAN( J, 1 ) .LF.O ) GO  TO 12.5
       I'RITF (3,124) J,H( J ), AS ( J), ASK( J ) , Ql N ( J ) ,QOU T J") , ("NCHAi\f( J", K '.) ,i<=l,5) ,  ~
      1  VO I n ( J J_t.LST ( J )                 __  ________________ _ __
  124  F OR MAT (I H  , I T, FIT. 2 72 ('3X, 1PF 1 2'. 5 T7"2'X ,I)P 2F ITTTT, 4X , 5 I 6 , F 10 . 5, 5X", 15)
  125  COMT IriUE _                                                   _
       WRITE (3,r33)   NC
  133  FORMA'I ( 1H1,23H MAXIMUM  CHANNEL  NUMBER   »_ I 5 ) _
       i-iRITE (3,l6"34)              "    ..... ~"
 1034  FORnAT( 1H  ,7HCHANNEL ,3X , 6HLENGTH , 3X , 5HVJ I DTH , _5X , 4H AR-EA , 3X , 5H P ERM . ,
      1 7 X","7 H iT-iTTTA L ,' 6"X ,       " ..... ~ .....    ~          "       ~"
      1 7H Ihi IT I A L ,_9X , 1 7H JUNC T ION S AT END S , / ,49X , 8H VELUC I T Y , 6X , 5JHOE PTH , / ,
      21 IX ,4H( F"T ) ,SX~,4H(FT ) , 4 X, AH (SOFT ) , 3X , HH ( Cf-i/ bEC ) ,>X»8H( FT/ SEC)"
                 _
       00 135 l\l = r,MC    ""
       TF (OJI INC ( N, 1 ) .LF.O)  GO  TO 135

-------
       '•••' J 1 I- (3,134 )N,LI-N(N) ,H (II ) , A(M) , AK(N) ,V ( N) ,k( fv ) , ( ivJUNUN, K, ) ,K=i,
  134  i'r.kHAl ( 1H  , 15, F 11.0, Ffi. 0,F 10.0, IP El 0.2,OPF 10.2, F 13.1, 1 OX, 216)
  1^5  C'iNTiiMiiE                             ""         -- -  - -      -• -, -
                     INITIALIZE
           2 = DEL"T/2.U
       NCYPhP= (PFRinn/DELT ) +0 . 5
       iibTCYC = MCYC-NCYPFR
       T=T7FRn
       KPRT=TpRf "
       LTIMH=0
       AS( J )=/*S( J )*Vi)ID(J )
       HT( J)=H(J)                              "  ' ..... "
       Hr! ( J )=H( J )
  ] «6  r.niO'Ii-'UF
       r,HAhiGF=l.O/(2.5A*12.n)                 ______
       11(1  iqn N=1,NC             "   "    """ ..... ~~"     .....
       AX (h )=AK(H )*CHANGE
       A T ( N ) - A ( M ) '
  190  CiiMTU'i'F
                     rlAIN  LOOP
       Oil  7 RS ICYC=1,MCYC
       T2=T+PFLT2  ""                           ..... ~"
       T=1+LH;LT
                     VFLOCITIFS AND  FLOWb AT T+UEL1/2
       IF< iMjiiMc (N , i ) .LF .0)  r;n in 204
                     CHECK  FOR DRY CHANNtL
       IF( R(W) .UTVf)';5T "Gn  TO  503
       VT (••! )=n.o
       n(M)=n.n
       r.'J  Tn ?04
       HL = MJHMC (N , i )
       VT(H)=-AK(M*((H(NH)-H(NL)j
       n( N) =\/T (M)*A(N )
  204  CO1"!" 11'I IE
C                    HEADS  AT T+OFLT/2
       Dd 2?5  J=1,NJ
       IF (iN'CHAM J ,1 ) .LF..O)  GO TO  225
       IF( LST( jyTF'ff.O)   GG  Tn 225
       Slli"0 = nriU( J )-OTN(J )
       n() 220  K=l,5
       IF(NCHAN(J,K).LF.O)  GO TO  224
       N=NCKAN(J,K)
       IF(J.NF.NJUNC(N,l))GD TO 215
       Gfl  T(l ?20
  215  SUfK.i^SUi'iO-OIN)
  220  CONTlrlNE
  224  H'l ( J)=H(J)-DELT2*SUMO/AS( J)
  225  CONTI^'IIF

       DO  230 N=1,MC
       IE(NJUMC"(N,1 ) .LE.O)  GO Tn 230
       MH-NJONC (N,2 )
       i)ELH=(HT(NH)-H{NH)+HT(NL)-H(NL) ) /2.0
       \T(M )=A(N) + B(N )*l)ELH
               "      CHECK  FOR DRY  CHANNELS
       TF (RNT.GT.0.5)   GU  TO 501         _
       V{N)=0.0"
       n ( M ) = 0 . n

-------
   SO I  fi: • 1 i.viOh
       \/( , i)=_/,K(N)*( (HT(NH)-HT(iML) ) /LFN(I
       f \( r .1 ) = ( , i ( [M ) + \/ ( |M ) * A "I ( N ) ) / 2 . 0
   230  r.lNTIHllF
                      HFADS AT  1+DEl.T
       DO 255  J=!UNJ
       IF( OCHANIT,] ).LF.O) GO  TO 2~55" '
       I RISK J ) .MF.O)   GO TO  255
       A S A J= A S ( J ) + A SK ( J ) * ( HT ( J ) -H ( J ) )
       SI!l''0 = Ol)U( J )-(.iI!M ( J )
       DM 250  K=l,5
       JFd-.'CHAM J,K) .LF.O) GO  TO 254-
       M = .MCMAM ( J,K)     "        "  ""
       IF( J.h.F.I\IJOMC(M,l ) ) GO  TO
       Sill- ii=SdMO+0(N)
       Ml TO  250
   24 5  SI li'JiO= SUi-iO-0 ( iM )
   250  CON"! 1,'HIF
       MII( J)=H( J )-DFL'l *SUI'iQ/ASAJ
                      DFPTH ANO  ARFAS  AT 1 + UtfLl
               n=l,MC
               C (N,] ) .I.F .0)  GO  TO 257
       l.hl_H-0.5*(HM (NH)-H(NH)+HI^ (ML ) -HdML) )
       p ( '.. ) = R ( i\j 1+OFLH
       A( '••<) =A(M ) + B (M )*OFLH
  ?S7  nil '"I I! 'HF
C                     COM PUT F  i\IFH SURFACt" AREAS
C                 "    SHIFT HFADS TO  H" ARRAY" FUR NEfl'TYCL'E"
       I'O  ?1"^  J=1,MJ
       Ii:( I.S'I ( J ) .MF.C)   GO TO  258
       A S ( J ) = A S ( J ) + A S K ( J ) ••• ( HN ( J ) -H ( J ) )
       H ( J ) = UN (J )
  25P  r 1 1. 1 "i IM /F
C               "  '  "CDMPUTF  AVERAGE "H",u,V  ~"~ — -----  ---
C                     CHFCK  VFLOCITIES  FOR FXCtbS
       nil  ?7 ^  N=1,NC
       IF (i^JOlvC(N , 1 ) .LF.O  )   GO  TO  275
       IF( APS( V(M ) ) .Lc.20.0)  GO TU  275
       HRITFn,270)  ICYC,M,0(ixl ) ,R(N) , V  N )
                                                      _   _     _ __
  27 70 )  "
  323  FMRMAT(5( I4,1H(,OPF9.4,1H), 1H ( , 1PE9 . 2 , 1H ) ) )
f,                     END MAIM  LOOP        "    ""   " " ""
  2R5  COMTIMiF

-------
c
31 ?
/*
CF
"I ERH IN A'
CALL EXIT
F.rll)
YSI''1 OD *
773 PROJECT RUN ?6
501 7200
- 1
- 2
- _\
- 4
- b
- 6
- 7
- 8
- 9
-10
-11
-12
-13
-1 T47)
0 .4 0
0.40
0.40
0.40
0.40
~T).~4T)
0 .40
0.40
0 .40
0.40
0.40
0.40
0.40
0.40
0.4-0
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
0.40
cr.^fo
0.40

-------
45
46
47
49
50
^1
52
53
54
55
58
56
50
60
6]
62
63
64
65
57
6,°.
t, Q
70
71
17
73
74
76
77
7H
74
RI I
R I
""'.?
R3
«5
R6
Q7
« ,",
,°, <-i
•vo
9]
">?
4/1
45
96
9 7
98
99
100
101
2 5 1
1
2
->
4
5
6
7
8
9
10
1 1
1?
U
1 '-'
100.0
1 DO .0
10(1. 0
100 .0
1 00. 0
100.0
100.0
100.0
1 0 0 . 0
loo.o
100.0
100.0
100.0
1 00 . 0
100.0
1 00.0
1 0 0 . 0
100 .0
10(1.0
100.0
100.0
100.0
100.0
] 00 .0
100.0
100 .0
1 0 O.o
100 .0
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Prepared for presentation at the  44th  Annual  Conference  of  the  Water
Pollution Control  Federation which  was held  October  3-8,  1971,
San Francisco, California.
                       UPPER POTOMAC  ESTUARY


                EUTROPHICATION CONTROL  REQUIREMENTS



                                 By
                                           i
                        Norbert A. Jaworski
                                        2
                            Leo J. Clark
                                           3
                         Kenneth D.  Feigner


                        Technical  Report 53

                             April  1972
i
 Jaworski, Dr.  Norbert A.,  Chief,  Grosse  lie  Field  Site,  EPA,  Office
 of Research and Monitoring,  9311  Groh Road,  Grosse He,  Michigan   48138


2
 Clark, Leo J., Chief, Engineering Section, Annapolis  Field  Office, EPA,
 Annapolis Science Center,  Annapolis,  Maryland   21401
 Feigner, Kenneth D., Sanitary Engineer,  EPA,  Office  of  Water  Programs,
 Systems Analysis and Economics Branch,  Washington, D. C.   20242

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                   TABLE OF CONTENTS


Title                                                   Page

Introduction  	       1

Brief Description of the Study Area	       2

Water Quality Problems 	       4

Nutrient Concentrations and Sources   	       9

Eutrophication Control Requirements   	      14

Nutrient Criteria   	      16

Wastewater Management Zones   	      18

Water Quality Simulation Models 	      19

Maximum Constituent Loadings  Per Zone 	      22

Seasonal Waste Treatment Requirements 	      23

   1.  Ultimate Oxygen Demand   	      23

   2.  Phosphorus and Nitrogen	      25

Selection of Unit Processes to Achieve Water
Quality Objectives  	      28

Estimated Costs   	      31

Management Planning 	      32

Summary	      34

References	      41

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                           LIST OF TABLES

Number                         Title                              Page

  1          Water Quality Problems, Upper Potomac Estuary  .   .      6

  2          'Average Range of Concentration,  Summer Conditions,
            Upper Potomac Estuary	     10

  3          Summary of Major Nutrient Sources, Upper and
            Middle Reaches of the Potomac Estuary 	     11

  4          Subjective Analysis of Algal  Control  Requirements  .     15

  5          Maximum UOD, Phosphorus, and  Nitrogen Wastewater
            Loadings for Low-flow Summer  Conditions  ....     24
                                  IV

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                     LIST OF FIGURES

                                                          Number

A map of the Potomac Estuary showing wastewater
discharges and loading zones  	         1

A map of the Upper Potomac Estuary indicating
major water quality problems  	         2

A chronological history of nutrients entering
the Upper Potomac Estuary from wastewater
discharges and resulting biological
communities 	         3
Observed and simulated NH3, N0£ + N03, and
chlorophyll profiles for the Upper Potomac
Estuary  	         4

Observed and simulated annual phosphorus profiles
for the Potomac Estuary at Indian Head	         5

Simulated annual nitrogen profiles for the Potomac
Estuary at Indian Head	         6

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                            INTRODUCTION




     Based on studies by the U. S. Public Health Service beginning in



1965, the conferees of the Potomac River-Washington Metropolitan Area



Enforcement Conference agreed on May 8, 1969, to limit the amount of



biochemical oxygen demand, phosphorus, and nitrogen which could be



discharged into the Upper Potomac Estuary from wastewater treatment



facilities.  The conferees recognized a need, not only for high degrees



of wastewater treatment for t'-r- reduction of carbonaceous and nitrogenous



oxygen demanding material, but ,;iso a need, for the control of eutro-



phication.



     Additional detailed studies by the Chesapeake Technical Support



Laboratory (CTSL)* of the Federal Water Quality Administration** to



further define the interrelationships among wastewater inflow, freshwater



inflow, and water quality in the Potomac Estuary were undertaken in



November 1969.  These studies had two purposes:  (1) to refine the



allowable oxygen demanding and nutrient loadings previously established



and (2) to determine the feasibility of using the estuary as a municipal



water supply source.



     Presented herein is a summary of numerous reports published by CTSL



with major emphasis on the eutrophication control aspects developed in



the recent studies.
 * Now the Annapolis Field Office



** Now the Environmental Protection Agency

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                BRIEF DESCRIPTION OF THE STUDY AREA
     The Potomac River Basin, with a drainage area of approximately
38,000 square kilometers (km?), is the second largest watershed in the
Middle Atlantic States.   From its headwaters on the eastern slope of
the Appalachian Mountains, the Potomac flows first northeasterly and
then generally southeasterly some 644 km, flowing past the Nation's
capital.  The Potomac is tidal from Washington, D. C., to its confluence
with the Chesapeake Bay, a distance of 183 km (Figure 1).
     The study area includes the tidal portion, which is about 60 meters
(m) in width at its uppermost reach near Washington and broadens to
nearly 10 km at its mouth.  Except for a 7.5 m shipping channel and a
few reaches where depths up to 30 m can be found, the tidal portion is
relatively shallow with an average depth of approximately 5.5 m.
     Of the 3.3 million people living in the entire basin, approximately
2.8 million reside in the upper portion of the Potomac Estuary within
the 7,300 km? which comprises the Washington Metropolitan Area.  The
lower area of the tidal  portion, which drains 8,300 km?, is sparsely
populated.
     The upper reach above Indian Head, although tidal, is essentially
fresh water.  The middle reach is normally the transition zone from
fresh to brackish water.  The lower reach is mesohaline with chloride
concentrations near the Chesapeake Bay ranging from approximately 7,000
to 11 ,000 mg/1.

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     The average freshwater flow of the Potomac River near Washington,



before diversions for municipal  water supply, is 305 cubic meters per



second (cms) with a median flow of 185 cms.   The flow of the Potomac is



virtually unregulated and is thus characterized by extremely high and



flashy flows often approaching 2,500 cms during flood conditions and



30 cms during droughts.

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                       WATER QUALITY PROBLEMS




     Early historical observations of the water quality conditions



include reports that in the late 1790's President Adams swam in the



Potomac Estuary near Washington, D. C.  By the 1860's when Abraham Lincoln



was president, the canals leading into the Potomac Estuary, as well as the



Potomac Estuary itself, often emitted objectionable sewage odors forcing



Mr. Lincoln to leave the White House at night.  From the year 1870, when



the first sewers and culverts were constructed, to the year 1938, when the



first primary treatment plant was built, almost all of the sewage from the



Washington Metropolitan Area was discharged untreated into the Potomac



Estuary.



     The burgeoning population growth in the Washington Metropolitan Area



has compounded the water quality management problem.  The accelerated



population growth has completely outstripped attempts to provide adequate



facilities for wastewater treatment.  In addition, much of the growth has



been uncontrolled in nature and location, and it is now difficult to pro-



vide adequate wastewater collection and treatment within the limited



space available for such facilities in the area.  Changes in composition



of the wastewater, mainly in the phosphorus content, have also had a pro-



nounced effect on water quality.



     Since the first sanitary survey was made by the U. S. Public Health



Service in 1913 [1], the water quality with respect to bacterial den-



sities and dissolved oxygen levels in the Washington Metropolitan Area has



been degraded as a result of the discharge of either untreated or



inadequately treated municipal sewage.

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     The upper estuary has  been  divided  into  four  reaches  according  to



type and source of pollution as  itemized in Table  1  and  shown  in  Figure



2.  There are about 90 kilometers  of the upper estuary degraded with



the effects of eutrophication being pronounced in  approximately 50



kilometers.  In addition,  the Upper Potomac Estuary, including the



Anacostia Tidal River, is  subjected to  periods of  high concentrations of



sediment.

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                              Table 1

                      WATER QUALITY PROBLEMS
                      Upper Potomac Estuary
Reach
Kilometers
of River
Affected
Major Type
of
Pollution
Major Source
of
Pollution
Chain Bridge to
Mains Point
Mains Point to
Piscataway Creek
Piscataway Creek
to Maryland Point

Anacostia Tidal
River
        Frequently high
11      bacterial  counts
        Low-dissolved
16      oxygen concen-
        trations

        Nuisance algal
50      growths

        Frequently high
13      bacterial  counts
        and low-dissolved
        oxygen concen-
        trations
Overloaded sanitary
sewers and combined
sewer overflows

Effluents from
wastewater treatment
facilities

Nutrients in waste-
water discharges

Combined and sanitary
sewer overflows

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     During initial  studies  of the estuary,  major emphasis  was  placed  on
the high bacterial  and low-dissolved oxygen  problems  [2]  [3].   More
recently, the nuisance algal  problem has  also been included.
     The time frame  of algal  problem development has  been developed from
several studies as  summarized by Jaworski  et al. [4].   As shown in Figure
3, there have been  historical invasions  of nuisance growths in  the Upper
Potomac Estuary.
     From a review  of data in Figure 3,  it would appear that  nuisance
conditions did not  develop linearly with an  increase in nutrients.
Instead, the increase in nutrients appeared  to favor the  growth and
eventually th'e domination by a given species.  As nutrients increased
further, the species in turn was rapidly replaced by another  dominant  form.
For example, water  chestnut was replaced by water milfoil which in turn
was replaced by blue-green algae, mainly Anacystis.
     The massive blue-green algal blooms, which have occurred every summer
since 1960, appear  to be associated with large increases  in phosphorus and
nitrogen loadings in the upper reaches of the Potomac River tidal  system
(Figure 3).  The blooms have persisted since the early 1960's although
during this period  the amount of organic carbon from wastewater was
reduced by almost 50 percent when compared to that discharged prior to
1960.
     Under warm temperature and low-flow conditions, large standing crops
of this alga develop forming green mats  of cells.  Chlorophyll  ^concen-
trations range from approximately 50 to  over 200 yg/1 in these areas of

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dense growth which at times extends over approximately 80 km of the upper



and middle reaches of the estuary.  These high chlorophyll  levels are



5 to 10 times those reportedly observed in other eutrophic  waters by



Brezanik et al.  [5] and by Welch [6].  During a dense bloom, the dry



weight of cells  ranges from 10 to 25 mg/1 which is almost twice those



reported for the lakes in Madison, Wisconsin.



     In the mesohaline portion of the lower reach of the Potomac Estuary,



the algal populations are not as dense as in the freshwater portion.



Nevertheless, at times large populations of marine phytoplankton



(primarily the dinoglagellates Gymnodinium sp. and Amphidinium sp.)



occur producing  what are known as "red tides."

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                NUTRIENT CONCENTRATIONS AND SOURCES




     The concentration of nutrients  along  the  estuary varies  as  a  function



of wastewater loading, temperature,  freshwater inflow from the upper



basin, biological  activity, and salinity.   The annual  distribution of the



various nutrient concentrations has  been reported  by Jaworski  et al.  [4],



and the summer levels are summarized in Table  2 for  five  key  stations



along the estuary.



     In the vicinity of the Woodrow  Wilson Bridge, there  is an increase in



alkalinity, total  phosphorus,  N02 +  NOs nitrogen,  and ammonia nitrogen



with a corresponding decrease  in pH, all of which  can be  attributed to the



1230 million liters per day of wastewater  discharged in the Washington



Metropolitan Area.   The rapid  disappearance of the ammonia nitrogen bet-



ween Woodrow Wilson Bridge and Indian Head is  caused by the oxidation of



NH3 to N02 + N03 by the nitrifying bacteria.  The  sharp drop  in N0£ + N03



nitrogen between Indian Head and Maryland  Point is attributable to the large



uptake by the pronounced algal growths in  this area.



     A complete analysis of the nutrient sources in  the Upper Potomac



Estuary has been made by Jaworski et al. [4].   A summary of the major



sources is presented in Table  3 for  low, median, and high Potomac  River



flows.

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                                      Table 2
                           AVERAGE RANGE OF CONCENTRATION
                                  SUMMER CONDITIONS
                               Upper Potomac Estuary
Station and
Kilometers from
Chain Bridge
                             Total    N02 + N03         NH3
   pH       Alkalinity    Phosphorus  Nitrogen       Nitrogen
 (units)      (mg/1)        (mg/1)     (rng/1)	(mg/1)
Chain Bridge
(0.0)

W. Wilson Bridge
(19.5)

Indian Head
(49.3)

Maryland Point
(84.3)

301 Bridge
(104.7)
7.5 - 8.0    80 - 100   0.08 - 0.20   0.3 - 1.0   0.10 - 0.50
7.0 - 7.5    90 - 110   0.30 - 1.20   0.8 - 1.2   1.00 - 3.00
7.2 - 8.0    70 -  90   0.20 - 0.40   0.5 - 1.5   0.10 - 0.50
7.5 - 8.2    60 -  85   0.10 - 0.25   0.1 - 0.3   0.05 - 0.30
7.5 - 8.0    65 -  85   0.05 - 0.20   0.1 - 0.2   0.05 - 0.20

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                                     Table  3

                          SUMMARY  OF MAJOR NUTRIENT SOURCES
                  Upper and  Middle Reaches of the Potomac Estuary

                                Low-flow Conditions

(Potomac

Carbon
Nitrogen
Phosphorus

(Potomac
Carbon
Nitrogen
Phosphorus

River Discharge
Upper
Basin
Runoff*
(kg/day)
77,100
3,000
450

River Discharge
159,000
18,100
2,400
(95 % of time
at Washington,
Percent
of
Total

52
10
4
Median-flow
(50 % of time
at Washington,
68
40
18
exceeded)
D. C. = 40
Estuarine
Wastewater
Discharges
(kg/day)
72,600
27,200
10,900
Conditions
exceeded)
D. C. = 185
72,600
27,200
10,900

cubic meters/sec)
Percent
of
Total Total
(kg/day)
48 148,700
90 30,200
96 11,350

cubic meters/sec)
32 231 ,600
60 45,300
82 13,300
High-flow Conditions
                                (5  %  of  time  exceeded)

      (Potomac River Discharge  at Washington,  D.  C.  =   1150  cubic meters/sec)

Carbon           680,000           90          72,600             10        752,600

Nitrogen         185,000           87          27,200             13        212,200

Phosphorus        10,000           47          10,900             53         20,900
* Upper basin runoff includes  both  land  runoff  and wastewater  discharges  in  upper
  basin.

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                                                                   12
     When considering only upper basin runoff and wastewater discharges
to the estuary as summarized in Table 3,  it can be concluded that the
order of percentage of nutrients controllable by wastewater treatment  is
(1) phosphorus, (2) nitrogen, and (3) carbon.
     While the controllable phosphorus and nitrogen percentages  decrease
at higher flows, these conditions usually occur during the months of
February, March, and April, when temperatures and algal  crops are lowest.
Since nuisance algal conditions occur primarily in the upper or  the  fresh-
water portion of the estuary, the higher  flow effects are reduced consider-
ably by the time the blooms are most prolific during the months  of July,
August, and September.
     Under low- and median-flow conditions, both nitrogen and phosphorus
are largely controllable.  If allowances  are made for atmospheric contri-
butions of nitrogen, only an approximate  2200 kg/day of nitrogen could be
added to the upper estuary, which is less than 10 percent of the nitrogen
in the wastewater discharges.  Thus, during summer months, algal control
by management of nitrogen instead of phosphorus appears to be a  feasible
alternative.
     Using only 0.1 percent of the transfer rate, the amount of  carbon (COp)
potentially available from the atmosphere was estimated to be approximately
431,000 kg/day [4].  Moreover, with the upper reach of the estuary well
mixed due to tidal action, recruitment of carbon from benthic decomposition
appears to be a significant source of inorganic carbon as well.   When  all

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                                                                      13
potential  sources are considered,  it appears  that management of carbon
for algal  control is not a feasible alternative  at the present time.

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                                                                      14
                EUTROPHICATION CONTROL REQUIREMENTS
     For water quality management purposes, the Upper Potomac Estuary
may be considered hypereutrophic when nuisance plant organisms become
predominant as is now occurring with the blue-green algae.   Four major
water use interferences have been offered by Jaworski et al.  [4]
including the desired reduction in the algal standing crop  for each of
the conditions as shown in Table 4.
     The first two are related to the oxygen budget.  Studies have demon-
strated that during the summer months more ultimate oxygen  demand is
added to the upper estuary as a result of these algal growths than from
the present wastewater discharges, though this demand may not be fully
exerted.
     The aesthetic and recreational  potential of the upper  estuary are
impaired  by the extensive mats of algae which cause objectionable odors,
clog marinas, and cover beaches and shorelines.  The potential use of the
estuary as a water supply source could also be impaired because of possible
toxin problems associated with the blue-green algae.
     Of the four interferences, the highest reduction percentages are for
control of algal growths to prevent nuisance conditions.  From the data in
Table 4, a 75 to 90 percent reduction in chlorophyll a^ concentrations will
be required to limit chlorophyll levels to approximately 25 yg/1, the
concentration selected as the desired upper limit for eutrophication control
in the Upper Potomac Estuary.

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                                                                 16
                           NUTRIENT CRITERIA




     The desired nutrient criteria were developed using data from:



(1) algal composition analysis, (2) annual  nutrient cycles and longi-



tudinal profiles, (3) bioassay studies, (4) review of historical  data,



(5) comparison with a noneutrophic estuary, and (6) algal  modeling.



Each method was used independently in the development of a nutrient



phytoplankton relationship in the Potomac Estuary.



     When investigating the role of nitrogen and phosphorus in eutrophication



of the Potomac Estuary, a detailed study of the movement of these nutri-



ents was made using both a real-time dynamic water quality estuary model



[8] and an average tidal mathematical model [9].  The dynamic model  was



expanded to predict the concentration of chlorophyll Abased on the



utilization of inorganic nitrogen.  In Figure 4, predicted NC>2 + NOs,



NH3, and chlorophyll a_ profiles are presented.  The predicted maximum



concentrations conform closely to observed data in both distribution and



magnitude.



     From field data, bioassay studies, and mathematical model runs, it



was concluded that the standing crop of blue-green algae can be pre-



dicted using the nitrogen cycle.  This further supports the premise  that



the nitrogen availability appears to control the standing crop.  Similar



methods also indicated that if total phosphorus were in the range of 0.03



to 0.1 mg/1, the desired 25 yg/1 level of chlorophyll could be realized.

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                                                                     17
    Based upon the six independent methods  of analysis  and the 25 yg/1



level of chlorophyll  a_, the following nutrient criteria were developed



for reversing the eutrophication process  occurring in  the freshwater



portion of the Potomac Estuary:



        Parameter                    Concentration Range



    Inorganic Nitrogen                 0.30 - 0.5 mg/1



    Total Phosphorus                    0.03 - 0.1 mg/1



Since there are over  5.0 mg/1  of inorganic  carbon in the estuary, even



under maximum bloom conditions,  no criterion for carbon could be established



at the present time.



    The lower values  in these  ranges are  to be applied  to the freshwater



portion of the middle reach and  to the embayment portions of the estuary



in which the environmental  conditions are more favorable toward algal



growth.  The higher values  are more applicable to the  upper reach of the



Potomac Estuary which has a light-limited euphotic zone of usually less



than 0.60 meters.



    Since the growth  of massive  blue-green  algal mats  are apparently



restricted to the freshwater portions and dinoflagellates are often



encountered in the mesohaline  environment,  no specific  nutrient criteria



have been established for the  mesohaline  portion of the Potomac Estuary.



It appears that if the aforementioned nutrient criteria are achieved in the



upper estuary, adequate control  of the eutrophication  process in the lower



reach of the estuary  should also be realized.

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                                                                     18
                   WASTEWATER MANAGEMENT ZONES

    To facilitate the determination of wastewater management require-

ments, the upper and middle reaches of the estuary were initially

divided into three 15-mile (24 km) zones with similar physical  character-

istics, beginning at Chain Bridge (see Figure 1).  This zoning  concept,

patterned after the Delaware Estuary, allows for greater flexibility in

developing control needs and was adopted by the Conferees at the Potomac

Enforcement Progress Meeting on May 8, 1969.

    More recent studies in 1970 have suggested that Zone I be divided

into three subzones described as follows:

Subzone                             Description

  I-a       Potomac Estuary from Chain Bridge to Mains Point, a
            distance of 12.1 kilometers.

  I-b       Anacostia tidal river from Bladensburg, Maryland, to the
            confluence with the Potomac, a distance of 14.4 kilometers.

  I-c       Potomac Estuary from Mains Point to Broad Creek, a  distance
            of 12 kilometers.

Discharges into tidal embayments were investigated on an individual  basis,

    Using the zonal concept, total maximum loadings for each pollutant

were developed for each zone.  Allocation of pound loadings for each dis-

charge can be obtained by prorating the zonal poundage using various

bases such as population, drainage areas, geographical subdivisions, and

others.

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                                                                     19
                 WATER QUALITY SIMULATION MODELS

    Water quality simulations and wastewater treatment investigations
were made using the FWQA Dynamic Estuary Model  (DEM) and the DECS III,
a general purpose estuarine model.  The DEM [8] is a real-time system
utilizing a two-dimensional network of interconnecting junctions and
channels which permits direct inclusion of tidal embayments in the flow
representation.  The model is comprised of a hydraulic component that
describes tidal movement and a quality component.  The DEM includes the
basic transport mechanisms of advection and dispersion as well as the
pertinent sources and sinks for each constituent.  This model was used to
simulate water quality conditions on an hourly basis and to determine
zonal loadings under low-flow conditions.
    DECS III is based on a time-dependent tidal average solution of the
basic mass balance equations [9].  This model  was used to investigate
seasonal variations in the nitrogen and phosphorus distributions in the
Upper Potomac Estuary.
    The interrelationship between ultimate oxygen demand* (UOD) loadings
and dissolved oxygen (DO) in the Potomac Estuary was determined assuming
the following conditions:
           Parameter                           Value
    Water Temperature                          29.0°C
    Freshwater inflow from upper
    Potomac River Basin                        10.0 CMS
    DO  standard  (average)                       5.0 mg/1
    DO  saturation at 29°C                       7.7 mg/1
    Background DO deficit                       0.7 mg/1
    Allowable DO Deficit                        2.0 mg/1
* The ultimate oxygen demand represents the sum of unoxidized carbon and
  nitrogen

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                                                                     20
    In the DO model, the oxidation of carbonaceous and nitrogenous

fractions, including the reaction kinetics, were formulated separately.

    Simulation of phosphorus discharges into the Potomac Estuary was

made using second-order reaction kinetics with a deposition rate of

0.05 mg/day at a temperature of 29°C.  The allowable phosphorus

loadings were determined based on maintaining an average of 0.1 mg/1 of

phosphorus (P) within Zone I, 0.067 mg/1 (P) within Zone II, and 0.03

mg/1 (P) within Zone III.

    For investigating the  role of nitrogen in water quality management,

a feedback system of the nitrogen cycle was incorporated into the

dynamic estuary mathematical model similar to that proposed by Thomann

et al. [10].   The model consists of six possible reactions:  (1) chemical

and biological decomposition of organic nitrogen to ammonia, (2) bacterial

nitrification of ammonia to nitrite and nitrate, (3) phytoplankton utili-

zation of ammonia, (4) phytoplankton utilization of nitrite and nitrate,

(5) deposition of organic  nitrogen, and (6) decay of phytoplankton.  With

the area near Woodrow Wilson Bridge being light limiting with respect to

algal growth, the utilization of ammonia by phytoplankton appears to be

insignificant and thus the model was simplified as given below:

                                                          Organic Nitrogen
                                                          expressed as
Wastewater NH3      Kni     N02 + NOs     Kn2             Chlorophyll a_
                               Kn4
Kn3
                                                          To the sediments

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                                                                     21
    For summer temperatures of 26°C to 29°C, first-order kinetic



reaction rates have been established for the various processes as



given below:



    Nitrification by bacteria (Kr^)                   0.30 to 0.40



    Nitrogen  utilization by phytoplankton (Kn2)       0.07 to 0.09



    Deposition of algal  cells (1(113)                   0.005 to 0.05



    Remineralization (Kn^.)                           (less than 0.05)



The reaction  rates of the first two processes (nitrification and



nitrogen utilization) have been well established as demonstrated in the



profile shown in Figure  3.  The latter two, Kn3 and Kn4, although not



as well defined, do not  appear to be as significant.  The nitrogen



criteria used for Zones  I, II, and III were 0.5, 0.4, and 0.3 mg/1»



respectively.

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                                                                     22
              MAXIMUM CONSTITUENT LOADINGS PER ZONE
    Using the models and coefficients as described in the previous
sections, zonal  loadings were determined for UOD,  nitrogen,  and  phos-
phorus (see Table 5).  The loadings presented are  maximum allowable
loadings for each zone, assuming that adjacent zones  are  loaded  to
their maximums.
    The increase in loadings for the lower zones mainly reflect  the
increase in the  estuary's volume and tidal transport.  Since nitrogen
and phosphorus criteria for the lower zones are more  stringent,  the
increase in nutrient loadings in this area is not  as  pronounced  as  for
UOD.
    For the projected 1980 wastewater loading conditions, the antici-
pated percent removal rates for Zone I-c would be  approximately  93  per-
cent UOD, 96 percent phosphorus and 93 percent nitrogen.   Since  Zones  II
and III do not currently receive as much wastewater,  the  removal  percent-
ages will not be as high.

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                                                                    23
              SEASONAL WASTE TREATMENT REQUIREMENTS
1.   Ultimate Oxygen Demand
    The maximum allowable UOD loadings, as  presented in  Table  5  for the
three upper zones of the Potomac Estuary, were developed for low-flow
and summer temperature conditions.   During  high temperature periods, the
effects of nitrogenous oxygen demanding substances  on the dissolved
oxygen budget were determined to be quite significant.
    Studies have shown that during  very warm periods, when nitrification
rates are high, the nitrogenous component of UOD exerts  250,000  Ibs/day
of oxygen demand as compared to approximately 200,000 Ibs/day  from the
carbonaceous demand.  During low temperature periods, when the ambient
water temperature is less than 15°C, the effects of nitrification on the
dissolved oxygen budget have been shown to  be negligible.
    Based on these findings, it was recommended that (1) UOD loadings
presented in Table 5 be applied only under  summer conditions,  (2) the
removal or oxidation of ammonia in  wastewater discharges be provided
whenever the water temperature is above 15°C, and (3) a  high degree of
removal of suspended solids (a maximum of  15 mg/1 in the effluent) and
carbonaceous oxygen demanding material (a minimum of 90  percent) be pro-
vided on a year-round basis to prevent the  accumulation  of sludge deposits
in the vicinity of sewage treatment plant outfalls  during cooler weather
and to maintain high DO levels under ice cover.

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               Table 5



MAXIMUM UOD, PHOSPHORUS, AND NITROGEN



         WASTEWATER LOADINGS



   FOR LOW-FLOW SUMMER CONDITIONS



               (kg/day)
Zone
I-a
I-b
I-c
II
III
Allowable UOD
1,800
1,400
33,800
85,500
171,000
Phosphorus
90
40
400
680
900
Nitrogen
450
140
1,580
2,600
4,100

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                                                                    25
2.  Phosphorus and NHrogen
     The loadings, as presented in Table 5, were established for low-
flow conditions.   During these periods,  the nutrient contribution
from the upper basin is insignificant when compa>ed to that contained
in the wastewater discharges.
     To determine whether the  nitrogen and phosphorus criteria could be
met under varying Potomac River inflows  and varying nutrient contri-
butions from the  upper basin,  an annual  simulation was made of conditions
from February 1969 to September 1970.  This period was critical  because
a drought condition occurred during June and July of 1969, and August
flows were over four times above the average discharge.   Thus, both low
and high summer flows were simulated.
     Mathematical model analysis of the  annual  distribution of phosphorus
in the critical algal growing  area showed close agreement between the
observed and predicted phosphorus profiles (see Figure 5).  Also shown in
Figure 5 are the  predicted annual phosphorus profiles resulting from year-
round wastewater phosphorus removal in the upper estuary, assuming:
(1) no control and (2) 50 percent control of the phosphorus loading
originating in the Upper Potomac River Basin.  From the data presented in
Figure 5, it was  concluded that both (1) the adherence to maximum
allowable phosphorus loadings  from wastewater effluents being discharged
directly into the estuary (see Table 5)  and (2) a 50 percent reduction of
the total incoming phosphorus  load from the upper basin, will be required

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                                                                     26
if the recommended maximum phosphorus criteria are to be realized.
In order to achieve a 50 percent reduction in the present phosphorus
load from the Upper Potomac River Basin, the current overall  waste-
water contribution of 2700 kgs/day must be reduced to less than 320
kgs/day.
    Because of the more stringent criteria, particularly in the lower
zones including longer transport time, the possibility of recycling
previously deposited phosphorus from bottom muds and the unpredictability
of phosphorus in various forms being transported from the upper basin,
year-round phosphorus removal at all wastewater treatment facilities in
the Potomac River Basin was recommended.
    As presented earlier, the necessity for unoxidized nitrogen control
in wastewater discharges to maintain a high dissolved oxygen content in
the Potomac Estuary was restricted to that time of year when water tempera-
tures exceed 15°C.  When evaluating the need for annual nitrogen control
to prevent excessive algal blooms, controllability, duration of nuisance
blooms, and temperature become significant factors.
    While spring blooms of diatom algal cells have been observed, the
major nuisance blue-green algal blooms of algae usually occur during the
months of July, August, and September.  During these months, the controlla-
bility of nitrogen by wastewater treatment is usually greatest and the
water temperature highest.
    Mathematical model predictions of inorganic nitrogen concentrations in
critical algal growing areas based on (1) no estuary wastewater nitrogen

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                                                                     27
removal, (2) nitrogen removal  during  periods  with  temperatures  above
15°C (Apri1-November), and (3) year-round  nitrogen removal  are  presented
in Figure 6.  For the nitrogen loading as  given  in Table  5, the inorganic
nitrogen concentration of less than  0.3 mg/1  can be achieved for drought
conditions  such as in June and July.   The  abnormally high August Potomac
River flow condition and resulting high upper basin loading caused the
nitrogen level  to increase to  approximately 0.5  mg/1.
    While it may be desirable  to maintain  nitrogen concentrations at  or
below the selected criteria at all times,  the high flows  from the upper
basin during the winter and spring months  contribute high nitrogen
loadings which increase the nitrogen  concentrations above acceptable
levels regardless of wastewater treatment  practices.  In  considering  (1)
that nuisance algal growths occur mainly during  the months of July, August,
and September, (2) that seasonal nitrogen  removal  is generally adequate
for maintaining the desired nitrogen  concentration during this  time,  and
(3) that unoxidized nitrogen control  is required only for warm temperature
periods, it was recommended that nitrogen  removal  for algal control,  as in
the case of nitrogenous demand for oxygen  enhancement, be limited to
periods when water temperatures in the estuary exceed 15°C.
    In developing the seasonal requirements,  emphasis was placed on main-
taining a balanced ecological  community structure in the  upper or freshwater
portion of the estuary.  More  research efforts in both transport mechanisms
and nutrient algal relationships are needed to determine  management require-
ments for the lower or saline portion of the estuary.

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                                                                     28
 SELECTION OF UNIT PROCESSES TO ACHIEVE WATER QUALITY OBJECTIVES




    The decision, as developed throughout this report as to which



nutrient or nutrients in a natural  system should be controlled by



removal from point sources, may depend upon many factors, including



the four listed below:



    1.  Desired level of nuisance algal reduction,



    2.  Minimum algal nutrient requirements,



    3.  Controllability and mobility of a given nutrient, and



    4.  The overall  water quality management needs.



    In establishing an overall wastewater management program for the



Potomac Estuary, a need for a high degree of removal of wastewater



carbonaceous and nitrogenous ultimate oxygen demand was established for



maintaining the desired oxygen standards along with a need for a 75-90



percent reduction in algal standing crop.  To provide for algal  control,



maximum concentration limits for both nitrogen and phosphorus were



adopted.  Concentration limits for both were incorporated for the



following reasons:



    1.  Since the flow of the Potomac River is unregulated and subject



to periods of high runoff, neither phosphorus nor nitrogen can be con-



trolled by wastewater removal alone at all times.  The advantage of



controlling phosphorus or nitrogen depends on the flow conditions.



    To reduce eutrophication in the entire estuary for years with average



or above average flow conditions, phosphorus control appears to be more



feasible.  In the middle and upper estuary, nitrogen control is four times

-------
                                                                     29
as effective during low-flow years in that the nitrogen criterion for
restriction of algal growth is 10 times that for phosphorus (0.30
versus 0.03 mg/1) while the nitrogen loading from wastewater treat-
ment facilities is 2.4 times that of phosphorus (27,200 versus 10,900
kg/day).  Since phosphorus control is more advantageous during high flows
and nitrogen control more advantageous at low flows, removal of both
would be needed to control the nuisance growths effectively.
    2.  Various investigators have reported that increases  in nitrogen
and/or phosphorus can increase heterotrophic activity which in turn
stimulates algal growth, and
    3.  There is a compatibility between the wastewater treatment methods
to increase dissolved oxygen levels and the methods used to control
eutrophication.
    Compatibility in treatment requirements is probably one of the most
important considerations influencing the selection of wastewater treat-
ment unit processes.  For example, in order to achieve and  maintain the
dissolved oxygen standard in the upper estuary under summer conditions,
a high degree of carbonaceous and nitrogenous oxygen demand removal is
required, whereas the control of algal standing crops is predicated on
phosphorus and nitrogen removal.  To obtain a high degree of carbonaceous
oxygen demand removal, an additional unit process is usually required
beyond secondary treatment.  If the proper unit process is  selected, it
will also remove a high percentage of phosphorus.

-------
                                                                     30
    The removal  of the nitrogenous oxygen demand can be satisfied by
one of two methods:   (1) by converting the unoxidized nitrogen to
nitrates (commonly called nitrification) or (2) by complete removal  of
nitrogen.  If a unit process such as ion exchange or biological
nitrification-denitrification is employed, both DO and algal  require-
ments for nitrogen can be met.
    Recent chemical  analyses of the sediments of the Potomac Estuary
indicate high concentrations of heavy metals near the wastewater dis-
charges.  Since there are no major industrial waste discharges in the
Washington area, the buildup of heavy metals from the municipal  discharges
could become a future control need in that the lower portion of the
estuary is a prime shellfish producing area.
    With proper selection of wastewater treatment unit processes, it is
feasible to enhance the DO by removing the carbonaceous and nitrogenous
UOD.  In addition, it is feasible also to reduce nuisance algal  growth
by removing these nutrients and to reduce the potential hazard of
heavy metals.

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                                                                     31
                         ESTIMATED COSTS


    The present worth cost of providing for additional  wastewater

flows and treatment requirements  from the  year  1970  to  2020,

including operation, maintenance,  and amortization cost,  has  been

estimated to be $1.34 billion, with a total  average  annual  cost  of

$64.8 million.   The unit treatment processes assumed include  activated

sludge, biological  nitrification-denitrification,  lime  clarification,

filtration, effluent aeration, and chlorination.

    The tabulation  below is a reduction of the  initial  capital and

operation and maintenance costs to a per  capita basis:

                             1970-1980      1980-2000       2000-2020
Average Population           3,350,000      5,350,000       8,000,000

Initial Capital
Cost/Time Period          $570,000,000   $528,000,000  $1,173,000,000

Capital Cost/Person/Year       $17.0           $4.9             $7.3

0 & M Cost/Year              $25,100,000   $46,200,000     $72,400,000

0 & M Cost/Person/Year           $7.5          $8.6             $9.1

Total Cost/Person/Year          $24.5         $13.5            $16.4


The above summary, which does include replacement cost, indicates  that

the cost of wastewater treatment in the Upper Potomac Estuary is  about

$13 to $24/per person/per year.  This expenditure, which includes  the

cost of the activated carbon process, will  renovate  the water to  the

chemical and bacteriological levels to meet drinking water quality

standards.

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                                                                     32
                       MANAGEMENT PLANNING
    The current program to control water pollution in the National
Capital Region, developed by the 1969 Enforcement Conference, includes
a schedule for completion of the needed treatment facility construction.
For the major waste discharge in the area, the District of Columbia
treatment facility at Blue Plains, progress has been slow.
    In the fall of 1970, the parties involved in the Blue Plains problem
developed a "Memorandum of Understanding on the Washington Metropolitan
Regional Water Pollution Control Plan."  This memorandum of understanding
was the first formally adopted planning approach to wastewater management
in the Washington Metropolitan Area.  It recognized that the maximum
capacity of the waste treatment facility at Blue Plains should be limited
in size and established the basis for financing and cost sharing in the
proposed expansion and upgrading of the facility.  It also recognized the
need for the development of a second regional wastewater treatment facility
and a schedule for the development of plans for this facility.
    The primary problem to be overcome in achieving the wastewater treat-
ment requirements, as stipulated by the Potomac Enforcement Conference,
is financial.   The total  capital cost of these improvements, if storm and
combined sewer control and intercept costs are included, is estimated to
be approximately $857,000,000 for the program through 1980.
    The capital  cost of nutrient control  has  been estimated to be about
$250,000,000 or about 28  percent of total  wastewater collection and treat-
ment cost.   Considering wastewater treatment  cost only, the capital  cost is

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                                                                    33
approximately 44 percent with approximately 85 percent of the operating



cost for nutrient control.



    To aid in managing the  water supply and waste treatment problems of



the National  Capital  Region, EPA has proposed the creation of a regional



authority [11].   Public hearings are currently being held to give the



public, state, and local  officials an opportunity to offer their views



on the management plan.

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                                                                     34
                             SUMMARY




    In summary, the needs, costs, and mechanisms  for controlling  eutro-



phication in the Potomac Estuary have been identified and  a  start has



been made in implementing the program.   With a  capital  cost  for nutrient



removal of over $250,000,000, a need exists for continuous efforts to



improve eutrophication control, treatment methods,  cost estimates, and



institutional arrangements.   A need also exists to  maintain  a free-flowing



continuous exchange of information among the various agencies conducting



the removal requirement, studies, designing the  facilities, and planning



the overall management needs.  These interactions are the  keystones to



successful management planning.

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  CHAIN  BRIDGE
\ KILOMETERS BELOW CHAIN BRIDGE-Q

  >*>
        ZONE
                          WOODROW WILSON  BRIDGE
                           KILOMETERS  BELOW CHAIN BRIDGE~24.I
                                  PISCATAWAY
                                 ZONE 11
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                       J         ZONE III
             SANDY POIN/V
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                                       301 BRIDGE
MARYLAND POINT
                                                        PINEY  POINT
               LEGEND
     MAJOR WASTE  TREATMENT  PLANTS
                                      CHESAPE.
                                          BAY
                             KILOMETERS
                                                           Figure  1

-------
Periodically
High Bacterial
Densit
    Maryland Point
Periodically High
Bacterial Densities
and Low Dissolved
Oxygen Levels
                                       Periodically Moderate
                                       Bacterial  Densities,
                                       Low Dissolved
                                       Oxygen Levels  and
                                       Beginning of
                                       Algal  Blooms
                                       Pronounce
                                       Nuisance  Algal
                                       Growths
Brackish
Waters
                                               Figure 2

-------
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-------
                                                                      41
                             REFERENCES

 1.    U.  S.  Public  Health Service,  "Investigation of the Pollution and
      Sanitary  Conditions of the Potomac Watershed," Hygienic Laboratory
      Bulletin  No.  104, Treasury Department, February 1915.

 2.    U.  S.  Army  Corps of Engineers,  "Potomac River Basin Report,"
      Vol.  1  -  Vol.  VIII, North Atlantic Division, Baltimore District,
      February  1963.

 3.    Davis,  Robert  K., "The Range  of Choice in Water Management, A Study
      of  Dissolved  Oxygen in the Potomac Estuary," Johns Hopkins Press,
      Baltimore,  Maryland,  1968.

 4.    Jaworski, N.  A., Donald W. Lear, Jr., Orterio Villa, Jr., "Nutrient
      Management  in  the Potomac Estuary," Presented at the American Society
      of  Limnology  Symposium on Nutrients and Eutrophication, Michigan
      State  University, East Lansing, Michigan, February 1971.

 5.    Brezanik, W.  H., W. H. Morgan,  E. E. Shannon, and H. D. Putnam,
      "Eutrophication  Factors in North Central Florida Lakes," Florida
      Engineering and  Industrial Experiment Station, Bulletin Series
      No. 134,  Gainesville, Florida,  August 1969.

 6.    Welch,  E. B.,  "Phytoplankton  and Related Water Quality Conditions in
      an  Enriched Estuary," Journal Water Pollution Control  Federation,
      Vol.  40,  pp 1711-1727, October  1968.

 7.    Lawton, G.  W., "The Madison Lakes Before and After Diversion,"
      Trans.  1960 Seminar on Algae  and Metropolitan Wastes,  pp 108-117,
      Robert A. Taft Sanitary Engineering Center, Technical  Report W61-3,
      1961.

 8.    Feigner,  Kenneth and  Howard S.  Harris,"Documentation Report, FWQA
      Dynamic Estuary  Model,"FWQA,  U. S. Department of the Interior,
      July 1970.

 9.    Thomann,  Robert  V., "Mathematical Model for Dissolved  Oxygen,"
      Journal of  the Sanitary Engineering Division, ASCE, Vol. 89,
      No. SA5,  October 1963.

10.    Thomann,  R. V.,  Donald J. O'Connor, and Dominic M. DiTorro,
      "Modeling of  the Nitrogen and Algal Cycles in Estuaries," presented
      at  the Fifth  International Water Pollution Research Conference,
      San Francisco, California, July 1970.

11.    Environmental  Protection Agency, "National Capital Region Water  and
      Waste Management Report," Washington, D. C., April 1971.

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-------
   AUT0-QUAL MODELLING SYSTEM
      Technical  Report 54
Environmental  Protection Agency
          Region III
    Annapolis  Field Office
          March 1973

-------
Errata


p. 67    4 statements below statement no.  20
read;
                READ(NRD,30) I,X(J),Y(J)

p. 82    statement no. 50
read;
             50 ALPHA(J,2)=Z(J)*A(J)/XLEN

p. 154   4 statements below statement no.  20
read;
                READ(NRD,30) I,X(0),Y(J)

p. 166   2 statements below statement no.  150
read;
                IF (DT.GE.24.0) DT=24.Q

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     Annapolis Field Office
Environmental Protection Agency
          Region III
  AUT0-QUAL M0DELLING SYSTEM


      Technical  Report 54
         Robert L.  Crim
       Norman L.  Lovelace
           March 1973

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                        TABLE OF CONTENTS
                                                               Page
  I.   INTRODUCTION                                               i
 II.   MODEL DEVELOPMENT                                          1
      A.  Channel  Representation                                 2
      B.  Hydraulic Developemnt                                 10
      C.  Quality Development
          1.   Conservative Substances                           16
          2.   Non-Conservative Substances                       19
              a.   Carbonaceous Oxygen Demand                    20
              b.   Nitrogenous Oxygen Demand                     22
              c.   Dissolved Oxygen                              23
      D.  AUT0SS  Solution Technique                             27
      E.  AUT0QD  Solution Technique                             31
III.   APPENDIX A  (AUTOSS-PROGRAM DESCRIPTION/OPERATING
                 INSTRUCTIONS)                                  35
      A.  Program Logic                                         35
      B.  Data Description                                      40
      C.  Entering DAta                                         47
      D.  Output  Description                                    50
      E.  Data Codes                                            53
      F.  Running Tips                                          54
      G.  Control  Card Example                                  55
      H.  Variable Glossary                                     56

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     I.   Subroutine  Descriptions                             58
     J.   Program Listing                                     60
     K.   Example Problem                                     95
         1.   Problem Statement                               95
         2.   Data Deck                                       98
         3.   Program Output                                 103
IV.   APPENDIX B (AUT0QD-PROGRAM DESCRIPTION/OPERATING
                INSTRUCTIONS)                               133
     A.   Program Logic                                      133
     B.   Data Description                                  134
     C.   Entering Data                                      135
     D.   Output Description                                 139
     E.   Data Codes                                         140
     F.   Running Tips                                      140
     G.   Control  Card Example                               141
     H.   Variable Glossary                                 142
     I.   Subroutine  Descriptions                            145
     J.   Program Listing                                    148
     K.   Example Problem                                    190
         1.   Problem Statement                              190
         2.   Data Deck                                      191
         3.   Program Output                                 198

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 V.   APPENDIX C (APPLICATION, VERIFICATION & SENSITIVITY)   266



     A.   Application Principles                             266



     B.   Calibration Principles                             267



     C.   Sensitivity Analyses                               268



     D.   Verification Principles                            299



VI.   REFERENCES                                             300

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INTRODUCTION
     The planning requirements contained in sections 303(e) and 208
of the recently passed Public Law 92-500 (Amendments to the Federal
Water Pollution Control Act), have underscored the need for easily
operated and accurate water quality planning tools.  This report
describes two mathematical models that have been designed to meet
the specific needs of Federal, State or local planning agencies.
     These two models are subsets of a large and complex system of
models known as the "Comprehensive Modelling System" (CMS)[1],   It
was recognized early that the CMS programs were essentially experi-
mental tools for scientific investigation.  As such, they did not lend
themselves to easy operation by the general engineering community.
     At the same time it was recognized that the field of water
quality simulation was becoming self sufficient and that models were
being developed for which no one had any real use.  Large amounts of
resources were being spent attempting to modify old programs to
handle different conditions in different geographical areas.
     It seemed the proper course to develop, from anew, a set of
planning tools that incorporated the lessons learned from the CMS
programs, yet were designed with planning needs in mind.  The result
of this effort is the AUT0-QUAL set reported on here.
     The AUT0-QUAL set is designed specifically for water bodies where
widths are small relative to their length.  Most freshwater streams
and tidal tributaries to estuarine bays fit that description.  These

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are waters whose net hydraulic circulation patterns  are essentially
unidirectional.
     Compatibility with the ST0RET [2] system,  the GPSF [3] system
and the AUT0MAP  [4] project has been designed in by the use of a
river mile index (RMI) for positioning inputs and diversions as well
as geometric data and physical features.   This  should facilitate the
storage and retrieval of the data required by the models and more
closely tie the  modelling activities to the planning process.
     The notion  of a fixed point in a freshwater system or a free
flowing system may seem foreign initially.  Specifically, it may be
difficult to reconcile the transfer from the Lagrangian framework,
best exemplified by the venerable Streeter-Phelps [5] equations to
the Eulerian system used in the AUT0-QUAL set.
     The reader should recognize that the classic biochemical oxygen
demand (BOD) equation:
                                -K,t
                      L   =  LQe  1
     where,           L   = BOD at any time
                      L0  = BOD at t=0
                      t   = time
                      ki  = deoxygenation rate
                      e   = naperian log base
is the integrated  (with time) form of the standard first order decay
equation ;
                      dL -  v i
                      Ht " "klL

-------
                                                                     m
which is a gross simplification of the mass transfer equation:
                                      2
                           u     - E
          where;      x = distance
                      u = velocity of flow
                      E = dispersion coefficient
                      and the sink term is -kiL.
     Essentially the Streeter-Phelps equation as commonly used assumes
that all physical features are constant along a stream bed, that the
water particles do not intermingle, and that only time and decay rate
(ki) determine the resulting BOD concentration.
     There is no good reason to cling to those assumptions.  A section
of this report compares the results of the AUTO-QUAL set and the
Streeter-Phelps equation under identical conditions.  Those compari-
sons demonstrate the validity of the Eulerian framework in free flowing
streams.

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MODEL DEVELOPMENT
     The development of AUT0SS and AUT0QD has been broken into sections.
Because the two models have many of the same properties, a general
development is given first.  The last two sections will deal with each
model separately and discuss the particular solution techniques used.

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CHANNEL REPRESENTATION:
     The first problem to be resolved in a model  development is how
to represent the stream or estuary being modelled in terms that can
be mathematically described and represented on a  digital  computer.
The method of representation used in these models is called the
"channel-junction" method.  Essentially this method consists of
dividing the natural channel into a finite number of sections (See
. igure 1).  Each of these sections contains a finite volume of water.
These sections (discrete volumes of water) are assumed to be uniform
at a given instant in time in all their properties.  This assumption
is generally referred to as the "fully mixed assumption".  Thus, any
property of this volume of water, for instance, a constituent concen-
tration, represents the average value for that volume.  This average
value has a point value at the center of the volume.  These discrete
volumes of water are referred to as junctions.
     Generally the system being modelled is not static.  There will be
flow and movement of water in the system.  Thus,  the problem of repre-
senting flow and the consequential transfer of properties from one
junction to another has to be dealt with.  For this reason the concept
of channels is introduced.  Physically a channel  may be thought of as
the interface between two junctions.  Computationally the channel Is
treated as a uniform, rectangular channel between junction midpoints.
Water properties are not associated with channels.  Channels are used
(computationally) for the transfer of properties  from junction to
junction.

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                                                                      3
     Various  properties are associated with either a channel  or a
junction; the properties of a channel  are:
          1.   Flow (ft3/sec)
          2.   Velocity (ft/sec)
          3.   Dispersion coefficient  (ft2/sec)
          4.   Cross-sectional  area  (ft2)
          5.   Depth (ft)
          6.   Width (ft)
          7.   Length (ft or miles)
     The properties of a junction are:
          1.   Volume (ft3)
          2.   Surface area  (ft2)
          3.   Constituent concentrations  (ppm)
          4.   Temperature (°C)
          5.   Evaporation - rainfall  (in/month)
          6.   Inflows (ft3/sec)
          7.   Diversions (ft3/sec)
          8.   Reaeration rate  (I/day)
          9.   Photosynthesis  - respiration  rate  (gr  02/m2/day)
         10.   Sediment uptake  rate  (gr  02/m2/day)
         11.   CB0D decay rate  (I/day)
         12.   NB0D decay rate  (I/day)
                                       3
         13.   Constituent masses (ppm-ft  )
         14.   Inflow concentrations (ppm).

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Some of the junction properties  are computed  from channel  values.
For instance, junction volumes are computed  by  using  the  channel
depths and widths on either side of the junction.
     The system of channels and  junctions  used  in a model  is  commonly
called the "network".  This network can be visualized as  a system  of
pots (junctions) connected by hoses (channels).   The  network  is
established automatically in AUT0SS and AUT0QD.   However,  some basic
information is required:
          1.   Starting river mile
          2.   Ending river mile
          3.   Number of sections.
     Thus far in the network representation  the following assumptions
have been made:
          1.   The natural channel can be accurately represented  by
              a system of discrete volumes
          2.   Within each junction all  water  properties are uniform
              (fully mixed assumption)
          3.   Junction values have point values at the center of a
              junction.
These assumptions should be kept in mind when applying the models.
Experience has shown that in most applications  these  assumptions are
valid.  However, some caution must be exercised in such cases as heavily
stratified estuaries or impoundments.
     The following example demonstrates how  the network  is established:

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                                   FIGURE  1
                                                       Milt 4.0
Mile 0.0
Mile -0.5     Mil* 0.5
                                                           Mil* 2.5      Mil* 3.5

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          Given the basic data:
              starting mile      =0.0
              ending mile        =4.0
              number of sections = 4
The network shown in Figure 1  would result from the above  information.
     The starting and ending miles are the midpoints of the first  and
last junctions, respectively.   The distance from junction  interface  to
junction interface is equal to the length of the segment (ending mile
minus starting mile) divided by the number of sections.  This  distance
is referred to as the channel  length.   In AUT0SS and AUT0QD the channel
lengths are constant throughout the network.  The first and last junction
will actually extend one-half of a channel  length outside  the  defined
segment.  The stream and/or estuary being modelled is referred to  as the
segment, and the term "channel" is used as it pertains to  the  network.
     At this point all that has been done is to define the network,  the
junction boundaries, and the channel lengths.  The physical  properties
(width, depth, etc.) have not yet been determined.  Most of these  physi-
cal characteristics are read as input to the program.  Those values  that
are not read are computed internally on the basis of data  that has been
read.  The input data for these models is referenced to river  miles.  Once
read the input data is either interpolated to define values over the entire
segment, or in the case of point value data (such as inflows)  it is  assign-
ed to the closest junction.
     For example, if in the network shown in Figure 2, widths  were read
in as follows:

-------
            FIGURE 2
I
I-
Q
700-
500


400


300


200


100
    0.0
            DATA POINT
                                               DATA POINT
                      .0
 2.0

RIVER
3.0
4.0
                            MILE
     MILE  0.5- CHANNEL I; width = 600.0ft.

     MILE  1.5- CHANNEL 2; width = 483.3ft.
     MILE  2.5- CHANNEL3; width = 366.7ft.

     MILE  3.5- CHANNEL4; width = 250.0ft.

-------
             (3  mile  0.5         width =  600.0 ft.

             @  mile  3.5         width =  250.0 ft.


The program would assign the values of width  as shown  in Figure 2.

The interpolating procedure, shown in  Figure  2, is used for all


physical data (see operating instructions for definition of physical


data) whether it be a channel  or junction parameter.


     As a general example of how some  of  the  internal  computations

on physical data are done, consider the following general network:
         O__l/7\_2_   3-1
         —(D
let       d.  =  mean  depth of channel j (ft)
           J

          As. = surface area  of  junction j  (ft2)
            J

          W.  = width  of channel  j  (ft)
           J

          V.  = volume of junction  j  (ft3)
           J

          L   = channel  length  (constant)(ft)


W. is an input to the  program, d. is  computed on the basis of flow
 J                              J

and L is defined in the network construction.  The remaining are


computed as follows:



                    As. = (W. + W. ,)  L (ft2)

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The first and last junction's values are given  by:
     Last junction (nj):
                         Asnj = VlL
     First junction (1):
                         As1  = W1  L (ft2)
                         V1  - W]d1  L (ft3).
In general, when values are  assigned to  channels  and  they are  needed
to compute a junction parameter,  the channel  values on  either  side  of
the junction are averaged and that average value  is used in  the
computations.

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                                                                     10
HYDRAULIC DEVELOPMENT:
     The hydraulic solution used in AUTOSS and AUTOQD consists  of
two parts:
     1.  Determine the flows in each channel.
     2.  Determine the depths in each channel.
The solution represents a net, steady state situation.   No attempt
is made in these models to solve the equations governing tidal
flow, storm surges, or any unsteady flow condition.   That is  why
AUTOQD is called a quasi-dynamic model.   The quality equations  are
integrated with time using net, steady state flows.   The implicit
assumption in this approach is that the  hydraulic response to
changes in flow is instantaneous, while  the quality  response  lags
in time.  This assumption is acceptable  in most instances.
     The first part of the solution is a simple application of  the
principle of continuity.   Consider the following situation:

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                                               o
          where Q. = flow rate in channel  j  (ft /sec)
                 J
Isolating junction j;
                                                           11
                                                qin.
              qout.
                  J
                            evap.  .(+)
                                J
(1)
let;

                                  o
   qin. = inflow to junction  j  (ft /sec)
      j
                                       3
  qout. = diversion from junction  j  (ft /sec)
      J

  evap. = net evaporation minus  rainfall at junction j
      J   (inches/month)


     CF = conversion factor,  to  convert in/mo* to ft/sec

                                       2
    As. = surface area  of junction j  (ft )
      J

Q. , will be given by;
 J  '



   Q._, = -Q, -qin. +qout. +evap.As.CF  (ft3/sec)
    J """ I     J     J      J      J  J
The signs appear to be wrong in the above  equation,  this  is  because

the sign convention used is: a flow from upstream to downstream  is


defined as negative. The above procedure is  followed for  all channels

in the network, starting at the upstream end and  working  downstream.

-------
However, the first and last junction are computed differently
because each has only one channel  connected to it. Taking  the last
junction (nj);
                                                                     12
                                                               qin
                                                                  nj
          Qni_l  wil1 be given by;
Vl
                           j +evaPnjAsnjCF
              (note sign convention)
Taking the first junction (1);
                            evap
                qin
        QOUT
                                                    qout,

-------
                                                                     13

          QOUT1 (-QIN.J) will  be given by;






             QOUT1 = -Q,  +qin,  -qout, -evap,As,CF (ft3/sec)

                       '      '       '      '   '
A positive QOUT-| indicates a flow out of the segment at the downstream



end. A negative QOUT, represents an inflow and its absolute value



is referred to as QIN, .



     After the above procedure has been completed, flows will  have



been established in all  the channels. The second part of the solution,



determining depths may proceed;



          let d. = mean depth  of channel i  (ft).



Depth can be given by an equation of the form;






(4)           «, = Yi0/2'1 + A3,i



           where A,  ., A9 ., and A_ . are emperical  constants.
                   1)1   C. $\       v)l



The coefficients of equation (4) (A, ., A9 ., A~ .)  are entered as
                                    1)1    ^ > 1   'J 5 I


point inputs and interpolated over the segment.  These coefficients



may be determined from stage/discharge curves when avai liable.  In



some special cases they may be computed. For example, assume the



Manning Equation is applicable (a special case). The coefficients



could then be determined as follows:





          U = Li§6_ R2/3$l/2 (ft/sec)    Manning's Formula [6]



        where;



          U = velocity (ft/sec)



          n = Manning's coefficient



          R = hydraulic radius (ft)

-------
                                                                    14
          S = water surface slope (ft/ft)
Assume the channel is wide compared to its depth, then R = d.
For uniform steady flow S ~ slope of channel bottom (S ). Letting
B = channel witdh (ft) and Q = flow rate (ft /sec), the Manning
Formula may be written as;
                 1.486  .2-1/2
           Bd~ = ~h~  d So
         solving for d,
               1.486BSQ
                          0.6  0.6
                          I    Q
         which corresponds to;
                A
         d = A^ ^ + A3
         with,
                           0.6
          A  -r    n      i
           1  L       17? J
            1   1.486BS0'
          A2 = 0.6
          A3 = 0.0
     In an estuary the depth of flow may be essentially invariant
with the flow magnitude.  In that case A-| equals 0.0 and A-  represents
the estuary depth at mean tide level.
     There has been no distinction made between estuaries and  free
flowing streams in the hydraulic development.  Since the models use daily
average or net flows, the hydraulic differences between estuaries
5no streams may be represented in the coefficients of the depth

-------
                                                                    15
equation.  It is possible to  link  together  the  stream and estuary

in these models.

-------
                                                                     16
QUALITY DEVELOPMENT
     The quality solutions used in AUT0SS and  AUT0QD  are  based  on
the mass balance equations.   A general  development  is given  first
and then the equations and solution techniques for  AUT0SS and AUT0QD
are given separately.
GENERAL QUALITY EQUATIONS:
CONSERVATIVE SUBSTANCES:
Isolating junctions j-1, j,  j+1,  and channels  j+1,  j, j-1, j-2
Taking junction j
                    evapj    (+)
                                             qinj
        qoutj

-------
                                                                     17
          Let   C.  = constituent  concentration  (ppm) at junction j
                 J

              C.-l  =      "             "          "          "    j-1
               J

              cj+1  =      "             "          "          "    j+i

              Cin.  = inflow  concentration  (ppm) at junction j
                 ^    (associated  with  qin.)
                                        J

                V.  = volume  of junction j  (ft3)
                 J

Writing a mass balance for junction  j

          Mass  in  (during At) =  [Q,-Ci+1 + qin. Cin.] At(ppm ft3/sec)
                                  J J  '      J   J

          Mass out  (during At) =  [Q^C. + qout^] At(ppm ft3/sec)

          (Note sign convention on flows)

         AM. = Mass in - Mass  out
         At
                         qinjcinj  + Qj-icj  -  qoutjcj
          M, = V.C. and
           J    J J


         AM. = V. AC,
          ^ J    J
         At       At

(5)      AC, = (-Q.C. ,  + qin.Cin.  + Q,  ,C.  -  qout.C.)  / V.(ppm/sec)
         	J_      Jj^i       
-------
                                                                     18
and/or turbulent dispersion (in estuaries and free flowing streams).
These exchanges are not included in equations 5 and 6.   To express
these changes, an analogy is made with Fourier's law of heat
conduction [7]
              6q = -kfl SA
where

              6q = the heat flow across 6A (BTU/hr)
              6A = elemental cross sectional  area (ft2)
               k = thermal conductivity (BTU/°K-ft)
               T = absolute temperature (°K)
              8J = derivative of temperature  in the direction of
              9n   the outward normal  n (averaged over  6A).
Integrating over A and considering the x direction
               q • -kA |I
The equation says that the heat transfer per  unit time  is proportional
to the temperature gradient.  The analogy is  drawn that the  mass
transfer per unit time is proportional to the concentration  gradient.
(7)            3M       aC_
               at   ~tH 3x
The constant of proportionality (E) is called the dispersion coefficient.
It is considered a channel property and is an input parameter.   The
dispersion coefficient is important in both models, particularly in
tlcal bodies.  This feature is now added to the mass balance
ecjation (5):

-------
                                                                     19
(8)      A   =[-Q.C.   + Q-^C.  - qout.C. + qin-Cin^]/ Vj
         At
                                                    Vppm/sec)
where
          A. = cross-sectional  area of channel  j (ft2)
           J
          E. = dispersion coefficient in channel  j (ft2/sec)
           J
          L  = channel  length (ft)
If qin and qout are zero and a uniform channel  is assumed,  the above
equation reduces to the familiar form [8]:
^       £ B E 4 _ u |jL   (u = velocity)
          8t     ax       x
when the limit of  L->0  is taken.
                   L/0
Equation 8 is the basis for the solution of conservative constituents.
NON-CONSERVATIVE SUBSTANCES
     The formulation for conservative substances  also apply to non-
conservative substances, however, the reactions of the substance with
the environment and/or other substances must be added.
     Three non-conservative substances are considered in these models:
          1.  CB0D - first stage (carbonaceous) Biochemical Oxygen
              Demand (B0D)
          2.  NB0D - second stage (nitrogenous) Biochemical Oxygen
              Demand (B0D)
          3.  D0   - Dissolved Oxygen

-------
                                                                     20

     The oxidation of organic waste will  be broken into three stages:

          1.  Oxidation of oxidizable carbon compounds

          2.  Oxidation of ammonia (to nitrite)

          3.  Oxidation of nitrite (to nitrate)

The oxidation of the carbon and nitrogen  constituents will  be considered

separately.

FIRST STAGE OXYGEN DEMAND (CB0D)

     Theoretically this term represents the ultimate oxygen demand  of

the organic carbon compounds, (carbonaceous B0D).   It has been reported

that this term has a theoretical value of 2.67C [9], where  C is the

organic carbon content.  Realistically, this term represents the oxygen

demand of inorganic compounds (chemical oxygen demand) as well as the

oxidation of organic waste.  To determine its value, various factors

have been developed to be applied to 5-day B0D values to obtain the

ultimate first stage oxygen demand.  These factors may vary from 1.10

to 2.40, with 1.45 being the most common.  CB0D may be obtained from

B0D values as follows:

          Determine the deoxygenation rate K  (I/day) with  no

          nitrification taking place.  Then  using BOD5, again

          assuming no nitrification.  CB0D will be given as:

(10)                              B0D5
                        CB0D = -   —
                              (1.0 -e   c)

          Note that if K  = 0.23 (a common literature value)  then

          CB0D = 1.45 B0D5.

-------
                                                                     21
             If B0D  is known CB0D would  be  given  as
                                   B0Dn
(11)                    CB0D =        n
                               (1.0 - e
     The behavior of CB0D in the natural  waterway is described  by
the first order reaction [10]
                          d L      C
where Kc is the deoxygenation rate in the waterway.   The complete
equation for CB0D may now be written
     let      C. = CB0D concentration in junction j  (ppm)
               J
            Cin. = CB0D inflow concentration at junction j  (ppm)
               VJ
(13)        AC.
                           + VlCJ - qoutJCj  + "injcinj]/  vj
                   E.A. (C.-C. ,)    E. .A.  ,  (C.-C  .)
                 -f J J   J  J+l   4.  J"1  J~'    J  J-.l... T/y
                  L         L                    L   J/vj
                  -KCJCJ
The deoxygenation rate Kc .  is the  rate in the  stream.   K  is entered
                         J                               c
as input to the program.  The value entered is assumed  to be the value
at 20°C.  Stream temperatures are  also entered and K is then  corrected
according to the equation [11]
(14)          K (aT0C = (K @20°C)  (1 .047)(T"20)
               \f         \f
     The oxidation of the organic  carbon  compounds (CB0D) is assumed
to be independent of the dissolved oxygen concentration.  This assumption,
naturally, limits the application  of these models to aerobic systems.

-------
                                                                  22

SECOND STAGE OXYGEN DEMAND (NB0D)
     This constituent represents the ultimate oxygen demand of all
the oxidizable nitrogen fractions.  The oxidations of ammonia, nitrite
and organic nitrogen are lumped together in this term.   Organic nitrogen
is included because it is generally assumed that organic nitrogen first
hydrolyses to ammonia nitrogen and the oxidation occurs.  The ultimate
NB0D may be given by [12]
(15)                NB0D = 4.57 TKN + 1.14 (NOa -N)
where TKN Is the Total Kjeldahl Nitrogen (Organic N + Ammonia -N) and
NOz is nitrite nitrogen.  The above relationship assumes that all the
TKN and H0~2 -N is oxidizable.  If this is not the case an appropriate
reduction factor, as determined by laboratory studies, will have to
be applied.
     It is assumed that the oxidation of the various nitrogen fractions
(referred to as nitrification) can be characterized by one gross rate
K  (I/day).  This rate is primarily a function of the nitrifying bacteria
populations and temperature.  Specifically, Nitrosomonas for the oxida-
tion of ammonia to nitrate and Nitrobacter for the oxidation of nitrite
to nitrate.  Despite the laboratory B0D test results, it is reasonable,
in most cases, to assume that the populations of Nitrosomojias and
Nitrobacter are sufficient, in the stream, to bring about significant
oxidation of the nitrogen fractions immediately upon their introduction
to the natural stream.  The nitrification rate K  is entered as input
to the model.  A commonly used literature value is 0.103 (I/day).  [13]
NB0L/ ;s handled in the same v»-y as CB0D.
(16)                   3NB0D - -< NB0D
                        3t

-------
                                                                     23
The complete equation for NB0D is identical  to the one  for  CB0D
except that K  replaces K .   As with K ,  K  is temperature  corrected
             ii           c»            c    n
according to the equation  [14]
(17)                    Kn?T°C = (Kn@200C)(1.017)T~20
     Nitrification is assumed to proceed  independently  of dissolved
oxygen in AUT0SS.   In AUT0QD, when D0 drops  below 5%  of the air
saturation value the nitrification rate  is set to zero.
DISSOLVED OXYGEN
     Dissolved oxygen is the most complex constituent considered.  Many
factors enter into the DO budget, some of which are well understood,
others of which very little is known. Below are the  factors in  the
D0 budget considered here:
              Oxygen Gain                        Oxygen Loss
     1.  Atmospheric Reaeration         1.  CB0D
     2.  Photosynthetic Production      2.  NB0D
                                        3.  Sediment  uptake
                                        4.  Biological  respiration
                                        5.  Evaporation
Some of the factors are considered as constant sources  or sinks  for a
particular junction, while others are computed, such  as CB0D and NB0D.
The DO budget for junction j is written  in equation form as:

-------
                                                                    24


(18)      AD0.
                -Kr CB0D. - Kw NB0D. + K2 (D0sat.-D0.)

                   J    J    Nj    J     j       J    J

                                As
                +(P.-R.-Sedmt.)  -rf- . CV-evap. D0.CF/V,
                   JJ      J",-          JJJ



where


     1.  D0j = dissolved oxygen  concentration at  junction  j  (ppm)


     2.  D0in. = dissolved oxygen input concentration  at junction  j  (ppm)
             J

     3.  KC CB0D. = the  rate of oxygen usage by CB0D

           U

     4.  KN_NB0a = the  rate of oxygen usage by NB0D

           J
     5.  K2 (D0sat.-D0.) =  the  rate of the addition  of oxygen due

           j      J   J
         to atmospheric reaeration.  K2  (I/day)  is the reaeration

                                       j
         coefficient for junction j.  D0sat.  is the oxygen saturation
                                           \J

         concentration in junction j.   Both K2  and/or D0sat. may  be

                                             j              J
         entered as input or they may be  computed within the program.


         If the computing option is chosen, the following  methods


         are used:


         D0sat  is computed by the  equation    [15]



               D0sat,  =  14.62 - 0.367T. + 0.0045T2 .(ppm)
                   J                 J           J

         where  T. is  the water temperature  (°C) at junction j.
                J

         Note:   This  equation assumes a salinity of 0.0 parts


                per thousand.  Equation 19  is a simplication


                of  the following  equation:

-------
                                                                     25


                    D0sat  =  14.6244  -  0.367134T  +  0.044972T2


                          - 0.0966S + 0.00205ST


                          + 0.0002739S2


          where S is the salinity  concentration  in parts  per  thousand


          (°/oo)- K2 is  computed  by the Dobbin's  O'Connor  equation    [16]


(20)                                   12.9u  /2
                          K2 <920°C  =	H—

                             j          H.  /2
                                        J

          where H. = hydraulic  radius   (ft)
                 0

          and u- = velocity   (ft/sec)
               J

          H.  is assumed to be equal  to the depth.
           J

          K2  is computed in  the  channels and  then  averaged


          to  obtain junction values.


          l<2  is also adjusted for  temperature:    [17]


(21)            K2(3T°C = (K2  (3200C)(1.024)T~20'°(l/day)


          With relatively  minor  program changes, other  equations for


          computing the reaeration rate may  be  incorporated  into the


          model to replace the above equation.   The reader  is referred


          to  "Tracer Measurement of  Stream Reaeration"  [18]  and


          "Characterization  of Stream  Reaeration Capacity"  [19]


          for information  on other methods for  determining or computing


          the reaeration rate.


     6.    P.  - R. (Photosynthesis  -  Respiration  Rate) = the  net
           J     J

          difference between the production  of  oxygen and the usage


          of  oxygen by  biological  activity other than CB0D,  NB0D and


          sediment uptake.  It is  a  daily and volume averaged value

-------
                                                                    26
          and has the units gr. 02/m2/day.  In reality, these terms
          are difficult to evaluate.  The reader is referred to avail-
          able literature for further information.
     7.   Sedmt. =  the net oxygen uptake of the sediments.   It is
               J                                     2
          entered as input and has the units gr. 02/m /day.   As with
          P-R this term is difficult to accurately  evaluate.  Various
          literature values have been presented.  One method for
          obtaining field measurements is presented in "An  In-Situ
          Benthic Respirometer."  [20]
     8.   CV and CF are units conversion factors.  The other terms in
          equation 18 have been previously defined.
     The dissolved oxygen solution presented here should be  viewed as
an approximation.  For most applications most of the important sources
and sinks of oxygen have been accounted for in some form.   In many
applications the user may find many of the terms may be neglected.

-------
                                                                    27

AUT0SS SOLUTION:



   For the steady state condition  the  time derivatives of equations


(8), (13) and (18) are set to  zero. The quality equations are written


as:


          1. Conservative Constituents.
(24,
 (25)
             0 = [-QjCj+1  + Qj^C.,  - qout^. + qinjCinj] / Vj



                       C -C               C -C
          2. Carbonaceous  Oxygen  Demand  (CBOD)


             0 = [-Q.CBOD, ,  +Q.  ,CBOD.  -qout.CBOD. +qin .CBODin,] / V,
                    J    J '    J *" '     J      J    J     J      J     J


                       CBOD.-CBOD.,,            CBOD.-CBOD. ,
(23)            ~L^rr~

                -1C, CBOD,
          3. Nitrogenous Oxygen Demand  (NBOD)


             0 = [-Q.NBOD. ,  +Q. ,NBOD,  -qout-NBOD, +qin .NBODin.] / V
                    J    J '    J ~ '    J      J    J     J      J



                       NBOD. -NBOD. .,             NBOD. -NBOD. ,
                -K  NBOD

                   J    J


          4. Dissolved Oxygen (DO)


             0 = [-QjDOj+1 ^^DOj  -qoutjDOj  ^InjDOIn..] / Vj


                       DO.-DO.,,             DO.-DO,  ,
                -fF A (  J   J  }  +F   A   (  J    J~hl  / V
                 lt(         '   bl         ;J  ' v
                -Kp CBOD. -KM NBOD. +K9 (DOsat.-DO.)  -evap.CF-DO./V.
                  ^J    J1^^    J^^       JJ       J     JJ
                   J         J         J


                +(P.-R,-Sedmt,)As.CV/V,
                   J  J      J   J    w

-------
                                                                    28


These equations are based on the same flow condition from which


equations  (8),  (13) and  (18) were derived. As before, all the


remaining  derivations are made on the basis of this flow condition.


Derivations for the other flow possibilties are left to the reader.


The models were designed to handle any flow possibility.


     The set of equations for a constituent now appear as a set of


linear equations with the junction concentrations as the only


unknowns.  Taking the conservative equation for junction j and


solving for C. gives;
             J
                a. o    a. ,        a. 9
 (26)       c  = - J '   -  J '  r    -  * 'c r
 (   '       J    3,      8,    J-l   3,   LJ+1
                 J       J           J
       where;
           Bj - [Qj., - qoutj -EjAj/L -Ej.^
              ' EMAM/L
         a. ~ = qin.Cin.
          j »°      j   j


The coefficients for the first and last junction are:


       Last junction (nj) ;



                      j -Enj-lAnj-l/L +Vl
       First junction  (1 ) ;


           B-| = -qout1 -E

-------
        ot-i  o = qin,Cin,                                              *-"
          1,0       I    I
The equations for  the  first and last junction are written as;

                 a, ~    a-, ?
 l9i\      c  -      '       '><:: r
 \f-l I      ^T ~   o       o    ^O
 (28)      V -       -       Vi
The coefficients for the other constituents are determined in the same
 manner as for the conservative constituents.
     The basic solution technique used in AUT0SS is called the "Gauss-
 Seidel Iterative Method"[21]. A relaxation factor has been added to the
 method to increase or decrease the rate of change. The algorithm for
 this method  is decribed as follows:
          Given the system of equations;
                    al 3   al 2
                       >0     ' ȣ p
                       "     ~
             r  —
             Cl ' '
                    "2 ,3   a2.1 r   a2,2 p
                    B    " 3     1" 3     3
                    a-  ,.   a-
               J     Q     "
                    a  .  -   a  -  ,
                       J *       J L> *
           1.  Assign  initial  values  to  the junction concentrations, these

-------
                                                          30

   values are approximations.



2.  Starting at the first junction,  compute a  new concentration.



   Compute the difference between the old and new concentration;



      &r- = C •     — C •   i j
       C    j,new    j,old



   Compute and store the new concentrations as;




      Cj = Cj,old + W6C



      where w is a relaxation factor.



   Repeat this procedure for junctions 2, 3,  4	,  nj.



3.  If all the 6p's computed in step 2 are within a specified



   limit (convergence criteria) then the solution is



   complete, if not, return to step 2 and repeat. Every  time



   step 2 is repeated it is referred to as an iteration.  The



   maximum number of iterations has been set  at  1000  (see



   MAXCYC in Subroutine S0LVEX), this value may  be changed  by



   the user, if desired. The convergence criteria and to  have



   been set at 0.001 and 1.00 respectively (see  DELMAX and



   RELAX in S0LVEX), these may also be changed.

-------
                                                                    31
AUT0QD SOLUTION:
     The AUT0QD solution is naturally more complex than the steady


state solution. The equations to be solved are essentially the same


as those derived in the basic development, except they are left in


terms of mass changes:


          1. Conservative Constituents


             AM.


             At^-Vj+l +qinJCl'nJ +QMCJ -qoutJCJ


(29)                     C.-C.+1             C.-C. ,
                   _r A ( J  J ' }  -F   A   ( J  J  }
                    W  L     ]   Ej-lAj-l(  L    }



          2. Carbonaceous Oxygen Demand (CBOD)


             AM.

                 = -Q.CBOD. , +qin.CBODin. +Q._,CBOD.  -qout.CBOD.
                     J    J'     J      \JJ'    J       J    \J
                         CBOD. -CBOD. .,            CBOD. -CBOD. ,
                   _p n /    J _ JtM _c   n   /    J _ J"1
(30)                EjAj(     L       J  Ej-l J-1(     L


                   -Kr CBOD.V,

                     L     J J
          3. Nitrogenous Oxygen Demand (NBOD)


             AM.
             -rr1 = -Q.NBOD. , +qin.NBODin. +Q. -.NBOD. -qout-NBOD.
             'it      J    J'"'     J      J   J~i    J      J    J



                         NBOD. -NBOD..,            NBOD. -NBOD. ,
 31 )               -E .A. (                      .




                   -K  NBOOjVj

                      J


           4. Dissolved Oxygen (DO)


              AM.

 (32)         -L , -Q.D0.+1 +Q._lD0. -qout.DOj H-qin.DOinj

-------
                          DO.-DO.  ,            DO-DO
                    _r A  /_J	111) _r   A   (_J	ill)
                      jjl   L      '  Lj-n-r   L     '


                    -Kr CBOD.V. -KM NBOD.V. +K9 (DOsat .-DO . )V .
                      ^,-     JJ    N-    J J   *-,•      J    JJ



                    +(P.-R.  -Sedmt.)As.CV -evap.DO.CF
                       J   \J        J   J        V  J


     The method of integrating these equations may be called a


modified Euler Predictor-Corrector Method [22]. A simplified example


of the method is:


          Given;
            let
                  A = Vl
           then,


                  Vl/2  =yn+

            and,


                  Vl  *  yn +IC f(Vl/2'Vl/2) + f(xn'yn) ]



     To demonstrate  how this procedure is done in the program,


consider the CBOD, NBOD and DO equations. In AUT0QD, CBOD and NBOD


must be solved for concurrently with DO to yield a solution.


          Given initial conditions CBOD0., NBOD0., and DO0, and  an
                                      J      J        J

          integration  step At;


          1. Compute initial constituent masses at each junction;


             cms0. = CBOD^V.
                 J       J J


             NMAS° = NBOD°-V.
                 w       \J J


             OMAS° = DOV
                 «J     J  tj


          2. Compute and  store mass slopes at time t;

-------
                                                           33
   ACMAS,
   •ft	^ = [equation (30)] = SC1


   ANNAS.
   -ft	^= [equation (31)] = SN]


   AONAS.
   ^—J- = [equation (32)] = S01
3. Compute new junction concentrations at time t + At/2;



   CBOD!1/2 = [SC,(At/2) + CMAS?] / V.
       J         '              J     J
   NBODt1/2 = [SN,(At/2) + NMAS?] / V.
       J         I              J     J



     D0+1/2 = [SO,(At/2) + OMAS°] / V.
       J         I              J     J


4. Using concentrations computed in step 3, compute new mass


   slopes;


   SC2, SN2, and S02



5. Average mass slopes at times t and t + At/2;


   SC = [SC] + SC2] / 2


   SN = [SN1 + SN2] / 2


   SO = [S01 + S02] / 2


6. Compute new masses and concentrations at time t + At;



   CMAS1. = CMAS° + SCAt
       J       J



   NMAS1. = NMAS? + SNAt
       J       J



   OMAs! = DMAS? + SOAt
       J       J



   CBOD1. = CMAS1. / V.
       J       J    J

-------
             NBOD! = NMAs1. / v.                                       34
                 J       J    J



               DO] = DMAS1. / V.
                 J       J    J


          7. Return to step 2, and repeat until run is complete.


     The integration  method is the same as the above for all the


constituents.


     As with many integration schemes the problem of instability


can arise.  The time step (At) is the most sensitive parameter in the


solution. A time step that is too small will increase the operation


cost and also increase numerical mixing. One that is too large will


result in instabilities in the solution. The most stable time step to


use is;



(33)      At * [ L/u ]m1n1imjra



          where; At = time step (sees)


                  L = channel length (ft)


                  u = channel velocity  (tidal in estuaries and net in


                      free flowing streams) (ft/sec)


The time step as determined above will not necessarily be the same for


all channels.


     The program will compute its own time step based on the above equation


The user may bypass this option and specify the time interval if desired.


In some cases, the user may have to experiment to find the best time


step.

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                                                                     35

APPENDIX A

AUT0SS - PROGRAM DESCRIPTION/OPERATING INSTRUCTIONS

GENERAL:
     Program AUT0SS is written in ANSI FORTRAN and has been success-
fully run on the IBM 370 operating system (NIH - Bethesda, Maryland).
The program requires no input/output devices other than a card reader
and line printer.  The read and write unit numbers are presently set
at 1 and 6 respectively.  These are variable and may be easily changed
(see program listing—Main program, variables NRD & NWR).  Machine
storage requirement is 105K.   A typical  running time is 1.1  sees.
(compute time) per steady state solution with 150 sections.   These
times and their respective costs will vary with the computer used  and
the network used.
     The program is written in a modular framework.  This type of
program construction is easy to understand and facilitates changes.
The user has a wide degree of flexibility in the use of the  program  because
of its construction and the input setup.  It is possible to  make multi-
problem solutions within the same computer run.

PROGRAM LOGIC:
     The program is controlled by the use of "program control  cards".
These cards are read as input and consist of a word code, starting in
column 1, punched on the card.  Each control card causes the program
to execute some function.   Usually data  cards follow each program

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                                                                    36

control card.  The program control  cards and their respective functions

are as follows:
     Program Control  Card
      (Columns 1  thru 4)


          DATA
          FL0W
          CB0D
          NB0D
          D0
          HALT
          Any four letter
          word except one
          of the above
              Function
Directs the program to read in or replace
existing physical  data.   Data cards follow.

Directs the program to read in flow data,
and compute flow related physical constants.
Data cards follow.

Directs the program to read inflow CBJ9D and
then to compute the steady state CB0D con-
centrations.  Data cards follow.

Directs the program to read inflow NB0D and
then compute the steady state concentrations.
Data cards follow.

Directs the program to read inflow Dj9 and
then compute the steady state concentrations
based on the previously run CB0D and NB0D
concentrations (if any).  Data cards follow.

Tells the program the run is complete.
Program terminates.  No data cards follow.

The program assumes this is the name of a
conservative constituent.  The program
reads the inflow concentrations and then
computes the steady state concentrations.
Data cards follow.
     These cards are the basis for the program operation.  Through their

proper use it is possible to run any number of problems under any number

of different conditions within one computer run.  Following is a flow

chart showing how these cards are handled in the program:

-------
               AUT0SS - GENERAL FLOW CHART
                                                                37
Read Program
Control
Card
                   Yes
                                           (Program"\
                                           Terminates/
                   Yes
        No
Read Data
Code Card
                        *
                                                 No
                                           Read  in

                                           Data

-------
     AUT0SS - GENERAL FLOW CHART (Continued)
                                        38
No
Mo
No
Read in
Flow Data
            Read
            Inflow
            CB0D

            Compute
            Solution
 Read
 Inflow
 NB0D

             Compute

             Solution
Print  out\_/7\

 Flows   \     V-X
                  Print  out
                   Solution
               
-------
             AUT0SS - GENERAL FLOW CHART (Continued)
                                          39
                   Read
                   Inflow
                   D0
                   Compute
                   Solution
                  Print out

                    Solution"*   ^"
Read inflow
Conservative
Constituent
Concentrations
Compute

Solution
Print out
  Solution

-------

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                                                                    40
DATA DESCRIPTION
     The data for AUT0SS are all referenced to river miles (statute).
The channel section being modelled is described by a beginning down-
stream and ending upstream mile.  The input data for the program is
divided into physical  data and computational data.  For physical data
the values are read in (at river mile X, the parameter has a value Y)
and are interpolated to assign values over the entire river section.
If a parameter is constant over the river section only one value at
any river mile need be read in.  Computational data input values are
also referenced to river miles.  However, they are not interpolated
since they are considered point values.   The program may move them
slightly or in some cases combine them to conform to the channel-
junction concept used in the model.  It is important to keep in mind
that input data will be interpolated linearly between points, and
sufficient physical data points should be entered to adequately define
the channel geometry.
     The physical data associated with the stream and/or estuary being
modelled can be assembled without regard to the starting mile and
ending mile that define the section.  A data deck describing an entire
river length may be prepared and used in AUT0SS even if only very
small  portions are to be studied in any particular run.
Physical Data:
     The following is a list of the parameters that may be entered.
These values are entered under the program control card "DATA":
          1.  Al, A2 and A3:  The coefficients for the depth of flow
              equation (d=aiQ32 + a3).  They may take on different

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                                                          41
    meanings depending on the nature of the  channel  being
    modelled.  (See model development.)
2.  Width (ft):   The channel  width.   Width is  assumed  to
    be independent of depth.   Average widths for  the flow
    condition to be run should be entered.   For  instance,
    in the case  of estuaries  one would usually enter the
    width at mean tide level.
3.  Tidal Velocities (ft/sec):  The  average  tidal velocity
    (regardless  of direction).  These values are  usually
    only entered in the case  of estuaries.   If a  fall  line
    is specified, the program sets the tidal velocities to
    zero above that point, regardless of what  is  entered.
    Velocities are used only  to compute the  reaeration rates
    (if that option is selected).  If no tidal velocities
    are specified, or they are zero, the net velocity  is
    computed in  the flow computations.
4.  Water Temperatures (C°):   The average water  temperatures
    for the condition being run.  If no values are  entered,
    the temperature is assigned a constant value  of 20°C.
    Water temperatures are used to adjust the  various  rates
    and to compute the saturation dissolved  oxygen  concen-
    trations (if that option  is selected).
5.  Evaporation  - Rainfall (in/month):  The  net  (evaporation
    rainfall) for the period  being modelled.  A  rainfall  is
    negative, while an evaporation is positive.

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                                                          42





6.  (Photosynthesis - Respiration Rate) (gr.02/m2/day):



    This represents the net production or usage of dissolved



    oxygen by biological activity, (excluding CB0D, NB0D,



    and sediment demand).  Many meanings can be attached to



    this value.  For instance, it may represent algal  decay



    downstream from a bloom.  This value represents a  24-hr.



    average and is not temperature corrected.



7.  Oxygen Uptake of Sediments (gr.02/m2/day):  The net usage rate



    of oxygen by the sediments.  It may also be used to  repre-



    sent a non-point source oxygen demand.   This value is  not



    temperature corrected.



8.  Dispersion Coefficients (ft2/sec):  One of the most



    important parameters in estuaries.  Tidal mixing is



    represented with this term since net flows are used.  In



    tidal  bodies it may have values as high as 6000 (ft2/sec).



    In free flowing systems it is generally much lower,



    100 (ft2/sec).  These values are determined by the  user.



9.  CB0D Decay Rates (I/day):   The first stage (carbonaceous)



    BOD decay rate or deoxygenation rate.   The program assumes



    the value entered is for 20°C, and the  rate is corrected



    to the specified temperatures according to the equation:



    K@T=(K @2p°C)(1.047)(T'2°).   Note that if no value  is
     \*     \+


    entered for temperature the entered K  rates will  remain
                                         \+


    unchanged because temperature defaults  to 20°C.  If  it



    is desired to change the temperature during a run  and

-------
                                                           43
     correspondingly change the rates,  it is  necessary to
     enter both temperature and the rate again.
10.   NB0D Decay Rate (I/day):   The second stage  (nitrogenous)
     BOD decay rate or deoxygenation rate.   It is handled the
     same way as the CB0D rate except its temperature correc-
     tion equation is given as:
     (Kn(aT°C)=(Kn(3200C)(1.017)(T"20)
11.   Reaeration Rate (I/day):   This term represents the atmos-
     pheric reaeration rate.  It is handled  the  same way as
     the CB0D and NB0D decay rates except its temperature
     correction equation is given as:
     (K2G>T0C) = (Kz®20cC)(l .024) (T"20).
     The user may choose to have this rate computed by the
     Dobbin's-0'Connor formula.  If this rate is to be computed
     in the program and it is desired to change  the temperature
     and correspondingly the computed rate,  it is necessary to
     enter the flow condition again as well  as the temperature.
12.   Oxygen Saturation Concentration (ppm):   The saturation
     concentration of oxygen for the conditions  being run.   An
     option is available to have this computed by the equation:
     DO   =14.62-0.367T+0.0045T2
       sa u
     where T is the temperature (°C)
13.   Initial  Dissolved Oxygen (ppm):  The initial estimate of
     the DO concentrations.  It is not necessary to have values
     here to obtain a solution, but reasonable initial estimates

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                                                                    44
              will allow the solution to converge more rapidly.
         14.  Initial CB0D Concentrations (ppm).
         15.  Initial NB0D Concentrations (ppm).
         16.  Initial Conservative Constituent Concentrations (ppm).
              The program will  only handle one set of initial concen-
              trations for a conservative parameter at one time.   If
              more than one conservative constituent is to be run it
              will be necessary to enter initial  concentrations  for
              each constituent successively.   If  this is not done the
              initial concentrations will remain  the same (a possible
              alternative in some cases).
     Some parameters are computed on the basis of the above inputs.
Junction surface areas are computed using the width input and section
lengths.  When the flows are entered the depths and velocities (for
non-tidal areas) are computed as well as cross-sectional areas,  junction
volumes and reaeration coefficient (when the  compute option is used).
Compu ta t i o na1  Da ta:
     Under this category the following data are read in:
          1.  Inflows and flow diversions (cfs).
          2.  Inflow concentrations (input concentrations)
              of the particular constituent to be run (ppm).
          3.  Boundary conditions (constituent concentrations
              at fixed points)(ppm).

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                                                                    45
Network Data:
     The data  required to establish the computational  network
(channels and  junctions) is as follows:
          1.  Starting river mile.
          2.  Ending river mile.
          3.  River mile of fall  line.
          4.  Number of sections.
     The fall  line is the point above which there is little or no tidal
action.  When  an estuary is being  modelled the fall  line will  be at or
above the ending river mile, otherwise the tidal  velocities which are
entered will be zeroed above it.   When a combination of an  estuarine
and a free flowing system is being modelled the fall line will lie
somewhere in between the starting  and ending mile.   When a  free flowing
system is being modelled the fall  line will  be at the starting mile or
below it (See  Figure Al).  The fall line is important since entered
tidal velocities will take precedence over the computed net velocities
downstream of  the fall line.  Since velocities are only used in the
reaeration rate computation, if the reaeration rate is entered rather
than computed  it is unimportant where the fall line is placed.
     The starting and ending river miles of the section being  modelled
are self explanatory.  The number  of sections determines the number of
channels and junctions in the network.  The maximum number  of  sections
as programmed  is 249.  The length  of the segment is divided by the
number of sections.  The points along the channel separated by this
length represent the midpoints of the junctions.   Thus if 10 sections
are specified there will be 11 junctions and 10 channels in the network.

-------
                  FIGURE Al
                                                                   46
                  ESTUARY ONLY
                                                             Startinq Mile
                  COMBINED STREAM/ESTUARY
Ending Mile
      Fall Line
                             Starting Mile
                  STREAM ONLY
Ending Mile
Starting
Mile
Fall  Line

-------

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                                                                   47
ENTERING DATA

     All data is entered under the direction of a program control  card

except the run title and network data.   Before any variables are

entered or computed they are set to default values.   It should  also

be noted that once a variable is entered or computed it will retain

that value until it  is re-entered or recomputed, except CB0D and NB0D

which are zeroed after each DO run.

  I.  Run Title Card

          1.  The first card of the data deck.   On this card is

              punched a title or description of the run being made.

              (Cols. 1-80)

 II.  Network Card

          1.  The second card of the data deck.  Its format is:

               Starting River Mile - cols.  1-10, include a
                                     decimal  point

               Ending River Mile   - cols. 11-20, include a
                                     decimal  point

               Mile of Fall Line   - cols. 21-30, include a
                                     decimal  point

               No. of Sections     - cols. 31-40 (Right hand
                                     justify),  no decimal  point

III.  Entering Physical  Data

          1.  The program control card  DATA precedes the data cards.

          2.  The next card will contain the type of data (see  data

              codes) being entered and  the number of cards to be

              entered with this data.  The format for this card is:

-------
                                                                  48

                   Data  code  -  starting  in col.  1  (Left hand justify)

                   No. of  data  points  -  cols  12-15  (Right  hand justify,
                                        no decimal  point)

         3.   Next are the  actual data  cards;  there  has to  be exactly

             the number  of cards as  specified  on the data  code card.

             The format  for these  cards  is:

                   Card  no.                 -  cols.   1- 5  (Right  hand
                                              justify, no  decimal  point)

                   River mile of            -  cols.  11-20  (include a
                   data  point                 decimal point)

                   Parameter  value         -  cols.  21-30  (include a
                                              decimal point)

         4.   If other physical  data  are  to be entered repeat steps

             2 and 3. There  is no required order  for entering physical

             data.  If no  other physical  data  is to be entered, a  card

             with the word STJ0P punched  in the first 4 columns, is

             placed in the deck.

IV.   Entering Computational Data

    A.   Flows

         1.   The program control card  FL0W precedes the data cards.

         2.   Next are the  data  cards in  the following format:

                   River mile of data  point - cols.  11-20  (include a
                                              decimal point)

                   Inflow  (cfs)            -  cols.  21-30  (include a
                                              decimal point)

                   Diversion  (cfs)         - cols.  31-40  (include a
                                              decimal point

         3.   After the data cards, a card with STJ3P punched  in the

             first 4 columns  is placed in the deck.

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                                                              49
B.  Carbonaceous Oxygen Demand (CB(3D)

     1.  The program control  card CB0D precedes the  data  cards.

     2.  Next are the data cards in the following format:

         Note:  If it is desired to fix (establish a boundary

                condition) the concentration of a point,  the

                word FIXED is punched  in the first 5 columns

                of that data  card, otherwise these columns

                are left blank.

         River mile of data point - cols.  11-20 (include  a
                                    decimal  point)

         Inflow at data point     - cols.  21-30 (include  a
                                    decimal  point)

         Inflow concentration     - cols.  31-40 (include  a
                                    decimal  point)

         Fixed concentration       - cols.  41-50 (include  a
         at data point (if          decimal  point)
         desired)

     3.  After all data cards are entered  a  card with ST0P  punched

         in the first 4 columns is placed  in the deck.

         Note:  If the river  concentration at a point other than

                an inflow point is to  be fixed the corresponding

                inflow simply has a value  of zero at that point.

C.  Nitrogenous Oxygen Demand (NB00)

     1.  The program control  card NB0D precedes the  data  cards.

     2.  Next are the data cards, the  format and procedure  are

         the same as for CB0D.

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                                                                   50

     D.  Dissolved Oxygen (D0)
          1.  The program control  card D0 precedes the data cards.
          2.  Next are the data cards, the format and procedure is
              the same as for CB0D.
     E.  Conservative constituents
          1.  The program control  card with the constituent name
              precedes the data card.
          2.  Next are the data cards, the format and procedure
              is the same as for CB0D.
After all the data has been entered  the HALT program control  card is
placed in the deck.
OUTPUT DESCRIPTION
     The output for AUT0SS is controlled by the program control cards.
The output is referenced to river miles as well as channel  or junction
numbers, depending on the variables.
     The first output in a run is the  title and a listing of the
general network data.  Included is the run title, mile of upstream
end, mile of downstream end, mile of fall line, and the number of
sections.
     Each time physical data is entered  the data is printed out
under the heading "Estuary/Stream Data",
     When a flow condition is entered  two groups of information are
printed.  Under the heading "Depth or  Velocity Dependent Variables"
are printed:

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                                                                   51
          1.  Cross-sectional  areas
          2.  Channel depths
          3.  Channel velocities (tidal  or net)
          4.  Junction volumes
          5.  Computed reaeration rates  (if this option was chosen)
     Under the heading "Steady State Flow Conditions" the inflows,
diversions, and channel flows are printed.  Channel  flows may have
a negative sign due to the sign convention used.  Again, a flow
from upstream to downstream is defined as negative.
     When a constituent control card is  encountered, two other groups
are printed.  Under the heading of "Steady State (Constituent Name)
Input Values" the inflow concentrations  are printed.  Under the
heading of the program title card and the constituent name, the steady
state concentrations are printed and a graph of the concentrations versus
river mile is plotted.
     In addition to the regular output just discussed, there are a
number of error statements the program may issue.   These are printed
only if mistakes were made in entering data.  They are:
          1.  DATA CODE (	) DOES NOT EXIST - PROGRAM TERMINATES
              This can occur when inputing physical  data.  An undefined
              data code has been entered, the program terminates.
              User action: Correct mispunched card or misordered deck.
          2.  AN INFLOW WAS READ IN AT JUNCTION ( —) (RIVER MILE XX.XX)
              IN THE QUALITY INPUT, BUT NOT IN THE HYDRAULIC INPUT,
              PROGRAM TERMINATES.

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                                                        52
    This message is self explanatory.
    User action: Check inflows and  quality inputs  for
    correspondence and correct errors.
3.  ZERO DIVIDE AT JUNCTION ( —)
    A divisor formed in the steady  state equations is
    zero.  This occurs when insufficient data  has  been
    entered or the flow solution has  determined  that a
    junction has no flow entering or  leaving and
    dispersion in the surrounding channels is  zero and
    the decay rate or volume is zero.
    User action: Check run data for completeness.
4.  ZERO DIVISOR IN (Constituent Name)  SOLUTION  MATRIX  -
    PROGRAM TERMINATES
    This follows message 3 and tells  you which constituent
    has the zero.
    User action: see #3.
5.  ZERO AREA IN CHANNEL (	)
    DEPTH OR NIDTH IS ZERO PROGRAM  TERMINATES
    This error occurs when the channel  cross-sectional  area,
    as computed using width and depth of flow  is zero
    Channel widths have been entered  incorrectly or a
    channel flow was zero and  the A3  flow equation coefficient
    was also zero.
    User action: Check channel flows  and flow  equation
    coefficients.  Check that  widths  have been properly entered.

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                                                                    53
DATA CODE FOR PHYSICAL DATA
CODE (starting in col. 1)
Al
A2
A3 J
WIDTH
VEL0
EVAP
PH0T0

SEDI

DISP
CDECAY
NDECAY
REAER
SATD0
INITCB0D
INITNB0D
INITD0
INIT (4 letter word of
     conservative parameter)
C-SATD0

C-REAER
DATA TYPE
The coefficients for
the flow equation
Channel widths (ft)
Tidal velocities (ft/sec)
Net evaporation - rainfall (in/mo)
Net photosynthesis - respiration
rate (gr.02/m2/day)
Oxygen uptake rate of sediments
(gr.02/nr/day)
Dispersion coefficients (ft2/sec)
CBOD decay rate (I/day)
NBOD decay rate (I/day)
Reaeration rates (I/day)
Oxygen saturation concentration (ppm)
Initial CBOD concentrations (ppm)
Initial NBOD concentrations (ppm)
Initial DO concentrations (ppm)
Initial conservative concentrations (ppm)
Instructs the program to compute
saturation D0 concentrations,
no data cards follow
Instructs the program to compute
the reaeration rates, no data
cards follow

-------
                                                                    54
 RUNNING TIPS
      The purpose of this section is to bring together and clarify the
 operating procedure for AUT0SS.  The example presented at the end of
 this appendix should also serve to clarify any remaining questions.
      As already stated, the program control cards direct the program
 to do some function.  Generally these cards act independently of each
 other; however, some general rules should be followed:
      1.  DATA should be the first control card in the deck.  This is
          because the other control cards (except HALT) use physical
          data of some kind in their respective functions.  DATA may
          be called again later in the deck to either add or replace
          physical data.
      2.  FLOW should be the second control  card.  This is because the
          quality control cards use flows and values computed using
          flow in their functions.
      3.  CB0D and/or NB0D should be run before D0 if it is desired
          to consider their effects on the D(3 budget.  If only CB0D or
          NB0D are to be considered only that constituent would be run
          before D0.
      4.  Subject to the above general rules the control cards may be
          arranged in any desired order to yield the desired solution(s)
A general example of the control and setup is given below to demonstrate
these principles (see the end of this appendix for a specific example
problem).

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                                                                     55
Problem Statement:

     Run_TDS, CB0D and D0 under flow condition 1,  then run  CB0D,  NB0D

and D0 under flow condition 2, then change the water temperatures (and,

correspondingly, the decay rates) and run CB0D, NB0D and  D0 under flow

condition 3.

               The arrangement of the control  cards would be:

Enter basic data - DATA - enter original  physical data

                /^FLOW - enter flow condition  1
Solution 1
Solution 2
Change basic
  data
Solution 3
 TDS   - enter inflow TDS and boundary conditions -
        compute solution

 CB0D  - enter inflow CB0D and boundary conditions -
        compute solution

 D0    - enter inflow D0 and boundary conditions -
        compute solution

 'FLOW  - enter flow condition 2

 CB0D  - enter inflow CB0D (these may be different than
                          the first time)

 NB0D  - enter inflow NB0D

       - enter inflow D0

-DATA  - enter new temperature and also enter decay rates
        and all other temperature dependent variables

 FLOW  - enter flow condition 3

 CB00  - enter inflow CB0D

 NB0D  - enter inflow NB0D

 D0    - enter inflow D0

 HALT

-------
                      AUT0SS  VARIABLE  GLOSSARY
                                56
Variable
  A(N)
  A2(N)
  A3(N)J
  ALPHA (J,K)
  AS(J)
  C(J)

  CB0D(J)
  CB0DI(J)

  CIN(J)

  CS(J)

  DECAY(L)

  DELMAX
  DEPTH(N)
  DK1(J)
  DK2(J)
  D0S(J)
  DVD(J)

  EVAP(J)

  IPLT(I)
                Definition
cross-sectional  area of channel  N
flow equation coefficients  at
channel N
K=l,3 elements of solution matrix
for junction J
surface area of junction J
concentration at junction J, not
associated with a particular parameter
CB0D concentration at junction J
initial CB0D concentration at
junction J
input concentration at junction J, not
associated with a particular parameter
initial conservative concentration at
junction J
temporary storage variable used in
computations
closure criteria for solution matrix
depth of channel N
CB0D decay rate at junction J
NB0D decay rate at junction J
oxygen saturation at junction J
divisor in solution matrix for
junction J
net evaporation - rainfall at
junction J
temporary storage variable used in
computations and output routines

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                                                                  57
RMFR
RMO(J)
RMUP

RN(!)

SEDMT(J)

TEMP(J)
V(N)
V0L(J)
WIDTH(N)
X(D

XLEN
XMIL
XN0D(J)
XN0DI(J)

Y(D

Z(N)
river mile of fall  line
river mile of junction J
river mile of upstream end of
segment
temporary storage variable used
in computations and output routines
sediment oxygen uptake rate at
junction J
temperature at junction J
velocity at channel N
volume of junction J
width of channel N
temporary storage variable used in
computations and output routines
channel length in feet
channel length in miles
MB0D concentration at junction J
initial NB0D concentration at
junction J
temporary storage variables used in
computations and output routines
dispersion coefficient for channel N

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                                                                   58
SUBROUTINE DESCRIPTIONS
     Following is a brief description of each subroutine in AUT0SS.
MAIN BRANCH:  The main program.   Its primary function is to direct
program functions and print out the heading.  The basic  network data
is read in here.
SETUP:  Two things are done in this subroutine.   The network of channels
and junctions is established, and arrays are set to their respective
default values.
NETDAT:  This is one of the most important routines in the program.
All data (except flow and quality data) is read  in here.  The data is
read and interpolated over the entire network, and values are assigned
to the channels or junctions.
FL0WS:  The flow inputs are read.  Once read, the flow inputs (or outflows)
are distributed through the network.
FL0CMP:  Called from FL0WS.  The depths of flow  and channel velocities  are
computed.  Tidal velocities, if specified, take  precedence over velocities
computed.  Once depths of flows are computed, the various physical para-
meters, depending on depth, are computed.  (Cross-sectional areas, junction
volumes, depths, velocities).  In addition reaeration rates are computed
if this option is specified.
QUALIN:  The quality inputs are read in.  Once read in the inputs are
assigned the proper junction.  If more than one  input is read in for  a
junction, they are balanced according to their respective flows and
concentrations.  According to the equations:  qin=zq  and  cin=-^—, it is
                                                             Eq
also possible to fix mile points at a specified  concentration.

-------
                                                                   59
QALCMP:  The elements of the quality matrix are determined.   CB0D,
NB0D and conservative parameters are done.
D0CMP:   The elements of the quality matrix  for dissolved  oxygen  are
determined here.
S0LVEX:  The quality matrix is solved by the Gauss-Side!  iteration
method  with a relaxation factor.  The maximum number of iterations
is assigned as 1000 with a closing criteria of 0.001   ppm and a  relax-
ation coefficient of 1.00 (These may be changed if desired).
INTER:   Called from NETDAT.  The routine arranges an array of input
data in order according to river mile and assigns data values for
each junction or channel.
TABU:  Called from INTER.  TABU performs a  linear interpolation  to
obtain  a data value at a specified point.
0UTG0:   An output routine.  It prints out data in tabular form.
DIVCK:   Checks for zero divisors in the quality matrix.  If a zero
divisor is found, the error message is printed out and the program
terminates.
JKFND:   Determines the junction number for  a corresponding river mile.
QAL0UT:  An output routine for quality data.  A heading is printed
followed by the data listing.
GRAPH:   Constructs and prints a graph of the quality solution.   It  is
called  from QAL0UT.

-------
                                                                   60
PROGRAM LISTING:



Following is a listing of program AUT0SS:

-------
                                MAIN PROGRAM

                                                                                          61
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-------
                                  MAIN PROGRAM  (Con't.)
                                                                                             62
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-------
                             MAIN  PROGRAM  (Con't.)


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-------
                            MAIN  PROGRAM  (Con't.)


                                                                                     64
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-------
                                  SUBROUTINE  SETUP
                                                                                                 65
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-------
                           SUBROUTINE SETUP  (Con't.)
                                                                               66
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-------
                                 SUBROUTINE  NETDAT



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-------
SUBROUTINE NETDAT (Con't.)
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-------
                           SUBROUTINE  FL0CMP  (Con't.)

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-------
SUBROUTINE QALCMP (Con't.)
                                         81




















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-------
                            SUBROUTINE  D0CMP
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-------
SUBROUTINE D0CMP (Con1.)




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-------
                             SUBROUTINE  S0LVEX


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-------
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   EXAMPLE PROBLEM
   Given the following river/estuary
                                                                     95
                           ,500  cfs
5000 cfs
        mile 100.0     mile  75.0
mile 50.0
mile 0.0
  and the following information:
       1.  Number of sections = 49
       2.  Fall line at mile 50.0
       3.  Width at mile  0.0 = 10,000.0 ft
           Width at mile 40.0 =  5,000.0 ft
       4.  Dispersion coeff. at mile    0.0 = 5,000.0 ft2/sec
           Dispersion coeff. at mile   50.0 =   100.0 ft2/sec
           Dispersion coeff. at mile  100.0 =    50.0 ft2/sec
       5.  Tidal velocities =1.5 ft/sec
       6.  Temperature = 25.0 °C
       7.  Evaporation - rainfall = 0,0 in/mo
       8.  Photosynthesis - respiration rate @ mile   0.0 = 1.5 gr 02/m2/day
           Photosynthesis - respiration rate @ mile  50.0 = 0.5 gr 02/m2/day
           Photosynthesis - respiration rate @ mile 100.0 = 0.0 gr 02/m2/day
       9.  CB0D decay rate = 0.23 at 20 °C
      10.  NB0D decay rate = 0.12 at 20 °C

-------
                                                                  96
11.  Sediment oxygen uptake rate  at  mile   0.0  =  1.0  gr  02/m2/day
     Sediment oxygen uptake rate  at  mile  50.0  =  0.5  gr  02/m2/day
     Sediment oxygen uptake rate  at  mile  75.0  =  1.0  gr  02/m2/day
     Sediment oxygen uptake rate  at  mile  80.0  =  0.0  gr  02/m2/day
12.  Al  at mile 100.0 =  0.02
     Al  at mile  51.0 =  0.05
     Al  at mile  50.0 =  0.0
13.  A2 at mile 100.0 =  0.6
     A2 at mile  51.0 =  0.6
     A2 at mile  50.0 =  0.0
14.  A3 at mile 100.0 =  0.0
     A3 at mile  51.0 =  0.0
     A3 at mile  50.0 = 15.0
PROBLEM STATEMENT
Run TDS (conservative) with mile  0.0 fixed at  20,000.0  ppm and the
above conditions.  Then, using computed reaeration rates and the
following inputs:
     Mile 100.0 (5000 cfs)    CB0D =   6.0  ppm
                             NB0D =   6.0  ppm
                             D0   =   6.0  ppm
     Mile  75.0 ( 500 cfs)    CB0D =  20.0  ppm
                             NB)BD =  20.0  ppm
                             D0   =   2.0  ppm
run CB0D, NB0D and D0.

-------
                                                                    97
     Next, run IDS with the flow at mile 100.0  changed  to  1000.0 cfs
and the same downstream boundary condition.   Initial  concentrations
are assigned as follows:
     CB0D and NB0D    =      3.0 ppm
     D0               =      7.0 ppm
     IDS at mile  0.0 = 20,000.0 ppm
                 50.0 =    100.0 ppm
The data deck for this problem follows:

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                                                                102
Several things should be noted:
     1.  CDECAY and NDECAY are entered after temperature.   Had they
been entered before the temperature, they would not be corrected since
the temperature would have had its default value (20°C) at that time.
     2.  The order of entering physical data makes no difference except
temperature dependent values should be entered after the temperature.
     3.  When a value is constant over the entire section, only one
value need be entered - at any river mile.
     4.  CB0D and NC0D were run before D0, because the D0 solution
uses the CB0D and NB0D solutions.
This problem was run on the IBM 370 system at the National Institutes
of Health facilities at Bethesda, Maryland.  The total time was 4.39
seconds (excluding compile time) at a cost of $6.62 (excluding compile
cost).
The output for this problem follows:

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                                                                133


APPENDIX B


AUT0QD - PROGRAM DESCRIPTION/OPERATING INSTRUCTIONS


GENERAL

     AUT0QD and AUT0SS are very similar in their construction and

their method of use.  Only the main differences in operating procedure

will be discussed.  The reader should read the AUT0SS operating instruc-

tions first.  The main differences in the operation of the models  lie

in the entering of computational  data.

     AUT0QD is written in the same language as AUT0SS and requires

the same input/output devices.  Machine storage requirement is 115K.

Typical running time is 0.15 second (compute time) per day of simu-

lation for a 150 section network.  These times will  vary depending on

the computer used, the network used, the constituents being modelled,

and the integration step.


PROGRAM LOGIC:

     AUT0QD is also controlled by "program control cards".  Their  format

is the same as in AUT0SS.  The program control cards and their respective

functions are:

     Program Control Card                       Function
     (Cols. 1 thru 4)

           DATA                       Same as AUT0SS

           FL0W                       Same as AUT0SS

           CB0D                       Directs the program to read  in
                                      the input CB0D values and then
                                      compute CB0D for the specified
                                      period.  Data cards follow

-------
                                                                134
     Program Control  Card                          Function
     (Cols. 1 thru 4)

            NB0D                      Directs the program to  read  the
                                      input NB0D values  and compute
                                      NBjOD for the specified  period.
                                      Data cards follow.

            D0                        Directs the program to  read  input
                                      CB0D, NB0D and  D0  values  and then
                                      compute CB0D, NB0D and  D0 for the
                                      specified period.   This is differ-
                                      ent from AUT0SS, because  CB0D and
                                      NB0D are done simultaneously with
                                      D0.  Data cards follow.

            HALT                      Same as AUT0SS

     Any 4-letter word                The program assumes this  is  the
     except the above                 name of a conservative  parameter.
                                      Input values are read,  and the
                                      concentrations  are computed  for
                                      the specified period.

DATA DESCRIPTION

     The data for AUT0QD have the same characteristics as the data for

AUT0SS.  The physical and network data is identical for  both  programs.

The computational data is the same except additional  information is

needed for time keeping:

     1.  Beginning and Ending data of period (day-month-year),  e.g.

         (1-10-1971).

     2.  Print period (days):  This number specifies the number of days

         between quality print outs.  If a period consists of 50 days

         and the solution is to be printed every 5 days, the  print

         period would be 5.  If the print period is omitted the program

         will assign a value of 1 day.

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                                                                135

     3.  Integration time step (hours):   This is the integration step
         used in the program.  It must be less than or equal  to 24
         and an even divisor of 24.   If  no value is entered the program
         will compute its own time step.   (See model development,  AUT0QD
         solution.)
     The meaning of initial  concentrations changes slightly in AUT0QD
In AUTpQD they are considered as starting concentrations.   Since
continuous simulation can be done with AUT0QD the starting concentra-
tions are updated every integration  step (time step).  Concentrations
at the end of one period become the  starting concentrations for next
period.
ENTERING DATA
     Data is entered under the direction of a program control  card,
except the run title and network data.  As in AUTJ9SS variables are
zeroed or set to default values before data is entered or  computed.
       I.  Run title card
               Same as AUT0SS
      II.  Network card
               Same as AUT0SS
     III.  Entering physical data
               Same as AUT0SS
      IV.  Entering computational data
           A.  Flows
               1.  The program control card FL0W precedes  the data
                   cards.

-------
                                                            136

     2.   Immediately after  the  program control card  is the  timing
         card  which specifies the  dates  of  the flow  period  to  be
         entered:
         Beginning month  number:   cols.   1- 2  (right hand justify,
         (1-12)                               no decimal point)
         Beginning day number   :   cols.   4-5  (right hand justify,
                                             no decimal point)
         Beginning year        :   cols.   7-10
         Ending month number    :   cols.  16-17  (right hand justify,
                                             no decimal point)
         Ending day number      :   cols.  19-20  (right hand justify,
                                             no decimal point
         Ending year           :   cols.  22-25
     3.   Next  are  the data  cards  in  the  following  format:
         River mile of data point:   cols. 11-20  (include a  decimal
                                               point)
         Inflow  (cfs)            :   cols. 21-30  (include a  decimal
                                               point)
         Diversion (cfs)          :   cols. 31-40  (include a  decimal
                                               point)
     4.   After the data cards a card with ST0P punched in the  first
         4 columns is placed  in the  deck.
B.   CB0D
     1.   The program control  card  CB0D precedes the  data cards.
     2.   Immediately  after the program  control card is a card
         which specifies  the  dates of the period,  the pm'nt
         interval, and the  integration step (optional):

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                                                      137
    Beginning month number


    Beginning day number


    Beginning year


    Ending month number


    Ending day number


    Ending year

    Print interval
    (optional)

    Integration step
    (optional)
cols.  1-2 (right hand justify,
            no decimal  point)

cols.  4- 5 (right hand justify,
            no decimal  point)

cols.  7-10 (right hand justify,
            no decimal  point)

cols. 16-17 (right hand justify,
            no decimal  point)

cols. 19-20 (right hand justify,
            no decimal  point)

cols. 22-25

cols. 31-35 (right hand justify,
            no decimal  point)
              »
cols. 41-50 (include a  decimal
            point)
3.  Next are the data cards in the following format:

        (Note:  If it is desired to fix (establish  a  boundary
        condition) the concentration of a point, the word
        FIXED is punched in the first 5 columns of that data
        card; otherwise, these columns are left blank.)

    River mile of data point:   cols. 11-20 (include  a decimal
                                           point)
    Inflow at data point
cols. 21-30 (include a decimal
            point)
    Inflow concentration at :   cols.  31-40 (include a  decimal
    data point                             point)
    Fixed concentration at
    data point (if FIXED
    option is chosen)
cols. 41-50 (include a decimal
            point)
    After all data cards are entered,  a card with ST0P punched

    in the first 4 columns is placed in the deck.

-------
                                                       138
NB0D
1.  The program control  card NB0D precedes  the  data  cards.
2.  The rest of the cards have the same format  as  CB0D.
Conservative constituents
1.  The program control  card with the constituent  name  on  it
    precedes the data cards.
2.  The rest of the cards have the same format  as  for CB0D.
D0
1.  The program control  card D0 precedes the  data  cards.
2.  The next card is the same as CB0D.
3.  Next are the data cards in the following  format:
     River mile of data  point
     Inflow at data point

     CB0D inflow concentration
     NB0D inflow concentration
     D0 inflow concentration
     CB0D fixed concentration
     (if desired)
     NB0D fixed concentration
     (if desired)
     D0 fixed concentration
     (if desired)
cols. 11-20 (include a decimal
            point)
cols. 21-30 (include a decimal
            point)
cols. 31-37 (include a decimal
            point)
cols. 38-44 (include a decimal
            point)
cols. 45-51 (include a decimal
            point)
cols. 52-58 (include a decimal
            point)
cols. 59-65 (include a decimal
            point)
cols. 66-72 (include a decimal
            point)
After all data cards are entered a card with ST0P punched in the
first 4 columns is placed in the deck.

-------
                                                                  139
After all the data has been entered the HALT program control  card  is
placed in the deck.
OUTPUT DESCRIPTION
     The output for AUT0QD is also controlled by the program  control
cards and is referenced to river miles as well  as to channels or junctions.
     The first items printed are a title and listing of the general net-
work data.  Included here is the run title,  mile of upstream  and downstream
end, mile of fall line, and the number of sections.
     Each time physical data is entered, it  is  printed  out under the
heading "Estuary/Stream Data".
     When a flow condition is entered two groups of information are
printed.  Under the heading "Depth or Velocity  Dependent Variables for  the
Flow Period Month, Day, Year thru Month, Day, Year", the following are
printed:
              1.  Cross-sectional Areas
              2.  Channel Depths
              3.  Channel Velocities
              4.  Junction Volumes
              5.  Computed Reaeration Rates  (if the compute option is used)
     Under the heading "Flow Conditions for  the Period  Month, Day, Year,
thru Month, Day, Year" the inflows, diversions  and channel flows are
printed.  The same sign convention is used as in AUT0SS.
     When a constituent control card is encountered, two other groups are
printed.  Under the heading (Constituent Name)  "Input Concentrations for
Month, Day, Year thru Month, Day, Year: the  input concentrations for the

-------
                                                                140
period are printed.  The solutions are printed under the heading of
the run title and (Constituent Name) "Concentrations for the Period
(Month, Day, Year) thru (Month, Day, Year)" at interval  specified.
     In addition to the regular output, error messages may be printed.
These are the same as AUT0SS except there are no zero divisor messages.
DATA CODES FOR PHYSICAL DATA
     Same as AUT0SS
RUNNING TIPS
     The same general rules apply to AUT0QD as in AUT0SS; however,
there are some differences due to the different types of solutions.
         1.   DATA should be the first control card for the same reasons
             as for AUT0SS
         2.   FL0W is the second control card.  The dates entered under
             the FL0W card have no computational significance; they are
             for the user's reference.  A flow condition will  continue
             to be used in the program until it is replaced.
         3.   CB0D and/or NB0D are run simultaneously with D0.   They can
             be run separately if desired, however, they will  have  no
             effect on the D(3 budget if they are.
         4.   The starting (initial) concentrations for a constituent
             are updated every integration step.
     A general example of control card setup is given below (see the end
of this appendix for a specific example problem)

-------
                                                                  141
PROBLEM STATEMENT
     Given flow condition 1, which represents flow from 1/01/72 to
2/01/72, and flow condition 2, which represents flow from 2/02/72 to
3/01/72.  Run TDS with 4 downstream boundary conditions (1/01/72-
1/15/72, 1/16/72-2/01/72, 2-02/72-2/15/72, 2-16/72-3/01/72)  print out
values every 2 days.  Run CB0D, NB0D and D0 with 4 different input
conditions (same dates as TDS) print solutions every day, and let the
program compute the time step.
The arrangement of the control cards would be:

               DATA  -  enter physical  data
             /^FL0W  -  (1/01/72 - 2/01/72)
    =«=
    c
    o
    O
    o
    3
    o
TDS   -  (1/01/72 - 1/15/72)  Print interval  = 2
D0    -  (1/01/72 - 1/15/72)  Print interval  = 1
TDS   -  (1/16/72 - 2/01/72)  Print interval  = 2
             __ D0    -  (1/16/72 - 2/01/72)   Print interval  =  1
    00        /^FL0W  -  (2/02/72 - 3/01/72)
    §        \  TDS   -  (2/02/72 - 2/15/72)   Print interval  =  2
    |       <  D0       (2/02/72 - 2/15/72)   Print interval  =  1
    °        I  TDS   -  (2/01/72 - 3/01/72)   Print interval  =  2
    II        VD0    -  (3/16/72 - 3/01/72)   Print interval  =  1
               HALT

-------
                                                                 142
                      AUT0QD VARIABLE GLOSSARY
Variable
  A (N)
              Definition
  CBDIN(J)

  CB0D(J)
  CIN(J)

  CS(J)

  DELT
  DELT2
  DELTD
  DK1(J)
  DK2(J)
  D0S(J)

  EVAP(J)

  IDAYB
  IDAYE
  IM0B
  IYRB
cross-sectional  area of channel
                                      flow equation  coefficients at
                                      channel  N
surface area of junction J
concentration at junction J,
can be any parameter
CB0D input concentration at
junction J
CB0D concentration at junction J
input concentration at junction J
can be any parameter
conservative constituent concen-
tration
timestep (sec.)
half timestep (sec.)
timestep (hrs.)
CB0D decay rate at junction J
NB0D decay rate at junction J
oxygen saturation concentration
at junction J
net evaporation minus rainfall
at junction J
beginning day
ending day
beginning month
beginning year

-------
                                                                 143
IYRB
IYRE
K2FL

LALPHA(K)
MFS(K.I)

NBEG
NC
NDAYS
NEND
NFS(K)
NO
N0JFX
NPRT
NQCYC
NRD
NSES
NWR
0XIN(J)

0XY(J)
PH0T0(J)

Q(N)
QIN(J)
Q0UT(J)
beginning year
ending year
flag to tell if reaeration rates
are to be computed
run title
Ith fixed parameter at Kth fixed
junction
period beginning day number
number of channels
number of days in a period
period ending day number
K   fixed junction number
number of junctions
number of fixed junctions
print interval
number of timesteps per day
card reader unit number
number of sections
line printer unit number
D0 input concentrations at
junction J
D0 concentration at junction J
photosynthesis minus respiration
rate at junction J
flow in channel N
inflow at junction J
diversion at junction J

-------
                                                                144
REAIR(J)

RMC(N)
RMDWN
RMFR
RMJ(J)
RMUP
SEDMT(J)

TEMP(J)
V(N)
VJOL(J)
WIDTH(N)
XCMAS(J)
XLEN
XMASS(J)
XMIL
XNDIN(J)

XNMAS(J)
XN0D(J)
X0MAS(J)
Z(N)
reaeration coefficient at
junction J
river mile of channel  N
downstream river mile
river mile of fall  line
river mile of junction J
upstream river mile
sediment uptake rate at
junction J
water temperature at junction J
velocity in channel N
volume of junction J
width of channel N
CB0D mass in junction  J
channel length in feet
constituent mass in junction J
channel length in miles
NB0D input concentration at
junction J
NB0D mass in junction  J
NB0D concentration at  junction J
D0 mass in junction J
dispersion coefficient in channel N

-------
                                                                  145
SUBROUTINE DESCRIPTIONS
Following is a brief description of each subroutine of AUT0QD
MAIN BRANCH
     Same as AUT0SS
SETUP
     Same as AUT0SS
NETDAT
     Same as AUT0SS
FL0WS
     Same as AUT0SS, except the dates of the period are also read  in
FL0CMP
     Same as AUT0SS
VAULIN
     The dates of the quality period, the print interval  and time  step
     (optional) are read.  In addition, the quality inputs are read
     and assigned to the proper junction.  D0 is not considered here.
     If more than one input is read in for a junction, they are combined
     according to their respective inflows and concentrations.   Junctions
     may also be fixed.  Conservative constituents, CB0D and NB0D, may
     be entered here.
VALCMP
     The quality equations are integrated over the period specified in
     VAULIN.  The concentrations are printed at the specified intervals
     (print interval).

-------
                                                                   146
CDERIV
     The quality derivatives  are  evaluated.   This  routine  is called
     from VALCMP.
VD0IN
     The period dates, print  interval  and  time  step are read, as  in
     VALCMP.  The input CB0D, NB0D  and D0  concentrations are read.
     The D0 title for this quality  output  is  printed.
VD0CP
     The CB0D, NB0D and D0 equations are integrated over the period
     specified in VD0IN, and  the  solutions are  printed at  the specified
     interval.
0DERIV
     The CB0D, NB0D and D0 derivatives are evaluated.
JKFND
     Same as AUT0SS
SERIAL
     Converts a date (month,  day, year) into  a  corresponding day
     number.
TABU
     Same as AUT0SS
INTER
     Same as AUT0SS
CALEN
     Converts a day number into a corresponding (month, day, year).
9UTGQ
     Same as AUT0SS

-------
                                                                  147
PROGRAM LISTING



Following is a listing of program AUT0QD:

-------
                                    MAIN  PROGRAM                                        148
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-------
                                        149
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                            SUBROUTINE  VAULIN (Con't.)

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-------
                           SUBROUTINE VAULIN  (Con't.)
                                                                                     169
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-------
                          SUBROUTINE  VALCMP

                                                                                  170
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-------
                          SUBROUTINE VALCMP  (Con't.)

                                                                            171
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-------
                      SUBROUTINE  VALCMP  (Con't.)

                                                                           172
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                         SUBROUTINE  CDERIV
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                           SUBROUTINE VD0IN

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-------
                                                                  190
AUT0QD EXAMPLE PROBLEM

The stream/estuary system used in the AUT0SS  example  is  used  for  this

example.  The input data is the same except for  the flow at mile  100.0

(River Flow) and the TDS (Total Dissolved  Solids)  boundary condition

at mile 0.0.

PROBLEM STATEMENT

Using the steady state values obtained in  the AUT0SS  example  problem

(5000 cfs at mile 100.0), as initial  values,  run the  same constituents

(TDS, CB0D, NB0D, D0) for a continuous 20  day period  (January 1-20, 1973)

using the following inflows and downstream TDS boundary  conditions:

     Jan.  1- 5   Flow @ mile 100.0  =  6000 cfs
                  TDS  @ mile   0.0  =  18000 ppm

     Jan.  6-10   Flow @ mile 100.0  =  8000 cfs
                  TDS  @ mile   0.0  =  15000 ppm

     Jan. 11-15   Flow @ mile 100.0  =  6000 cfs
                  TDS  I? mile   0.0  =  18000 ppm

     Jan. 16-20   Flow @ mile 100.0  =  5000 cfs
                  TDS  @ mile   0.0  =  20000 ppm

CBjftD, NB0D and D0 inflow concentrations will  remain the  same  for  the

entire period.  Have the program compute its  own time step and  print

out qualities every day.

The data deck for this example is as follows:

-------

-------

-------

-------

-------

-------
196

-------

-------
                                                                   198
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-------
199
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-------
                                                              265
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-------
                                                                  266
APPENDIX C
APPLICATION, CALIBRATION, VERIFICATION. AND SENSITIVITY
     In the past much effort was spent in the planning effort
evaluating alternative water qaulity management schemes.   It was
this type of analysis that stimulated the use and growth  of mathe-
matical techniques.  Little or no effort was spent determining the
reliability of the individual models in predicting absolutes.
     It was then considered that the ability of a model to reproduce
nature was secondary to its ability to predict differences between
alternatives consistently.  Considering the defined problems of that
time, it was certainly proper to take that viewpoint.
     Since that time, water quality standards have been introduced.
These standards are absolutes in terms of defined quantities of
that may be present in the receiving waters.  Plans and proposals must
now be weighed not only against each other but ultimately against the
"standards".  Plans which will not allow the receiving water quality
to be at or above standards must be rejected as infeasible on the
basis of standards.
     The introduction of water quality standards, and  the civil and
criminal penalties for their violation, adds a new dimension to
mathematical modelling for water quality planning.  The model  user
must now be concerned with the accuracy of a technique as well as
its consistency.

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                                                               267
MODEL CALIBRATION:
     There are constants and coefficients of functions inherent
in the AUT0-QUAL set that can not be directly determined  or
measured.  For example, there are no methods for making direct
field measurements of dispersion coefficients (E).  The reader may
recognize these quantites as being:
          1. Dispersion coefficients (E)
          2. CBOD decay rate (Kc)
          3. NBOD decay rate (KN)
          4. Reaeration rate (k^).
     While techniques exist  for the determination  of KC  and  KN,  the
wide range of values obtained in the tests of the replicate
samples preclude considering K^ and  K^ as "knowns".  Similarly,
field measurements for the determination  of the reaeration rate
(l<2) show a wide range of values.  The Dobbin's - O'Connor formula
is currently the most common function used, and as  such it is
considered to be the standard form.
     Dispersion is probably the most obvious calibration  coefficient
in the above group. The elimination  of tidal effects in the flow
computations demands that some mechanism  be incorporated  in the
model to represent the smearing of the quality profiles by the
tides (See Model Development).
     Those inputs to the model that  can be directly measured
or determined with good reliability  are considered  as knowns.
Since the calibration process consists of matching  a predicted
profile (or profiles) to an observed profile by means of  adjusting

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                                                               268
the calibration constants.  Any errors  in the knowns  will  be
incorporated into the calibration constants.
     The primary knowns and their sources are:
          1. Flow - from streamflow gages operated by  State  or
                    Federal agencies or direct  field measurements.
          2. A], A£, A- - from stage/discharge  records maintained
                    by State or Federal agencies  or  direct field
                    measurements.
          3. A., (in estuaries) - nautical  charts  or  field measurements.
          4. Widths - charts, maps or  direct measurements.
          5. Q  .  (amount and location) - diversion  records.
          6. Q.   (amount and location) - waste water  records or direct
                    measurement (direct measurement  is preferable)
          7. Water temperature - direct field measurements or existing
                    records.
          8. Tidal velocities - current tables  or direct  measurements.
          9. Sediment uptake of oxygen rate - direct measurements  or
                    existing records.
         10. Photosynthesis-Respiration rate -  direct  field  measurements
                    or existing records.
     Where field measurements are indicated, they must be made  at  the
same times as the observed profiles.  To do otherwise  is  to  assume
that those inputs are in fact constant.  The above list may, of course,
be tailored to the particuliar constituents under consideration.

SENSITIVITY:
     The following figures illustrate  the sensitivity  of  the AUT0-QUAL
set to normal variations in the magnitudes of the important  varibles.
The reader should s+udy the f'.gu^es ^nd experiment with his  own systems
to get a Det'er feeling for the effects of the  different  factors.

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                                                                 269
     AUT0SS was generally used to compute the sensitivity
profiles. The effects are identical  in AUT0QD. Figure C16 shows
the convergence of the AUT0QD solution, over time, to the AUT0SS
solution. Since natural streamflow and waste sources are rarely
constant for the period of time required for a body of water
to reach a steady state condition in water quality, AUT0QD should
be used in the calibration process.  The calibration coefficients can
then be transferred to AUT0SS for the planning runs.

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          FIGURE Cl
SCHEMATIC DIAGRAM OF  ESTUARY/STREAM
USED IN SENSITIVITY ANALYSES
270
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                                                                   271
     The following data values were assigned to the example

stream/estuary system:

          Mile of upstream end      150.0

          Mile of downstream end      0.0

          Mile of fall line          50.0

          Number of sections         150

     PHYSICAL DATA;
             Miles 0.0 thru 48.0
             @ mile 50.0
             9 mile 150.0
A,=0.0
Aj=0.040
AJ=0.025
             Miles 0.0 thru 48.0
             @ mile 50.0
             Miles 50.0 thru 150.0
A=0.0
          A3;
             @ mile 0.0
             @ mile 50.0
             Miles 50.1 thru 150.0

          Widths;

             @ mile 0.0
             @ mile 50.0
             Miles 50.0 thru 150.0

          Tidal Velocities;

             @ mile 0.0
             @ mile 25.0
             @ mile 50.0
             Miles 50.1 thru 150.0

          Dispersion Coefficients;

             @ mile 0.0
             @ mile 10.0
             @ mile 20.0
             @ mile 30.0
A,=20.0
A,=10.0
A^O.O
Width=21200.0 ft.
Width=l000.0  ft.
Width=l000.0  ft.
V.=1.2 fps
Vj=0.8 fps
V^=0.6 fps
Vj=0.0 fps
E=5000.0 ftp/sec
E=4300.0 ftp/sec
E=3500.0 ftp/sec
E=2200.0 ft /sec

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                                                                   272
             9 mile 40.0                E=l200.0 ft*/sec
             e mile 50.0                E=400.0  ft«/sec
             0 mile 55.0                E=100.0  ft«/sec
             Miles 55.0 thru 150.0      E=100.0  ftr/sec
When point values are specified, the program will interpolate
linearly between the points for intermediate values.
     These values will remain the same for all the runs on the
example stream/estuary, except where changes are specified. The
other inputs are specified for each run.

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                              FIGURE C2

                    EXAMPLE  RUN WITH ONLY CBOD INPUTS
                              (AUT0SS)
                                                                 273
 10.0


 9.0


 8.0


 7.0


 6.0


 5.0


 4.0


 3.0


 2.0
                 DISSOLVED  OXYGEN
                 FIRST STAGE BOD (CBOD)
          0    10   20  30  40   50  60  70   80  90  100  110   120  130  140  150

                                         RIVER MILE

     INPUT DATA:
     TEMPERATURES:
     @ mile 0.0  T=28.0°C
     @ mile 25.0 T=25.0°C
     @ mile 75.0 T=20.0°C
     Miles 75.0 thru  150.0 T=20.0°C

     CBOD DECAY RATE  = 0.23(1/day)

     NBOD DECAY RATE  = 0.103(1/day)

     SEDIMENT UPTAKE;
                                           COMPUTED REAERATION RATES

                                           COMPUTED OXYGEN SATURATION
                                           CONCENTRATIONS

                                           INFLOW DATA:

                                           @ mile 150.0
                                             2000.0 cfs @4.0ppm CBOD &
                                                         9.0ppm DO

                                           @ mile 145.0
MilesTo"thrulo.O Sedmt=1.0(gr.09/m?/day)   150-° cfs WOO.Oppm CBOD &
o _i i _ /i c n         r_j_j—r>  r>/_« r\^-l~.^-u	\                O.Oppm DO
       mile 45.0
       mile 66.0
                    Sedmt=2.0(gr.o/nC/day)
                    Sedmt=0.0(gr.0«/m /day)  ...
Miles 66.0 thru 150.0 Sedmt=0.0(gr?02/m2/day)^

PHOTOSYNTHESIS-RESPIRATION  RATES       ?
Miles 0.0 thru 30.0   P-R =-0.2(gr.09/m,/day)
@ mile 35'°
0 mile 50.0           P-R = 0.0(gr.0/n./day)
Miles 50.0 thru 150.0 P-R = O.Ofgr.Og/m /day)
                                                               O.Oppm DO
                                                                      nn
                                                                      uu

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-------
                            FIGURE C3



                   EXAMPLE RUN WITH CBOD AND NBOD INPUTS

                            (AUT0SS)
                                                   274
a
a.
cr

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u
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10.0




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8.0



7.0




6.0




5.0-



4.0-




3.0




2.0



1.0-I




  0
DISSOLVED OXYGEN


FIRST STAGE BOD (C  BOD)


SECOND STAGE BOD  (NBOD)
         0    10   20  30  40  50  60   70  80   90  100  110  120 130  140  150


                                      RIVER  MILE




     SAME INPUT DATA  AS FIGURE C2 WITH THE FOLLOWING INFLOWS:


         @ mile 150.0

           2000.0 cfs @4.0ppm CBOD  & 2.0ppm NBOD & 9.0ppm DO



         @ mile 145.0

           150.0 cfs @100.Oppm CBOD & 50.0ppm NBOD & O.Oppm  DO



         @ mile 65.0

           50.0 cfs   (P120.0ppm CBOD & 60.0ppm NBOD & O.Oppm  DO
         @ mile 45.0

           200.0 cfs @50.0ppm CBOD & SO.Oppm NBOD & O.Oppm DO

-------
                            FIGURE C4


                   BASE CONDITION FOR SENSITIVITY RUNS
                            (AUT0SS)
                                                          275
Z
UJ
U

O
U
      10.0-



       9.0
—     8.0

a
a.     7.0-
6.0"


5.0


4.01


3.0


2.0-



 1.0-
               DISSOLVED OXYGEN

               FIRST  STAGE BOD (C BOD)

               SECOND  STAGE BOD  (N BOD)
                            A,  .A
                           / • . X — ^ '  i
                           ':•    -'   \   ^
                          / •  •.  .'    L-"'
                         x /   —
            —i	r*-i	1	1	r
          0   10  20  30  40  50  60   70  80  90   100  110  120  130  140 150

                                      RIVER MILE
     INPUT DATA:


     TEMPERATURE = 20.0°C


     CBOD DECAY RATE  = 0.30(l/day)


     NBOD DECAY RATE  = 0.10(1/day)


     SEDIMENT UPTAKE  =0.0 (gr.02/m2/day)


     (P-R) = 0.0 (gr.02/m2/day)


     REAERATION RATE  = 0.30(1/day)


     COMPUTED OXYGEN  SATURATION  CONCENTRATIONS


     OTHER INPUT DATA IS THE SAME AS FIGURE C2
                                      INFLOW DATA:


                                      SAME AS FIGURE C3

-------
                                FIGURE C5
                                                               276
      10.0-
                    EFFECT OF  CBOD DECAY RATE (K )

                               (AUT0SS)
a.
o.
o
a
9.0-


8.0-


7.0-


6.0-


5.0-


4.0-


3.0-


2.0-


1.0-
                 Kc = O.IO( '/day)
                 Kc = 030('/day)
                 Kc = O.SOt'/day)
                   •     i    i    i     i    i
              10  20   30   40  50   60  70
                                        80

                                  RIVER  MILE
-i	1	1	1	1	1	1—
90   100  110  120  130 140  ISO
                    INPUT AND INFLOW DATA  IS THE SAME AS FOR FIGURE C4,
                    EXCEPT THE CB0D  DECAY  RATE HAS BEEN VARIED

-------
                                 FIGURE C6



                      EFFECT  OF  NB0D DECAY RATE  (K )



                                 (AUT0SS)
                                                               277
a
a.

O

o
10.0-




9.0-




6JO-




7.0-




6.0-




5.0-




4.0-




3.0-




2.0-




 1.0-
                  Kn = 0.10 ('/day)
          O   10   20  30  40   50   60  70   80   90   100   110  120  130 140  ISO
                                         RIVER  MILE
                INPUT  AND  INFLOW DATA  IS THE SAME AS FOR FIGURE C4,

                EXCEPT THE NB0D DECAY  RATE HAS BEEN VARIED

-------

-------
                                 FIGURE  C7

                      EFFECT OF REAERATION  RATE  (K2)

                                 (AUT0SS)
                                                                    278
O
o
      10.0-
9.0-


8.0-


7.0-


6.0-


5.0-


4.0-


3.0-


2.0-


 1.0-
K2= 0.3 (Vday)
K2=0.4('/day)
          0   10  20  30   40  50  60   70  80   90   100   110  120  130  140  ISO
                                        RIVER  MILE
                 INPUT AND INFL0W DATA IS THE SAME AS  FOR  FIGURE C4,
                 EXCEPT THE REAERATION RATE HAS BEEN VARIED

-------

-------
                               FIGURE C8


                      EFFECT OF SEDIMENT UPTAKE


                               (AUT0SS)
                                                             279
m ^


I
      10.0-
      9.0-
8.0-


7.0-


6.0-


5.0-


4.0-


3.0-


2.0-


 1.0-
             	S«dim«nt = 0.0 (gr 02/m2/doy)

             	S«dim«nt = 1.0 (gr O2/m2/day)

             	S«dim«nt= 2.0(gr O2/m2/day)
        10
                 -T	1	1	1	1	1	1	1	1    I    i	1	1    i
                  20  30  40  50   60  70   80  90   100   110  120  130  140  ISO
                                       RIVER  MILE
              INPUT AND INFL0W DATA  IS THE SAME AS  FOR FIGURE C5,
              EXCEPT THE SEDIMENT UPTAKE HAS BEEN VARIED

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                                FIGURE C9



                EFFECT OF PHOTOSYNTHESIS - RESPIRATION RATE



                                (AUT0SS)
                                                             280
a
a

O
a
     10.0-



      9.0
8.0-



7.0-




6.0-



5.0-



4.0-




3.0-



2.0-




1.0-




  0
                -(P-R) = - 1.0 (gr 02/n»2/day)

                •(P-R) = 0.0(gr02/m2/day)

                -(P-R) = + l.0(gr O2/m2/day)
              10   20  30  40  50   60  70   80  90  100  110  120  130 140  150


                                       RIVER  MILE
               INPUT AND INFL0W DATA IS THE  SAME AS FOR FIGURE C4,

               EXCEPT THE PHOTOSYNTHESIS-RESPIRATION RATE HAS BEEN VARIED

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                              FIGURE CIO



                       EFFECT OF TEMPERATURE


                              (AUT0SS)
                                                              281
2
a
a

O
a
5.0-



4.0-



3.0-



2.0-



 1.0-
             	T=IO.O*C

             	T=20.0*C

             •—T = 30.0*C
\'
     /
             ~l	1	1	1	1	1	1	1	1	1	1	1	1	1	r—
              (0   20  30   40  50   60  70   60  90   100  110  120  130  140  150


                                       RIVER MILE
               INPUT AND  INFLOW DATA IS THE SAME AS FOR FIGURE C4,

               EXCEPT THE STREAM TEMPERATURE HAS BEEN VARIED
               Note:


               D.0.  Saturation Concentrations @ 10°C = 11.4 ppm

                                            @ 20°C =  9.08 ppm

                                            @ 30°C =  7.52 ppm

-------
                                   FIGURE Cll

                           EFFECT OF DISPERSION COEFFICIENT

                                    (AUT0SS)
                                                                282
a
a
O
o
       10 H

        9
8 -


7 -


6 -


5 -


4 -


3 -


2 -


I  -

0
E='/2Eo
E = Eo
E = 2Eo
                i    i     i     i    i     i    i     i     i    i     i    i    i     i    i
                10  20  30  40  50   60   70  80   90   100  110   120  130  140  150
                                         RIVER MILE
                INPUT AND INFLOW DATA  IS THE SAME AS FOR FIGURE  C4,
                EXCEPT THE DISPERSION  COEFFICIENTS (E) HAVE BEEN
                VARIED.  E0 ARE THE  DISPERSION COEFFICIENTS SPECIFIED
                IN FIGURE C4.

-------

-------
                          FIGURE C12

             EFFECT OF DISPERSION COEFFICIENT

                          (AUT0SS)
                                                                 283
P
a
a.
                     10
         30

RIVER  MILE
           INPUT AND INFLOW DATA IS THE SAME AS FOR FIGURE C4,
           EXCEPT SALINITY IS BEING RUN WITH THE DOWNSTREAM END
           FIXED AT 15000 ppm.  THE DISPERSION COEFFICIENTS ARE
           VARIED AS SHOWN WHERE E_ ARE THE DISPERSION COEFFICIENTS
           SPECIFIED IN FIGURE C4.  ONLY THE ESTUARY PORTION IS
           SHOWN BECAUSE THE SALINITY CONCENTRATIONS WERE NEGLIGIBLE
           IN THE FREE FLOWING SECTION.

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                                                                 284
     To demonstrate the use of AUT0QD a run was made on the same
hypothetical stream/estuary that was used for the AUT0SS examples.
A hypothetical hydrograph and downstream boundry condition (salinity
concentration) were chosen for this example (see Figure CIS).  Notice
that the hydrograph and the downstream concentration are represented
in a stairstep fashion.
     The same general input data used in A0I0SS has been used for
AUT0QD.  A steady state solution (AUT0SS) for the 2000.0 cfs flow
condition was used for starting concentrations.  A time step of 1
hour was specified for the run.  Figures C14 & C15 show the results
of the model run, only the estuary portion was shown because the :•
salinity concentrations were negligible in the free flowing portion.

-------
                             FIGURE  C13
                                                                 28b
      9000-
q

6


UJ


i
_J
u.
a.
a


o
 •
o

UJ
z
_i
<
16000-



14000-



12000-



10000-




8000-



6000-




4000-




2000-



    0
               I    I
                   JANUARY 1-31
                                       FEBRUARY 1-28

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-------
P
a
a
t
z
                              FIGURE C14


                  AUT0QD RUN RESULTS - SELECTED POINTS
286
                             MILE  0.0  - FIXED BOUNDRY CONDITION
'! '
t
i
i
10

JANUARY
20

1-31
30 1 10
1
1
1
i i |

1 FEBRUARY
> i • < I i i i i
20

1-28
i 1 1 1 1 1
28
j
J
                                         DAY

-------

-------
                        FIGURE C15



             AUT0QD  RUN RESULTS - SELECTED DATES
                                                  287
P
a
a
_J

<
        15





        14




        13
        12 -i
        I I  -
        10
         8 -
7 ->
         6 -
         e __
         4





         3
         2 -1
                      JAN. I


                        JAN. 10
                        JAN. 15
                                       JAN. 20
                                            JAN. 25
                                               JAN. 30
                                                      40
                                                        50
                                  RIVER  MILE

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                                                                   288
      Figure C16  shows a comparison of the AUT0SS steady state
 solution and  the AUT0QD solution as  it approaches steady state.
A  condition with a total fresh water inflow of 2300.0 cfs
 (2000.0 cfs river flow and  300.0 cfs total for inputs 1, 2 & 3),
 and  the downstream concentration fixed at 15000.0 ppm, was chosen
 for  this example. The starting concentrations for AUT0QD were
 purposely  chosen not to coim'cide with the AUT0SS steady state  to
 better see the two solutions  converge. The inputs for these runs
 are  the same  as  for Figure  C4.

-------
            FIGURE C16
COMPARISON OF AUT0SS AND AUT0QD
WHEN RUN UNTIL STEADY STATE
289
                                                      1
             «3d sibvd)  AIINHVS

-------
                                                                   290
     For the next set of runs a uniform, free flowing stream
was selected. The charateristies of this stream are defined as
follows:
      mile 100.0
mile 0.0
          Mile of downstream end        0.0
          Mile of upstream end        100.0
          Mile of fall line             0.0
          Number of sections          100
     PHYSICAL DATA;
          A^ 0.04
          A£= 0.60
          Width = 1000.0 ft.
          CBOD decay rate = 0.6@20.0°C (I/day)
          DO Saturation = 10.0 ppm
          Reaeration rate = 0.4@20.0°C (l/day)
     All other physical data assumes their respective default
     values.
     INFLOWS;
          @ mile 100.0     1000.0 cfs at 10.0 ppm CBOD &
                           10.0 ppm DO
     All runs have these values as inputs, except for the stated
variations.

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                                                               291
     By using a uniform stream it is possible to make comparisons
between the model solution and an analytical solution. For these
comparisons the integrated forms of the Streeter-Phelps DO sag
equation are used [23];
             KfL     -(KDX/U)    -(K.X/U)
          D=   4-[ e   D     - e   A    ]
                    -(KDXC/U)
          uc=
          XC=
       where;
          D = dissolved oxygen deficit (ppm) (saturation concentration
              minus stream concentration)
          L = in stream BOD (ppm) at X=0, for this application L =10.0
              ppm at river mile 100.0 (X=0)                     °
          Kp= deoxygenation rate (I/day), corresponds to CBOD decay rate
          K.= reaeration rate (I/day)
          Xp= distance to location of maximum deficit (miles)
          U = stream velocity (miles/day)
          DC= maximun DO deficit (ppm)
These equations are resticted to the case where the initial deficit
(@ X=0) is zero, which is the condition specified in the runs.
(DO saturation = 10.0)

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                         FIGURE C17

                        EFFECT OF A!

                           (AUT0SS)
                                                   292
a
a
O
a
         8 -
7 -


6 -


5 -


4 -


3 -


2 -
	A, = 0.02
	A, =0.04
	A, = 0.06
 O    Streeter—Phelps Equation -Computed Sag
                               Point.
                 I
                 10
             20
               I
              30
 I
40
50
 I
60
 T
70
eo
 I      I
90    100
                                  RIVER  MILE

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                             FIGURE CIS

                            EFFECT OF A2

                              (AUT0SS)
                                                      293
Q.
0.
         8 -
7 -


6 -


5 -
•o	
         4 -


         3 -


         2 -
       	A2 = 0.4

       — A2=0.6

        - A2 = 0.8
          Sfreefer — Phelps Equation — Computed Sag
                                    Point.
                  i      r     i      i     T     I      I     I      I     I
                 10   20   30    40   50    60    70   80    90   100
                                   RIVER  MILE

-------
              FIGURE C19

EFFECT OF AI WITH COMPUTED REAERATION RATES

               (AUT0SS)
294







5
Q.
Q.
O
O









9-


8-
7-
6-


5-


4_


3-

2-
1-
o-

"^^srHI
\ ^v^^//
\ *&/ 1
\
sd




A rt AO

A— A AA

	 A,= 0.06
O Str«eter — Phelps Equation — Computed Sag
Point.



    10    20   30   40   50   60   70    80   90   100
                     RIVER  MILE
      Ai HAS BEEN VARIED AND REAERATION RATES
      HAVE BEEN  COMPUTED RATHER THAN SPECIFIED
      AT 0.4 (Vday).

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-------
               FIGURE C20

EFFECT  OF A2 WITH COMPUTED REAERATION RATES

                (AUT0SS)
295

a
Q.
O
a

10-
9-
8-
7-
6-
5-
4_
3-
2-
1-
n-

^^r\. f\
A- n A \ '
2 U'^- \ |
A -OR X '
^2— U.D ^,/
	 A2=0.8 O
O Strttter - Ph«tp« Equation — Computed Sag
Point.
     10   20   30    40   50   60   70    80   90   100
                       RIVER  MILE
       A2 HAS BEEN VARIED AND REAERATION  RATES
       HAVE BEEN COMPUTED RATHER THAN SPECIFIED
       AT 0.4 (Vday)

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-------
                       FIGURE C21



                 EFFECT OF  INCOMING LOAD



                       (AUT0SS)
                                            296
   7.0 -
-g 6O -i

 a.
 a.


~50 -J
O

Ci
  4.0 -





  30 -





  20 -





   1.0 -
LEGEND



	  L0 = I2.5ppm
                                        1    •

                                        '0
     LQ - 10.0 ppm




     L0= 7.5 ppm (-




     STREETER-PHELPS EQUATION-COMPUTED SAG POINT
             l      l     I     I     I      I      I      I     I      I

             10    2O    30   40    50   60    70    80    90    100



                              RIVER   MILES
                THE INCOMING CB0D CONCENTRATIONS

                AT MILE 109.0 (LQ)  HAVE BEEN VARIED.

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                       FIGURE C22

                   EFFECT OF FLOW  RATE
                                        297
O
d
   5X> -
   30 -

   20 -

   10 -

    0 -
                LEGEND
                        = 1250 ef« (+25«7i>)
  QIOO = 1000 cf»

  QIOO = 750 cf» (-25*%)

  STREETER-PHELPS EQUATION -COMPUTED SAG POINT
             I
            10
20
 l
30
 i
40
 I
50
 I
60
70
 I
80
 I
90
 I
100
                              RIVER  MILES
             THE INFLOW AT MILE  100.0 (Q100) HAS BEEN  VARIED.

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                           FIGURE C23

                      EFFECT OF NETWORK SIZE
                                                  298
a
a
O
a
O "™


5 -


4 -


3 -


2 -
10 SECTIONS (L = 10 MILES)
50 SECTIONS (L= 2 MILES)
100 SECTIONS (L = l MILE)
                    i
200 SECTIONS (L= !/2 MILE)
Stretttr - Phelp* Analytical Solution
                 10
20   30   40
                              i
                             50
                         i
                        60
70
 I
80
 I
90
 I
100
                                 RIVER  MILE
                    THE SAME INPUT DATA HAS BEEN USED
                    AND THE NETWORK SIZE HAS BEEN VARIED.

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                                                                  299
 MODEL VERIFICATION:
     As stated under Model Calibration, errors in the known quantities
will be absorbed by the calibration coefficients. The model verification
process should indicate the amount of such errors and give a measure
of their effect on the model's prediction of other conditions.
     The verification procedure requires that the same amount of
information that is required by the calibration step be collected
and used as input to the model (AUT0QD).  The computed or predicted
quality profiles are then compared to the observed profiles.
     The two sets of profiles should be in close agreement. If they
do not agree within the normal range of laboratory errors, some
investigation should be made into the nature of the problems. All of
the major inputs to the model should, ,>be checked for errors under
botlvthe calibration conditions and the verification conditions.
     In most cases the source of the errors will be found in the
input data. The user's knowledge of the prototype system and the model's
sesitivities will be the most valuable guides.
     In some cases it may be desirable to recalibrate the coefficients
using both observed data sets. The user -must be cautioned, however,
that in such cases he will not have a verified model, and another
verification period must be monitored, predicted and compared.
     Common sense indicates that extreme conditions, such as periods
of heavy algal blooms, drought conditions, or winter temperatures should
not be used for either the calibration or verification steps. The
various rates and functional forms incorporated in the AUT0-QUAL
set are not generally adequate to describe extreme conditions.

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                                                                        300
                                    REFERENCES

      1.   Crim, Robert L.,  "A System of Mathematical Models  for  Water
          Quality Management," Technical  Report  51, U.  S.  Environmental
          Protection Agency,  Region  III,  Annapolis Field Office,
          January 1972.

2, 3, 4.   ST0RET, CPSF and  AUT0MAP are components of the Water Quality
          Information System  operated by the  Monitoring and  Data  Support
          Division of the Office of  Air and Water Programs,  U. S.
          Environmental  Protection Agency,  Washington,  D.  C.

      5.   Streeter, H. W. and E. B.  Phelps, "A Study of the  Pollution and
          Natural Purification of the Ohio  River, Part  III,  Factors
          Concerned in the  Phenomena of Oxidation and Reaeration," U. S.
          Public Health Service, Public Health Bulletin 146,  1925.

      6.   Henderson, F.  M., "Open Channel Flow," Macmillan Company,
          New York, p. 69,  1966.

      7.   Hansen, A. G., "Fluid Mechanics," John Wiley  and Sons,  New York,
          p.  121, 1967.

      8.   Thomann, Rovert V., "Systems Analysis  and Water  Quality
          Management," Environmental Research and Applications,  Inc.,
          New York, p. 129, 1971.

      9.   "Effects of Polluting Discharges  on the Thames Estuary," Water
          Pollution Research, Technical Paper No. 11, Dept.  of Scientific
          and Industrial Research, Her Majesty's Stationery  Office,
          London, p. 216, 1964.

     10.   See Reference # 5.

     11.   See p. 96 of Reference # 8.

     12.   See p. 221 of Reference #  9.

     13.   See pp. 218-219 of Reference # 9.

     14.   See p. 219 of Reference #  9.

     15.   Hyer, P. V., C. S.  Fang, E. P. Ruzecki, and W. J.  Hargis, Jr.,
          "Hydrography and  Hydrodynamics of Virginia  Estuaries,  Part  II,
          Studies of the Distribution of Salinity and Dissolved  Oxygen
          in the Upper York System," Special  Report  in  Applied Marine
          Science and Ocean Engineering Number  13, Virginia  Institute
          of Marine Science,  Gloucester Point,  Virginia, p.  41,  August  1971

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                                                                 301
16.  O'Connor, D.  J.  and W.  E.  Dobbins,  "Mechanism of  Reaeration
     in Natural Streams," Transcript American  Society  of Civil
     Engineers, Vol.  123, 1958.

17.  See p.  8 of Reference # 8.

18.  Tsivoglou, E. C., "Tracer  Measurement of  Stream Reaeration,"
     Federal Water Pollution Control  Administration, U.  S.  Department
     of the  Interior, Washington,  D.  C.,  June  1967.

19.  Tsivoglou, E. C. and J. R.  Wallace,  "Characterization  of Stream
     Reaeration Capacity," Project No.  16050 EOT,  Office of Research
     and Monitoring,  U.  S. Environmental  Protection  Agency,
     Washington, D. C.,  October 1972.

20.  O'Connell and Weeks, "An In-Situ Benthic  Respirometer," CB-SRBP
     Technical Paper  No. 6,  Federal  Water Pollution  Control Admin.,
     Middle  Atlantic  Region, U.  S. Department  of the Interior,
     Washington, D. C.

21.  McCalla, T. R.,  "Introduction to Numerical.Methods  and.F0RTRAN'
     Programming," John  Wiley and  Sons,  New York,  pp.  180-185,  1967.

22.  See pp. 310-313  of  Reference  # 21.

23.  "Simplified Mathematical Modeling  of Water  Quality," Hydroscience,
     Inc., Environmental Protection Agency, p. 72, March 1971.

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EPA-440/9-73-004
                             AUTO-QUAL MODELLING SYSTEM



                                    Supplement I



                       MODIFICATION FOR NON-POINT SOURCE LOADINGS



                                   September 1973
                                   Norman Lovelace

-------

-------
      AUTO-QUAL MODELLING SYSTEM
             Supplement !
MODIFICATION FOR NON-POINT SOURCE LOADINGS
                 by
           NORMAN LOVELACE

-------

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                          TABLE OF CONTENTS
  I.  INTRODUCTION                                               1
 II.  DESCRIPTION OF METHODS                                     2
      A.  Non-Point Source Flows                                 2
      B.  Non-Point Source Quality Parameters                    3
III.  OPERATION AND RUNNING INSTRUCTIONS                         4
      A.  Entering Data                                          4
      B.  Running Instructions                                   5
          1.   AUT0SS Example                                     5
          2.   AUT0QD Example                                     6
 IV.  OUTPUT DESCRIPTIONS AND LISTINGS                           7
      A.  AUT0SS                                                 7
          1.   AUTJ9SS Listing                                     9
      B.  AUT0QD                                                47
          1,   AUT0QD Listing                                    48
  V.  EXAMPLE RUNS AND SENSITIVITY                              92
      A.  Example Data Deck                                     96
      B.  Description of Sensitivity Figures                    99

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                                                                       1
I.  INTRODUCTION
     The purpose of this supplement Is to document some changes and
additions made to the "AUT0-QUAL MODELLING SYSTEM" [1].  Only the additions
and changes to the original AUT0-QUAL models will be discussed here,
therefore, it is essential that the reader first read technical Report
No. 54 £l] before reading this report.
     The major additions to the original models are the inclusion of
non-point sources and loads into the solution.  These additions represent
a new capability of the system, but do not change the original operating
procedures in any way.  Thus if one made the changes to the original
source decks that are presented here, one could continue to use the
models in exactly  the same manner as before, even if the new options were
not used.
     No attempt is made here to present methods for catagorizing and
quantifying non-point source flows and loads.  Instead the method of
inclusion of these data into the existing models is presented.  The user may
find that these changes to the models will make them a viable tool for use in
the determination of non-point source loads.
     The descriptions, operating instructions and sensitivity runs
presented here should be viewed as   supplemental to those presented in
T.R. 54 and not definitive.  Complete program listings are given here to give
the reader a quick reference to the existing programs.
 [1]  R. L. Crim, N. L. Lovelace, "AUT0-QUAL Model!inq System"
     Technical Report No. 54, Environmental Protection Agency,
     Region  III, Annapolis Field Office, March 1973.

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                                                                       2
II.  DESCRIPTION OF METHODS
     The inclusion of non-point source flows and loads into the AUT0-QUAL
models primarily represents an input-output modification.  There was no need
to change either the structure of the programs or the computational
methods used in them.  Both models required the same changes, therefore,
they will not be discussed separately at this point.
General:
     The non-point source flows and loads are referenced to river miles and
entered as a rate per mile of stream.  These data are linearly interpolated
to define values over the entire segment being modelled.  This
interpolation procedure is identical to the one described in T.R. 54.
The non-point source data are considered as junction parameters and  have
a default value of zero.
     Once values are established for each junction, they are multiplied
by the  channel  length to obtain an equivalent point source flow or  load.
After the non-point source parameters have been reduced to effective point
source data they are combined with the existing point sources and the
solution proceeds exactly has presented in T.R. 54.
Non-Point Source Flows:
     This parameter represents the net non-point source inflow
(excluding rainfall) or non-point loss (excluding evaporation).  It  has the
units of (ft /sec)/mile and may assume either a positive or negative value.
A positive value represents an inflow while a negative one is a loss.  The
variable defaults to zero.

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     The non-point source inflows and/or non-point losses are distinguished
from the point source inflows and diversions during input and output
operations.  However, they are combined for internal computations.
Non-Point Source Quality
     This parameter(s) represents the     non-point source  contribution of
whatever parameter(s) is being modelled.  Both models have the capability to
have non-point source inputs for all the quality parameters that they are
designed to model  (CBOD, NBQD, DO and conservatives).  The non-point source
values have the units of (lbs/day)/mile  and default to zero if nothing is
entered.
     Once values have been established for each junction (linear
interpolation), a mass loading rate (Ibs/day) is computed for each junction
by multiplying the non-point source value by the channel  length.   This
mass loading rate is then combined with the non-point and point source
inflows to give a inflow concentration.  It is also combined with  any
point source inflow concentrations.  If there are no inflows (point
or non-point) at a junction then a fictitious one of 0.001 cfs is  assigned
for the purpose of assigning an inflow concentration to the non-point
source loading.  This fictitious inflow will not influence the resulting
quality predictions, it did, however, greatly simplify the program modifications.
Also this method enables the model to handle non-point flow losses while
having non-point source mas^ loadings.

-------
HI.  OPERATION AND RUNNING INSTRUCTION
     Both models may be used In precisely the same manner as before,
however, the user now has the option of entering non-point source
flows and loads.  Again, only the additions and modifications to the
original operating Instructions (T.R. 54) will be discussed here.
Entering Data:
     The non-point parameters are entered as physical  data in both
models.  Since entering physical data (SUBROUTINE NETDAT) 1s the same
In both models, there is no need for distinction.  Physical data Is
entered under the program control card "DATA".  The following new data
codes have been added for the non-point parameters:
Data Code
N0NPR0W
N0NPCB00

N0NPNB0D
N0NPD0
                                       Definition
                         •non-point source Inflows  (excluding
                          rainfall) and/or non-point  flow losses
                          (excluding evaporation),   (cfs/nrfle)
                         -non-point source ultimate carbonaceous
                          oxygen demand,   (Ibs  CBOD/day)/nrHe
                         -non-point source ultimate (Ibs  NBOD/day)/m1l«
                         -non-point source oxygen,   (excluding
                          reaeration and  photosynthesis).  This Og
                          contribution Is usually associated with
                          runoff or rainfall.   (Ibs 02/day)/mi1e
                         -non-point source contributions  of
                          whatever conservative constituent
                          1s being modelled.   (lbs/day)/mile
The card formats and method of entry for  these  new  variables is the
N0NP (4 letter name of
conservative parameter)
                                          CLA \

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Running Instructions!
     The basic running instructions for both models remain unchanged.
However, computational data entered under the control  cards FL0W,
CB0D, NB0D, D0 and the 4 letter conservative card are  now strictly
point source data.  The non-point source parameters are entered under
the "DATA" control card.  Following are two general examples to demonstrate
the use of the program control cards with the new options:
     Example 1 (AUT0SS)
     PROBLEM; Run TDS, CB0D and D0 under flow condition No. 1 with
     one set of non-point parameters.  Then run CB0D,  NB0D and D0
     under flow condition No. 2 with a different set of non-point
     parameters.  The control card set up for this problem would be;
          DATA - enter physical data and first set of  non-point parameters.
          FL0W - enter point source inflows and diversions for flow
                 condition 1.
          TDS  - enter point source TDS inflow concentrations and boundary
                 conditions » compute solution.
          CB0D - enter point source CB0D concentrations and boundary
                 conditions - compute solution.
          D0   - enter point source 00 concentrations  and boundary
                 conditions - compute solution. .
          DATA - enter new-non-point parameters (there is no need to re-enter
                 other physical data unless it is  to be changed).
          FL0W - enter point source inflows and diversions for flow
                 condition.no. 2.

-------
     CB0D - enter Inflow CB0D - compute solution.
     NB0D - enter inflow NB0D - compute solution.
     D0   - enter inflow 00 - compute solution.
     HALT.
Example 2 (AUT0QD)
PROBLEM:  Run CB0D, NB0D and D0 for the period of  01/01/1972 through
02/01/1972.  Assume there are three flow regimes during this
period (01/01 - 01/10, 01/11 - 01/20S 01/21  -  02/01)  and that the
non-point parameters are constant for the period of 01/01  -  01/20 and
change for the period 01/21 - 02/01.   The control  card  set up for this
problem would be;
     DATA - enter physical  data and non-point  parameters for the
            period 01/01 -  01/20.
     FL0W - enter point source inflows and diversions for
            01/01/1972 - 01/10/1972.
     00   - enter point source CB00,  N800 and  00 inflow concentrations
            and boundary conditions for 01/01/1972 through 01/10/1972.
     FL0W - enter point source inflows and diversion  for 01/11/1972-
            01/20/1972.
     D0   - enter point source inflow concentrations  for 01/11/1972-
            01/20/1972.
     DATA - enter new'non-point parameters for 01/21/1972  -  02/01/72.
     FL0W - enter point source inflows and diversions for 01/21/1972-
            02/01/1972.
     D0   - enter point source inflow concentrations  for 01/21/1972-
            02/01/1972.

-------
IV.  OUTPUT DESCRIPTIONS AND LISTINGS
AUT0SS
     As already discussed, the input operations for AUT0SS and AUT0QD
have not been significantly changed* except for the additional parameters.
The program output has the-same basic structures however, some new
data are printed:
     Under the heading "Estuary/Stream Data" the non-point source
     input data and other physical  data is printed.
     Under the heading "Steady State Flow Conditions" the point
     source inflows and/or diversions, the non-point source inflows
     and/or non-point losses, and the channel flows are printed.   The
     non-point losses, and the channel flows are printed.  The non-point
     inflows or non-point losses printed here are the equivalent
     junction inflows or diversions (the non-point source value
     multiplied by the channel length).
     Under the heading "Steady State (Constituent Name) Input Conditions"
     the point source inflow concentrations and equivalent non-point source
     loadings are printed.  The non-point source loading fs the total
     for the junction (non-point source value multiplied by the channel
     length).
     The following new. variables have been added to the program:
           Variable
           CBDNP (J)     CB0D non-point source loading for junction J
                         (Ibs. CB0D/day)/mile
           C0NNP (J)     Conservative constituent non-point source loading
              \           for function J (Ibs/dayJ/mile

-------
                                                                       8
          0XYNP(0)    02 non-point source contribution (Ibs 02/day)/mile
          QINP(J)     Non-point source inflow to junction J (cfs)
          QIP(J)      Point source inflow to junction J (cfs)
          QNP(J)      Non-point source inflow or non-point source loss
                      at junction J (cfs/mile)
          Q0WP(J)     Non-point flow loss at junction J (cfs)
          XNBNP(J)    NBjJQ non°point source loading for junction J
                      (Ibs NB0D/day)/mile
Program Listing.:
     Following is a complete listing of program AUT0SS.  New or changed
cards are marked by an arrow.

-------
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                                                                                         11

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                                                                                              13
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                                                                             14

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                                                                                    15
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                                                                               16


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                                                                                 17


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 » o  •    o o -. >    _juioo   >   j>oo    >-5 —      j x o o m > -> >-
•> z H-    -t CM   _j    «H.>cf\j   _j    «ujoo(\j    jza       •Q.-»OJXJZO
**»O    i-^ » « «-    UJ~"«^»   **   UJ — —«  »    •*•»<      UJ — CV!»{\1—  »X
   --<»     »o*oozo:»o   ooza*o    o-«>   ozi:»3OO'-«Q.
   ii  —    axioo»ujccx   o o  • uj a  r    onut   o  . uj cc x    OHII
                                                           -                          ~

-------
                                                                                        18


                        Subroutine  NETDAT (Cont'd)
              X                          ~                         0.
              <                          o                         X
              Q                          (VJ                         UJ
              x                           *                         *—
              x                     -    x.
              o                          in                         r
              ^O                           ^                         ^C
              ^v                          ^*                         ^J
              f\i                          o                         ;r
              o                          uj                         >-
                                                                  u>
              X                          X
              O                          I-                         O
              «•»                          U.                         (—                        '
                                         o
              t/>                          V)                         O
              H-                          «-                         UJ
              z                                                     *•
              UJ                          (A                         O
              X                          H-                         UJ
              >H                          Z                         CC
              O                          UJ                         
              O                          U.                         LU
                                         UJ                         t~
              UJ                          O                         «t
              v:                          u                         cr

              H-                          Z                 —      >
              a.                          o                 ©      -i                  •      a
        ->                               a?                 ©      uj
        xzo               a           -*OJQ                    —
        a    uj    ~     •               uj           *•>     i                             ~>
     0»OH»©         -«,Q.           X—Q                    X
     «o tn    >-    x   ©       ©o    vt           cc    ~>      o    -»              *>:
     (\)>«    x    o   a.-o^           ©en
     oz    x       oo          *    i   M    -SH»    x      x    o           «* K
     t»  »•    M     •   x       owi^'f^a-uj      tu*-           roa.
        >-    ^    ->   u       »- ^-    no      z    *-      u> -* ~>              z
     o»*x<         a»xo*"^       »«x           o«
     oxxcru.       ozxcr*->-*       x*o:©      »- v
         »in»>       o«in»       »*       inx»*>          »
     «->    *    ->   o         x     »   o    ox    N.       »-•-}   ©      ox
     >-z-*z*       ^*^.zo*^-      ~~-z©      o»
     X**     •   -.       Q. X    *     »-*->©      *  O »   -J-      —"^
     QKX^T       tn»XtV)-»Z     •      XO      MZ
     uj2«-»^      »^»QCCO      ^*
     CO Q-«.*-—.<   H-       O Z «•» -—   <    Q »H    *    -^ — X <   X      OM
     juioo    > -> x       «j*©o   >    j * -> -*   ©om>")—      _j *, ~>
      • U)   O«(M»_IZ~^       »OZ
     UJ'-(VI»*~'«»UJ       UJ«OJ»   —    UJ '-•"-'   fU»	*<-=>      UJ —  •
   ©z- o -«-«    ©za:-«
   ©•UJtrx^oiiti    o*ujQ£X   o o  » uj » ^   a: x < o n ^    o  • uj »
UJOJ^X'^'-^T-^UJO.JK^^   H-0_JH-")OUJ»'^O>-~5OUJ©-Jt-~>
^^lUZZ — OO   ->3-«UJZZ~   O-«UJZ    IISZ-'XO   II 3 -* UJ Z
•Z   ac»-t — ^_ruoo«Z    CD»-<'-H--^O    CQ"-»lT»—-Z — N-—«O©-*Z   J)»-»in
                      lPH-»-tO<    Ul<      O<   OD~5t-«UJ<'-   O"1»-«O<1    *•«
rv»(\jf\j

-------
                                                                               19


                     Subroutine NETDAT  (Cont'd)
        Q.                                 <
        x                                tu
        uj                                      UJ
O      <                         I      <
 •      U                   —    ->      UJ
ouj                   ->    ^      *
(VIO                   x    -"                           ..
 i                            0:0,1—    —              *^^              or»-«
^,O                    •>    X      3 — CX              Z    3              * I—
->      o«            ot/)uj      a,^,t-s              cra,«.otn»-«
«•      a>=»>-      2*<            o»2t/»r-H-2
a,      2^:            <*)a.**      »-ixuj            CT»io«-?o-«
x      T   o              z    *      r-^o:    o      n*-    x   o      021
uj      (v    *            o»#      CD***     •        a.    -o    •>o^*»'*i
H-      in«">            K>--»      mo->o      O2.*o>~>*>n
<—       «^«x               » x  «•    •       o*    •      iAx*>o      o»io    »OH-»IT»
l/>       » PI ->    o         •=>«-!       * IO •>    CO      OX    •»   ~>         "t »
»-«      «~zo       —z*      «*zv         »-»z^oz-«
O      «  O  ••    -4*       *•*•    «•      *  —„ ••    »«.      «->"*>    #«•»«   f— O •• *
 «      x fu •-«    ^       < tx    ~>      x > •-«    ~>      in 2    x —. •=*>   ** —. i-i x
•-«      r=«»QC    CO       UJ*-s    »-      «*4-»*-'X<   >-ICDO~-
^   ooir)>~>-»       -JUJ™>^«    oov>->«      jooo —>   j o OD o
->   (V(\j*-jz")        »a:z<    mM^_J2<       • o ao ai — _i    »_juc\j
«»•   (*")•..— ••«-•••—       UJ *-*  •• UJ    f)  • «^ *^  * UJ      UJ'**O»O'**   UJ»'~'»
nj    »O>-O-«M    ozac^ar    »o    O'-*'*   ©2ar*or Q UJ O J H- ~) -^ UJ f -»    »~ ~> -* UJ O _J H- 3t —• X >- O _l  • H- «
 II  3 2 — X 3    M3-«UJZ    -)3Z — IO3    "^3-^UJ22-^in3'-*UJH-Z'-
^.2'-H'-«OO-*2    (D>-«U>'^2*'>-aLOO'-2    00 >-« — H- * O   ODin»-iH-
-> »-i uj < —    n -> ^ o <    >» a >-* uj < x   voac»-«o<   uj < —    o>-iKt-2*uj-jni-iH-h-_j_j>-y. T_JI— -j-jjs'^
oj 2 »-• cr i —i    -«Q:f-_j    <2    — _i >-• a: a. _j   ~-^_IQ:-^
i£ o a: o   < o x. o ou. « o u oa: o    < o uj o o u. < x o a. < c u. u. < o *
OO*U-inUQQOO>--»OiU.-'(JO*-»t-'UU,X
           f-^                                 —»                        —*                 —«
   l/>    O           OO         LO   O           O    O      O        O      O
in
z
o
H-
<
2
UJ
o
o
(J
z
t-a
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a
3
H-
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2
UJ
O
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x
O
Q
UJ
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X
in
T
a
a.

in
2
<
or
t»
2
UJ
0
o
o

o
o
00
u
^ J
X <

-------
                                                                      20
         Subroutine NETDAT  (Cont'd)
                 o
                 CM
                  •>
                 X
                 in
a.
a.

2
O
        UJ
        o
        2
        O
        u

        O
        O
        00
        2
   «/)"-*
        ox    x
        »-  *    ui
oo   ^
OJ o -^ «-
2200
.JIXfVKVl
 » O O UJ QC  • O
ct o o 2 UJ tr x
3 I- O »K«».-9
23»-»t-Z2—
— O   «/)•-• — •-
UJ    O O    UJ<
   O
   O
   OD
tr
 *
"5
                                  c/t
                                  Z
                                  o
                    or
                    »-
                    2
                                    2
                                    o
                                    O

                                    2
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                                    >•
                                    x
                                    o

                                    o
                                    UJI
                                    >
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                                    _J
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           K- >»   x
               *   in
                            —z   X — «•«
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                                    o
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                                    in
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                                                              2
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                                                  a:
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                                                  O

                                                  r
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                                                  nj
                                             XH-
                                             QC   •-«
                                                              z
                                                              o
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                                                              a
                                                              in

                                                              2
                                                              LU
                                                              o
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                                                              o
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                                                             Q.
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                                                             Ot/>
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                                                     a
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                                                     *
                                                     in
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                                               <.n      x * —    rvj
                                               in     •      — x a    *
                                               O    O    -- • — ! «t    U
                                                                                 o
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                                                                                 o
                                                                                 2
                                                                                 o
                                    OJ
     OOUJCE*OOOOQ£»O
     oo2UJQCXJVjoouj(rx
                                                              ,
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                                                        — »    UJ  » *O
                                                        O O 2? —s  •
                                                                                 UJ
                                                                                 2
                                                           O OJ O _J     •
                                                           •«f»<\J*'    UJ
                                                           »O»OO2   O«
                                            o«n^    or x x o o  •   o _i
                                          h- O _J "> -< UJ X -• IT* ¥~ O «J   O UJ
        -0"ZZ'-XD'-«22«'    D~«UJ    1132—  »D-«UJ   -«OD
           (/>»-««*- lf» O   .-• — >--* O   03 O -. 2 — H- -» C    O3 -•    <
        OO    UJ <  •>    O   UJ < —   O
-------
                                                                                    21
                           Subroutine  NETDAT (Cont'd)
   X
   cr

   in
   >-
   a.
oz
        CD
        U


        in
        CD
        _J
        3
        CO
        O
        u

        Ul
        u
        cr

        o
        in
        o-*
        a.
        z —

        Z X
        o o z
        CD (M O
        O »CD
        X X O
   X
   cr
   »
   «n
   h»
   a
o z
                           CD



                           in
                           CO
                           a
                           03
                           O
                           U

                           UJ
                           u
                           cr

                           o
                           in
o
QL *•*
Z -

Z X

a —a
oo z
oo w co
z  » z
XXX
X
cr
h"
a.
ox    x x cr    ox    x x cr   ox
oz    ~ cr z    oz    — cr z   oz

~»o.    x in ••"*    *•» OL    xin^*   ~> (x.
oz    •"•   cr    oz    -»    a.   >-z
                           (VI
                           o

                           in
                           CD
                                             in

                                             o
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                           z
                           o
                           o

                           Ul
                           o
                           cr
                           3
                           O
Q. <*•>
Z

z **a
   x z
M ~« >

X 00
O (V) *
                                             x in a:
                                             - X Z
                                             #  < »
                                             X UI-«
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                                      x
                                      <
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                                             ut
                                             u,
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                        o

                        u

                        Ul
                        u
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                        O
                        in
   -»   o
   x   a
   ac   z
   »   o
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0>~   I
                                     IAZ
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a
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o
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                                                                x
                                           X
                                           cr
UQQOOO>    zzooo>   oxooin>
_J O CVI (VI   _l    _J X ^ (VI    _l   _l O vO (VI    _l
'jj cr  ** o  * o o ui cr  * o  .7 o o ui cr *
zuicrx»-ioozuicrx>-'Oozuicr
(/)>-• — (— v o    in »-H — K >• o   m
u   ui<<    oo    LU < <    o o
                                           UJ
                          o o o o
                          X    O O
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                             in •-!   K o
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                                        m
                                        CD
                                                     z
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                                                     CD
                                                     1-4
                                                     a:
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                                                     z
                                                     o
                                                     u
                                                     u
                                                     cr

                                                     o
                                                     in
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                                                                                o *"
X   O «-
cr   z o —
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in   r  »z

a.   n in o
z    »  »u
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                                  o o o uj >
                                  U O (VI _IJ

                             oocr  ••• o x o o

                             »-OI~-»-*>.H-O
                             o   «"»-o
                                o   ui < \
                                                                                        o u*
o oo oo oo oo c
(V <*1^ Lfl>O ^OC OO —
in tn u
U
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k>
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-------
                                                                                 22           (


                            Subroutine  NETDAT  (Cont'd)
Q
O X
< V
xx
o -i
»-» «-•
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xn
— X
o «
(V»U>
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T. <
x -x.
 *QC
^UJ
(*« H

-• ac
— •«<
ocr
n o
   (X

-«  i
 (*• X
 XLJ
 oo
 X O -^
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 < v£) -«    CC
 STO «^O. D
 a:  •• o o H- Q
 o «*• ro H- UJ z
 U. < -^ 
-------
   o
   in
   n
      f, O

      O (M
      in -=»  +
      (VJ Q ~+
      «o o

      Z X(V»
      a:  •-'

      -too
      o in o
   » ru -» x
              O CVI
              in v:
           ~ (M  *

        ~ in o-Z
        o CM zo
        in «- >- o
        (VIO X «l
        -»xo  »
        a a: » -i
   o
   in
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   (VI
      < o o
      >  * in

      * o —
      ^ m o
        o om x
        in in M  •
        (VI (VJ — t/J
        — *-o, o
        Z  Z UJ
        K-4 U. O V)
                                                                                    23
                                  Subroutine FLOWS
   o
   in
   (VI
   o
   in
   o
   in
     (VI -:O ~ ~
0,0-*
z *o
uj <~ in
H» O (VI

~* Mt-e
o~o
in MO
(V * 
«• -»o
> o *
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^ (VI O
o ~-in
mh-fvi
     (/% UJ O
     < tno
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o o in u.
in in (viz
(vi (v« «* a:
•*» *» ^.  r
_JO ZZ
O > Z 3B
> ooo
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G (*^ —^  ^
in  •> o a,

(VI _J XO
                           o
                           in
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                              x
                              o
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                           o
                           o
                              ae
CO » O O O »
                -» o z
                o in iu
                   fr^1 {&
                   > in
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                 X V
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m

o
o -j
O fr-"
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o x
<
o

z
o
                           z
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3   UJ


O   ~
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UJ -« O Z 3
CO U. H- X ~>
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MOiCLaco-i  •


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CD Z
Z>0
too
                Z»OVVZ   O    -JO.O    ZO
                 »O   >-»^»    *O*Z*    3»
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                z    to j _i    o-)-»a,-)->    ->-)z
                O    Z       0!f~->Z	• O — ~ »-•
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      I
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                                                                      ~ z
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                      z    z
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                                • «•» O •"• U. *-• O
                                                    *-*  • Z — O   HS M  I  Z
                                                    O<_IU.OZOO  II -)<
                                                    a-*uay:zo(vi i zzx
                                                    Z»-a3~JO~J    II     HO
                                                    *- < •< II "> «- O — o Z Z
                                                    oy_io — >->-oin
-------
                               Subroutine  FLOWS  (Cont'd)
                                                                                           24
*
—*
Q.
UJ
O.
O
a.
2
o
a
a
u
2

I-
3
a

2

a


o
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*•"*,
a
o
a
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«•'       Q.
O       TO
II       OO  •
—    uo  »o
Z ~» 3 -J O II
< 0. 2 U. II  I-
X Oi-.    23
O Zt--l»-0
2 *- 2 J X X
— mo O 3
                                                        < —  *    X
                                                        H- in —  »  »
                                                        U) (VI * -=> *»
                                                           » X 4 *

                                                        O X ~- •**-«
                                                        < •-« in	

                                                        H- X  »(VltVI

                                                        x ~ x  &x
                                                        oo * ~« x o*
                                                        CVI X  • -*(VI

                                                        x —  * x in
                                                        in .n ••«•  «° it
                                                        • AJ * -» o
                                                        -. * x *
                                                        * X -• X X
                                                        xo — -*-*
                                                        •-« oo in »  •
                                                        — * (vi m •=«
                                                        in ~*  * (vi  •
                                                        (V) * X  » O
                                                        • x ^o x «=«
                             ^ in in  «• u
                              »fvi u. m
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                             * « «* x f-

                             ^^ ^^ ^"^  ^ <£>
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t—    ^-i © »>* «-«

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o o >
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fVJ CM X J
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2^3
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UJ <
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                                                                      in
                                                  •-• a i-» _j »-* o:
                                                          o
                                                          OJ

-------
                                                                                                     25
                                            Subroutine  FLOWS (Cont'd)
                  X
                  UJ
                  u,
                  o
                  Id
                  (/)
                  tfl
                  o
                  CC
                  o
           o
           M
            e>
           X
           in
                  o
                  t**
                  in
                  a
                  UJ
           u.
           o
                             O


                             U.
o
a

o
z
                  X
                  in
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                  x
o »
(VI ">

xac
in »

~ z
z «
o •-*
ft cr
                             Ul


                             <
                             X
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                             X
           X
           in
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i U      ~
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-------
                                         26
Subroutine FLOCMP
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-------
                                      27
Subroutine FLOCMP (Cont'd)

-------
                                                                                     28
                                      Subroutine QUALIN
      •> o             *
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-------
                                                                                         29
                               Subroutine QUALIN  (Cont'd)
o o
oo
oo
oo
o o
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o o

UJO
ZUJ
zz

o o
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z 2 3

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-------
                                                                           30
                               Subroutine QUALIN (Cont'd)
                         •3
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-------
                                                                            31
                           Subroutine QUALIN (Cont'd)
                           x
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Z
»-«
O
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       fit

-------
                                                                                           32
                                Subroutine  QALCMP
      o
      in
      (VI
    • «•
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   ox
   in or
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   00,
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XNOD(250

250) t
      oo
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C(250)t

KMC(250
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                                          o   o    o o                    o o
                                          n   ^    in >c                    ^ oo

-------
                                                                             33


                                Subroutine  QALCMP (Cont'd)
                                                                            >
                                                                            *°-l
                                                                            o

                                                                            o
                                                                            ct
                                                                            UJ
              UJ ^   —
                     MW
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«   —• » Q O  » O
»O>O »O>  •3«-«-41

-------
                                                                                     34
                                 Subroutine DOCMP
     o
     in
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        o
        in
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   o
   incc
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        min — (vj(vi_j » — z — — z
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-------
                                                                                         35


                                   Subroutine DOCMP  (Cont'd)
                                                  o
                                                  CO
                                                  >—t
                                                  >
                                                  •-*
                                                  a

                                                  o
                                                  x:
~>         U "«   UJ —    r>i lu       •-«  '       r-i»-<
—         zu_jo*j       —          e-rt
<      o ~ Z   x Z'    «x    Z ~
 I       l^<^   x^O.-«X    UJt          X -* M    — —   (V     •• O
3      O Z  #    -« O      to ^ »-«
—      ^«^~-   *  I  O —< -~.    •— «^   OJ20-K-
(/)         o» -^-Ot/>l    ^>»UJO-^OC/)
*~      o z -~ o n
">       • M  —    ll>0-0^<-^X
^      f— <«Q   « O  • » ~-    II—    •^••.f-
o      j —• >   — <    H> — • o    -«cj^:c3»-zz--~>    — ~> -» --    — ^ o ac — t-  •    z
->(-4t-(«-'<2o-'Cr»-iOl-
> o o u. _J >  o _j > u. _j  > o _j > < u. o: o    t- u
ao',j*'«ce
                                                     »«M
   o o            oo         o   o       o       o
   \OO            f»-CO         OO-^O
     O                                  •-!       — <       O
     -«                                                   OJ

-------
                                                                                                 36
                                     Subroutine  SOLVEX
       * o              •
      -.in             _j
      o rvj          — u,
      in —  *       o <\j
      ru o —.       in it
    •> — O O    —. (VI  •

   oxxcvi-*moLZ
   mo:  • — o rvi z o

   ** —» O O (VI O X .J
   r> o uno — x o  •
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i  » o
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         in (\j x
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         > Z 3T
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          • OX

         n ~»  •
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         o in 3
         in rvi 3"
         «\j — cr
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            cc u,
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-., -* O —» O Z >
o o  • o m uj z
in in -»cv> (\j _j  •
CM ry o — — x a
— — in < a,  • •»
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            T T
            a. a.
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          t  i   i
                                                                       II
 • UJ O UJ UJ UJ
J3 O  »Z Z Z
UJZ O O U O
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-> ^ 3 i 3: 3*
   Z UJ UJ UJ UJ
   ozzzz_    _    _
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   o o
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O CC O UJ
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X O U, O U. O
Z O *^ O •—' (J

   o          o
   rs          
-------
                                                                                           37

                                    Subroutine SOLVEX  (Cont'd)
                                                                        UJ
                                                                        o
                                                                        2
                                                                        UJ 3>
                                                                        _J 2


                                                                        O Z       Ul
                                                                           O       J
                                                                        X W       O

                                                                        (V) T       O

                                                                        * (X       X

                                                                         * O        »
                                                                           CC       -41
-~                                                                      2 Q.       •-
-> —.                                         e                     o >-4           »
2 ~>       o                     -,o                     *<»    x
^•* 2       ^O                     **** •***       •"**               O    OD UJ ^       2

>QO                     Q —'       O               ~«*Z»

XO                        O    O >                        O    2 O »™i       C_>
— X       O         OJ^XO       O               J-TOre'       2
o —   .00         so          —v       o                     ouji          ui

•••  »    iu **         o>—    "••• o    o ^»               o    o 2 o       a
U~>OO         t-          U*-J(5                     VO2       UJ
*  2    *  ••*<               O*^UJ"-i                     UU          >
^>~-XCC         O    'J?    — ^    Q CD               —.    X    O       2

 _ "T* *"\  I Lib            v^ _,»,     A ^*    ^^" L^               ^f    ^j» -™^ ^%    -m-  f »



<  i  »  —•  G _j       o2«/>    xiiaoo            o    -i»<    -••.»-.

^. *_^ fj   • ij^i ^f 2J* 2T **i ^^ rft —j    ij ^ t^f ^^ i^ '^ /••< ^^ ^ TJ  ««4 ^j

I        ll^12O2~^    UJ 2 II  II  II O «fl    Q--*22O2~H"»    —  H-O2
it   H  ii  -~  03 <  H  si O o  • 1-1         ii OD M  M it  •-« «-i •-• >-• uj < r> o ui  <   a:
Te^o~^< i! oir>2r~-^ »—^ ^o^**1    c5i9»-i-cc>-Kr'  »H-»-y_jr)
U!U-'«J2~O2«-i*-    — 2UJUI_l'^~'O2i-i22'-'2«--*aDU2>-«o«oooooi--i>-su.ua:uj
                                                                           f-4
o                     o       o o                     ooooooo
LT                     \oh-oo                     osoO'-*f\iro^-
                                                            i-»4    O    'v4       "^  'e^ •K*t

-------
                                                                                                           38
                                       Subroutine  INTER
    c
    ir
    a
       C
       IT

       (X
       3T
       •x
   IT'
   O;


   o.
   o
   s
   <\
          o
          IT
          (V
          -~
          C
          o
          2-
          X
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          C
          IT
          cv
          —
          (V
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          C
       *•» U-
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       ir !t
    ~ (V  •
 •  C >- IT
~  in a. z-
o  cv 2* o
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t—
a
         C  —
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         c  r\
> o c
      ir
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             c
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             or
h- c  y
          IT
          f\
   c
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u r
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o c  ir  x-
ir ir  *k  »
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C C  IT U.
IT IT  f\  5
(V• (V  «- Ct
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c >  r  ~
> c  c cr
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— .-  • rt
c- r^  —  •
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•a a  ~ a
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a
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                «- «X «X _j  »  _j

                ir < a  ••»>*-
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                                                 c
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                                         U  i— t- • -*• —  n
                                l/1
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                                             -  x
                                                             _, ^

                                                             - C C
                                                             > C C
— - rr
                                                                                                c   i-

-------
                     c


                     C
                     c
                     c-
                                                                                                    39

                                         Subroutine TABU
a
t~             CX
a             -\     «    <-.

"•    tr    c, c    1    -> if

C e~ O             K-    x ~
x -• 2-    c c    ri      i  —
 •    «--    h~ IT    x    -~ ~>

 »•--•    C—    C     •»•>
x    «-    C —    2     -51
«* C tr       tr    <    — ^
~CK    ^»»—     e    Xr-
c    a    -~ n .—,    - +
<5 — 2    «-< ? 3 ~    V"5
t— r- ~-    —• «^ ^ V    ^-^

U.C     !••••    —•—    iT
ZU.21TUU-—U.     — +    »-
—  • o >~ ^ c n IT u> x — c- a ~ r >- »
rr >'  U. — > x r x t- x  n H  n i-  n r
cr — 75"^—    —^—t-    >-    I-KC
rut-QU-U-CuC  M O. C Q. C C U  2'
(/—c^^t-ct-oaxc' >-c>au

                        C- C       r?    C. C-
                        r 
-------
                                                                                                    40
                                         Subroutine OUTGO
8
    » o
   -.in
   o M
   in —  •
   CM o ~
 »«- o o
— -> z in  »
o s x oj —
;n a:  * — o
<\|  * ^ t_l 'Jl
~ -. O O(VI
«*> o in o —•
« j*> -\j z o
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00.
tn <

-* UJ
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o rvj
in «-
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o fvi _j
in — o
(V i~» >
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-> uin
O  •> (VI
a
z
o
o
-> *» rvj
Q o —•
in in »—
AJ rvj 2:
~*-~. a
I- CO UJ
t) • u
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a: o  •
a:  * _J
 ««%>-«
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in rvj  •
«v ~ 1/5
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ry — cr
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x aa u.
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MU
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o o
cr 3T
cn r
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Olfi UJ Z
<\j rvj _j  »
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< a.  • x
x z -> z
a. o z
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< oo 3:
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      z
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8X»A4»4Xf5HRIVER
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          •> oc
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                                                                        vP UJ
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                              LU <  * X UJ O *

                              •-< cr <  » .4    u
                              cr o  »uj < o ru
                              3T U. X _J > Q >-H
                                    ^ rvj m
                                 o
                                                         UJ
                                                         z
                                                                  o
                                                                  ru
   >-  »
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                                                                                 O UJ
                                                                                           •• — X
                                             O    UJ UJ UJ T  *
                                          x»     •zz-'crx
                                          -«XUJ«-«'-«ll  M —« UJ
                              ** —    H-  *• Z X »-<»-«    •* f— Z Z
                              rvj n uj    < n 1-1 'jj  u  n o uj < •-• cr

                              u u ~<    cr  » z — z uj    •-•crzi-Q
                              n>tor    oxou-ujaDoaooujz
                                                                        o
                                                                        ry
                                                                                                o o o

-------
                                                                                            41
                                Subroutine  DIVCK
or
t£
   o
   in
   AJ
   O
   in
   oj
   *w»
   OJ
   zm
x x oj
QC  » —
 • «•>»»••«
~ oo
o in o
•Jl 'M Z
.M «- x

Q. X —•
< a o
>  *in
UJ-» OJ
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— in o
o oj o
in — 03
oj ~* u
— *r  »
a. a —
x  » o
uj-» in
i- o oj
 * in —•
—. cvj >—i
o~ a
in rsjo
oj  » oo
N~ ^ O
> O  •
 • in —
— oj o
o — in
;n »~ oj
OJ X «~
-»o to
l/> UJ O
< W1 O
         -J
      — u.
      O OJ
      ir, x
   ~ oj •
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^>ina. z
o oj z o
in«- >-o
OJO X J
^x o •
'O "X • _J
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« —. o x
o o in x
in in oj *
OJOJ — (ft
-* — a. u
Z U) Z U!
»-i u, o to
oz • z
o o
in in
OJ OJ
<•* *MH

JO
o >
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in  •
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O X
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OJ J
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cr u.
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isT  *OOO  *O-/1UJZ
o-^ininm-^ojoj_j •
>oojojojo-' — xa:
«-»in— ~^in<:a. •»
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   ^H-KH^'-OLOZ •
UJ2TOO<>-JCD »O
z>-««-«a:ujx o
(/) O
                 in
                 X
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              UJ O
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              X II   • UJ

              -?    UJ Z
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              u. ou. o
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O    X

o ~y *~
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UJ O OJ
Z f*^  • *™*

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*~ Z — UJ O
Q — *- Z Z Z
> uj < u >-« a:
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«- >-< a a z i- o
u. cr o uj o u.' z
•-* a u, z u a uj
                                          oj —«
                                                   o
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-------
                                                                                          42



                                   Function  JKFNO
x  •
 * o
a *
H- X
to x
t-4 <~
OZ — -5
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JO h-  II
*-« T txJ»-
Z £T (/) tU
x i 2 in
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z- rx
u. — a: a
i£ X  •  •
-> >-• I- H- >-
   u. _j o w
z «••«/>
o * »->- z
>-!•-< t/) tfl II Z
H- it 1-1 « o or
o>- o o 7 o
ZUJ -- U. H- Q
^> -"-<-> ct UJ

-------
                                                                                                      43
                                      Subroutine  QALOUT
      O
      in
      (VI
   O X

   (VJ  »

   <*) O

    • M

   O Q.
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   — uj
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o
in
(VI
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   o •>
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   o  •
t~ o ~»
D  * o
o -^ in
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O (VI X
   -• >—
uj 2 a
   2^- k-rf
   ^^ ^^
o o fu
in o —


*: ~» o
o oin
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«. (VI *»
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«~ GO  •
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« 130 «- X X -« 2 X


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-------
                                                                                        44


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-------
                                                                                                       45
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-------
                                                                                    46


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-------
                                                                       47
AUT0QD:
     The program output has the same basic format with the following
additions:
          Under the heading "Estuary/Stream Data" the non-point source
          input data-and other physical data is printed.

          Under the heading "Flow Conditions for the Period (Month-Day-Year)
          through (Month-Day-Year)" the point source inflows and/or diversions,
          the non-point source inflows and/or non-point losses and
          the channel flows are printed.  The non-point values printed
          here are the equivalent junction inflows and/or diversions
          (non-point source value multiplied by channel  length)"

          Under the heading"Input Conditions for (Month-Day-Year) through
          (Month-Day-Year)" the point source inflow concentrations and
          the equivalent non-point source loadings are printed.
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          non-point sources for the junctions (non-point source
          value multiplied by channel  length).
     The same new variables have been added to program AUT0QD that
were added to AUT0SS.
Program Listing,           '» *
     Following is a complete listing of Program AUT0QD.  New or changed
cards era marked by arrows.

-------
                                                                                     48
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-------
                      Main  Program  (Cont'd)
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-------
                                                                                        50

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-------
                                                                        51




                         Main PROGRAM (Cont'd)
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                                 Subroutine  SETUP
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                           (vi z    ce (vi z    •=« n  M  • H  «  • o
                            IICKUJ    iiarujii-^ — o^s-.oiioo
                           "3 II r> II  Z II O ~5 n "> II  "5  ~> II  -.  •  •
                              —. Z —    -=-Z    *-• — -^ —  *-^.-)oo
                   n  «-'-n 11
                   _j^^,^s«^_«.O.i-^H-nZZ — 22 — >-'- —
                   >=eUJ~>    OZO    OZ    QCDQ.ZX23"^")
                   Z.JXOSOXOZOOCDZZOXi-'O'-**11'
                   xxcco!roxoaoQuxouoooc5<

                                O         O   A A A A A
                                r-         OJ   ^^^^^

-------
                                                                                          53

                              Subroutine SETUP  (Cont'd)
   O O         OOOO         O                    OOO3
    • o O        •     • O    •       •          •       OO          ••••(**)
   OO*O   O O O  •   OO   O         O O O  •  • O      » O d O  • O
   It  II O  •    II  • II  O O II   •    II O O O OJ  •  • O O  • O    II II  II  II —•  II
o-~-~iioo~.o-~ii  • — o o —  •  •  • ii o o ii  no  • o -. — <^~.it~.
 • -)->-*»  • ->  II "5 — O •» II  •->000-.llll-.-.||OH-»-)->->jCie:
o	•->-,o~-»~'->H*».-.o—  II  II  l|-> — -.->->-» II  —~-	•     »
II  ^Z**~> II (±">O~ — H-~5 II T—•— <-.«-> -5 ^ «— -)-»-)(/)t/)(/)t/)O"^
^t-41-i^-^^i-i—'KO-~>Ty'-H-"15~>'~)Q. — ^-CO"— ~3~ir«i«T«rr> —
->OQ»-Z"><_IO< *-1o in->o~'-'>-T'-«rvjoo>-~ui><2:z:3:    w
~Z05X»-« — UJOI>U1LUO — *-»^(M(T)ujy:^QDZXinijuT2rOOOlt

-------
                                                                                                      54
                                   Subroutine NEDAT
   o
   in
   OJ

   z

   "D

   X
   o
   in
   OJ

   M
   o —.
   in o  *
   ojin -~
   — oj o

   o xvi
   >  •« —

   ~* O Vi
   o in o
   in oj  •
   rv ~ ~.
   — if) a
   t D in
   *-• Q oj

   uj — a.
   or o x
    «in ui
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   in H- .-.
   oj 2 o
                   n    -»
                         o
                         in
                o
                in
                OJ

                co
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                X
                »

                o

                OJ

                to
                4
O O UJ OJ
in  »to —
oj -*  •• r>
— o —. 4
4 in o  •>
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   •— OJ O
   z — in
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   x > —>
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in
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      x o- u. o
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4

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cr
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tr
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X _J
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— t- x —
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ix cc in  *
or o *n x

      -«oj i
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                                                                                      in
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 LO
 O    O
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 uj in o o
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                                                                                                                   4

-------
                                                                                               55
                                    Subroutine NEDAT (Cont'd)
      X                  X                  UJ X                                        ~»
      -«                  ~*                  i/> in                                        —

      o                  o                  ct —                                        x
      M                  (V              ,   UJ *                                         —•

      X                  X                     -«                                        O
      in                  10                  i  **                                                          H- * —'                (/>                     4
      Z                  Z                  Z    o                X                     U,
      UJ                  UJ                  UJU4 CVI                h>                     Qt
      ••«                  »~*                  t-^ac*                Q             «^      z>
      u                  u                  u-«             -^m
      »«*                  i—«                  »•<    f>~                3R             ••*
      U,                  U,                  U, <\l IO          -»                  I       Z
      U,                  U,                  U-<*OJ             -5      O
      UJ                  UJ                  UJ^ZUJ             —      *-«
«-»O            -%O            **OOCO          CK    Z <~          X      »—
O    U            O    U            O    OOT          *    ZX          h»      O
x                  x                  XN.OJ          tn<»-          oz
a:'-*-*       att/iin
(A    X   «    O U)    X   <    O t/l    X«SUJ«    -• Z    XX          *       X4    -5
^    (VI    ^-    30 ^    (VS    *••    *** f***    O*    OC  ^       *    ^  **          **^      0^  *
arou       a,«*>u       a,f%«'»«--«o          ~>      M->O
Z     »2COZ     rXOZ    »»in    »       >»    in    <>       >>inu.O'»o»in»'ijjK-      in  •    o
 »     •>   o    o*     »•   t>    o»    ««=>««*o    ocj    »oz_i    o       *"^    o
X    ~   Z    OX    ^   Z    OX    ~-      Z    ^Z    — Z UJ x    «      ~Z
 »#     r        **     *        **'itO*>~«>*»_J*     ^      *»<^
U    X   (VS    ^U    X   
—i —. o   >    jtvi^o   >    _jn.-.o    •-<>    _jwoo>-«~-o*   •d>o>    _j
»   -^    gj«-'|»=.»   «^    UJ-««O»»OUJW    UJ—"-^* — X»— •*    «*  * .-.    it)
_    o   ooz'Z*®   ooziK^o    aoozo:*ooH-o(viz     »OOOT
uj a:  x   oo  • iu Qi x   oo  »uj3cxx(/)Oo  •UJQ:XOQI--   H-O_|K-'«-«»-»-«X->JliJi'-«^-O_
ZZ—   S^IUZZ"   I3-«UJZZ — Q.H-O»'UJZZ»*3XII     XOZ-'O-'UJ
           O    CD^^H-   O    CD»-i»->-UjOO    OD«-i —  h-Otl-»tVI»Z — H-O    3D
              O<    UJ<      O<    UJ4OZ    O<   U_<    ^-)^—.«uj<    O<
                 	?• ~ _l >- _J _J H- 3T    X _J t- _l _J H-  3T _J — Z ~« ~) I- f- ?•
           _    — _jt-»cr   _j  •» *-»-j«-«a co r*- _i    — _i •-•  a _»<- —    —zi-a: —
           -tvi
-------
                                                                                         56


                                 Subroutine  NETDAT  (Cont'd)
                 *•.                 O                  ««*
                 O                                           <-!
                 X                 Ifl-                 X                          J-
                 >-                  *                  in                          <
                 u.                 ~                  »                          o:
                 —                 o                  «•*                          ft
                                     i                   o                          Q.
                                  O                  2:                          (/>
                 UJ                 UJ                  V                          UJ
                 >-•                 o                  2                          o:
                 >-                 —                  *-»                           I
                 *-»                                     «                          
                 O                 0)                                             fc*
                 O                 UJ                  J                          tO
                 -j                 x                  _i                          uj
                 uJ                 rs                  <                          r
                 >                 *-                  U.                          h-
                                    <                  Z                          2
                 _i                 oe                  •<•«                          >
                 <                 ui                  <                          co
                 o                 a.                  a                          o
                 ^                 jt                                             i-
                 i~                 uj                  e                           o
                                    H-                                             x
                 -J                                     20.
                 UJ                 K                  O
                 Z                 UJ                  »-»                          >•
                 2T                 I-            ~    »-                          _j
                 <                 <            Q.    <               -           »-«
                 x                 at            <        O                          0
                                    z            uj    a                     —       —.
                 UJ            «•    O             *    <                     "">    UJ
                 O            ">*-»'">>                     X    O —      O
                 <            ZH-            TUJ                     QC<*-H»
   -=•            CK            ao-«.a:         —            o*£txoa
   o            ui         o»za        •»«=a            potnuj-^t-o
   so       >         »^(/>3s:otouj<            cv H-    > — o    -»
   ct    •       <-=v-<»=">ujo>-z>               a«ox>o
    »   o       T   >•       a.    z    H»    (v a    x    uj            oz    xoja.    eo
   (/>    M       •^••ozm*       z    -^     »            >»»^«»»"JO«1«*1T>               >->OX"^(J
   aZ       »3L       >     •    S    J— >•    »2U      O»     *ir»T<
   z*^       XQ:O»XQ:        »xac<      ox    x  »a    u.
    «-   >       in    «>    o x    in    »oxtn     •>   u,         »    in -. »    >
   v            »cj       •     ••>«!>•    •">a,      — ">     »v •*>    o
    *-^       -»   z    — •>    -»    z       "•>    —    z<      oz~:>      >- •    *  o »•    —
    ••u.       iMm:*x^    a   —      x t-    -* 2 cr    —
   2   a    *=. «*   <    t-s1-.—    <    ><^~.    <•   •->      a o -^ — o <    o
    • o  •    oo«>    jujoo    >    _j>oo    > -> —•      j x o o m >-51-
   > z »-»    4-(M   _»     • H« \o (\j    _i     • ui ao  (vj    jza       • a.-^ oj v _j z o
   — » O    »**-»*»    UJ-*'-**'    *»    UJ"*'^*    «-•«<      uJ'-MwOJ-^*!
   or ,*  •     »o*ooza»o    ooza»o    o-«>   oza»ooo—-iOOZ^>»— OO    £3D»-i'-'»—    O    to •^ **  H- -=. OO~5Z    OD1—'—•!— ^-OO—-
•—   fnTi-»uj o <   uj<      ojo
HJ^CKI-K?': »_I»-_J_!H-X*  _1>-«J_«»-T-^_J—!CL»-^_J_lt-TUJ_JM>-
K _J   -^ z i-s tr x _j    ^- _^»-i5 x _j    — _i »->  a: *  _j   oou,«-co            oo««
           rx;wi         p<      P-C         »rt       -H            -^    f\J      f\J

-------
                                                                                          57


                           Subroutine NETDAT  (Cont'd)
              >•                         *-                         a.
              <                         O                         Z
              O                         (V                         UJ
              X                          *                         r~
              Z                      .   "*
              o                         in                         x
              in                          •»                         •«*
              x                         ->                         ui
              CM                         o                         a;
              o                         UJ                         >-
                                         in                         wi
              x                         x
              O                         t-                         O
              >-                         U.                         r-
                                         o
              (/>                         m                         o
              W                         —                         -Jj
              z                                                    »-
              UJ                         IA                         O
              x                         r-                         uj
              »-•                         z                         cr
              o                         ui                         a:
              IU                         •"•                         O
              10                         U                         O
                                         1-4
              u.                         u.                         in
              o                         u,                         uJ
                                         UJ                         H-
              UI                         O                         <
              x:                         u                         
              Q.                         O                 O      «
        -.    D                         »-4                  •      O
        -5                               trt                 O      UJ
        s    z         o              oc           ~.    «vj      o                    -»
        Of    UJ   -*    •              U»           ~5    I                             "7
     0*OKO        -»CL           2T—-O                    X
     >om»-3:o      ootn           a:~>      o-«               x
     AJK-    X   O    ^      00 Z    **            •    «-      E   -*               *
        a,    o   uj    vo      (v cr    o   -»    o in    a       o   ^            o^v
     OZX(/)CO         »    X   M    ^ t-    3f       XC            -tt-
     !••  «    (\I    *    X      Ot/J^*f>Q.UJ      rvj*.            (*>3.
        >-.*->o      r»h-<*>o      z»~      tn->~>               z
     O»*X^        flu     «"   3E    O  »    "•*       ^^w.Z'            O«*
     OXXiXU,      OZXQCN->-#       X*CLO       t->»
         o    in    ••    >      o  *>    in    *•       »4       inx^c          »
     -»~5    •   "^    o        >     *ooxr*-        »«-)o       Ox
     I-Z    —   Z*        '-»-^ZO»>3-       ^~ZO       O«-
     x»*     «.~,      ax*     »^TO       *o»4       —•*)
     Q h-    X   -<    2      "*  *    I   ^    ^ z     *       X «M ~«    vfi       (V Z

     tno^"-><    K      oz->*-   «t    O"-«    *    ^»«x<    x       OM
     _»uj o o   >~>T      ,j*oo   >    j^ro-»    o o »n > ~) —.       _j^~>
       • in-tryj-^_jzo       •isjr^.fu   _j     »QZT    —  »'-»    OUJO_J»—"5
O'-iujzz^'OO    "jo-^uizz-^   r>-^uiz    u r> z — x D    IID-«UJZ
z   sD>™t^*p~'vioo*~z    BI—•*•»>—-^o    QD"~|in'«~2rv*F—>- 11 ^f ^y ^^ •> ^l ^^ i «j ^^ f^ l^ ^t ^ C5 T* ^T ^5 U> ^T O> v* ^) Or ^J   ^ ^5 ^ <^ ^5 U. *^ C5
CJ tO ^"* Cw) ^E U* **^ C^ ^*^ (/) C^ 15 *"** U X ^» ^^ C^ (J? *"*^ ^^ ^\ <**\ ^^ ^B ij^  y^ (J ^j f*^ ^j ^i »«4 ^j ,*^

ooo           ooo         o         ino           oo
^u   f^       *^           ijO    \c       ^"         or         oo    ^T            cs    ^^

-------
                                                                                          58


                          Subroutine  NETDAT  (Cont'd)
        a.                                   <                                         '        -*
        z                                   uj                           ui                     ~
        UJ                                   JC                           Z                     O
        H-                                   H-                           O                     «M

        Z                               "                                H»                     X
        <                                   o                           <                     m
        UJ                                   t-                           If                      •
        a                                                               H-                     —
        H-                                   o                           z                     z
        en                                   uj                           UJ                     a
                                             »-                           u                     a.
        o                                   o                           z                     —

                                             a:                           u                     (/>
        o                                   a                                                 z
        UJ                                   O                           Z                     O
        »->                                   o                           r>                     ~*
        o                                                               «                     N-
        UJ                                   V)                           K-                     <
        a                                   uj                           <                     ct
        cr                                   i-                           a                     H-
        o                                   <                           ^                     z
        o                                   ct                           K»                     uj
                                                                         <                     u
        (/>                                   Z                           -                     o
—      >                          (VI       UJ                           X                     CD
O      <                           I        ->TC                       -O               ~-J
(VIO                     Z"-                             —    UJ           -    ->    <
 i                              at   a.       K-    ->               -j    H-     -     —    T    •-•

~5      O«-^            O CO   UJ       Q.«>>-«         •      OC    QL    •"•    O     •    •-«


z      x    o               z   ^       x*=«a:    o      m»-    x    o       o a.    x
Lp.fr      oj     **            cu *"-   ^        *X) *^*~*  ***     *         QI.    ^^     *^    o  **^ —'    ro
^»      ^^ ^"•    x    a:    o  o  »•   x



                    ^-       H«»   -.       *-.»    -,      -»*7    *—»    H-  o z    *


                    x       ic <   oc    — — a -4  x o —. —
                  ^—       -JUJ"1)^    OOX>"^>-«      _JOOO^^    _IOOOOO



^    XXO-»UJZZ~J11O'^UJI-ZZ —
—s "7 ^* H- **^ O O  -«* Z    00 *•* l^ *^ ~Z *^ H° Q^ O ^ *"^ ?^    3D *"^ *••'  H15  •* O    OD  CH ^•^ ^^ **•
""*^ ••••* ii i ^ «^*    ro  ~^ ^'^ o ^   *^ *x *~* uj ^ z    *o ar ^** o ^    uj  ^ ^^»    o ^  o    uj ^
— H-I-?:    _jn*'H-H-_j_irv»-»-H-zujjr''>-«H-H-_i«iH-5'T_jK-_j_j_jv-z
f>JZ»-«a;i_i    njz    *--IS«»ZI-OOOSO^U,ZOQarOO'-»OXU.*-OO»-"-'O-3!U.
           r-<                                  P<                          r-4
   tno            oo         mo            ooo          o          o
   —   (vi            m^         -4-in            «o    h-       x          CT"          o
   f">   f)            firo         ron            oc^r^j          n          ^

-------
                         Subroutine  NETDAT  (Cont'd)
                                                                                        59
        10
o
CM
»,
X
in
»
4_t
r
a
x


2
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— <
H>
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2
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"^ JUJ.JJ
~y INK!
z t-
ac *"• *«>
«• 2 V
o (/» •-< x
•jn H- x o
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-------
                             Subroutine  NETDAT (Cont'd)
                                                                                                60
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-------
                                                                                          61

                             Subroutine  NETDAT  (Cont'd)
   LJ  *
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-------
                                                                                            62
                            Subroutine FLOWS
      o <->
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-------
                                                                                                  63
                              Subroutine FLOWS
                                    a,
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-------
                                                                                                64
                             Subroutine FLOWS  (Cont'd)
   II UJ pi
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-------
                                                                                               65
                             Subroutine  FLOCMP
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-------
                                                               66

             Subroutine FLOCMP (Cont'd)
  Ul O
    inoc
OXMX
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Z*«o
xxx*r>
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X OJ  X
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-------
      ru
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      in
                                                                                               67
                          Subroutine  FLOW (Cont'd)
QN RATtS
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                           -* in o
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O
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o
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TOO

3: >^< \o in
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-------
                                                                                                   68
                              Subroutine  VAULIN
   o
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-------
                                                                                                  69
                              Subroutine  VAULIN  (Cont'd)
O
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-------
           *
           X
                                                                                           70
                          Subroutine VAULIN (Cont'd)
a.
a
z
o
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o
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o
u
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-------
                                                                                                71
                             Subroutine VAULIN  (Cont'd)
                                                             O    X — O
                                                             co  •> ~* in QO
                                                    -.  *    #  o rvi    *

                                                    * oc    — a:    -«-*
a.
z
2:
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-------
                                                                                             72
                           Subroutine  VALCMP
      o —     »  »
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      •>- (vi o in  •
    • j — in (vi o
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   in  • — — u, •»
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   o — '/) o -.n —
   z ac o .n :vi =»

    •> •«  •>«" in (vi
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               p(VI • J

               (vi_ja a
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2
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                                                    o o
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-------
                                                                                               73
                             Subroutine  VALCMP  (Cont'd)
                                                                              -
•4

UJ
Q

> 2
      O
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UI It

O
   O
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o
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CO 2
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O    — 2  • 2 O
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-------
                                                                            74

                       Subroutine VALCMP (Cont'd)
  o
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  Q
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  2T
  _j r>        -»
   • z ~      z
  UJ » "5       •
O 2T <"• "^    O "^ -«.
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         o   o    o o
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         «-*   ^-4    fVJ O
                     OJ

-------
                                                                                      75
                          Subroutine CDERIV
   o
   in
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   M
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-------
                            Subroutine VOOIN
                                                                                    76
     o -.    » »

     (\i in -«. o n
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-------
                                                                                                   77
                                   Subroutine  VDOIN (Cont'd)
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-------
                                               Subroutine VDOIN  (Cont'd)
                                                                                                            78
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-------
                                       Subroutine VDOIN (Cont'd)
                                                                       03
                                                                       u

                                                                       X
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-------
                                     Subroutine  VDOIN  (Cont'd)
      UJ
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o               o
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-------
                                   Subroutine VDOCP
                                                                                           81
   o
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250
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250
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25
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-------
                                                                                                82
                               Subroutine VDOCP (Cont'd)
           "5 -»
        OO -J
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 K-K- (M

 UJ UJ -J  •  •
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;    z->-)-.ooxzoo->oiflzt/i'-«—•~)a»-«>'">y^-<«--.    z -«  — "> -^ — n
, O *•* **^ *•* "^ OC Z X *"^   (\J O O Ut  • Lu C^ (/) *^ Lu Z  V) **^ Lw O I/) ^ O *** O  t/) ""^ Z t/} *^
. ^*" H* O O **•* O X O H* «J •"* Z •"* Z ^ X O ^ O X O  ^ O X Ci ^ ^*r >• ^" O,  ^ O O ^ O
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                IT
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-------
                                                                                                     83
                                       Subroutine VDOCP (Cont'd)
                                               z
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-------
                              Subroutine ODERIV (Cont'd)                             85
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-------
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-------
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-------
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-------
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-------
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-------
                            Subroutine OUTGO  (Cont'd)                                 91
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-------
                                                                    92
V. EXAMPLE RUNS  AND SENSITIVITY
     The following figures illustrate the sensitivity of the AUT0-QUAL
   t
models to variations in the non-point variables.  Sensitivities to
other variables are shown in T.R. 54.  the sensitivity to various
factors will depend on the physical and biochemical properties of a
given system.  Therefore, the user is urged to experiment with his own
systems before drawing any definite conclusions about a
variable.
     AUTJJSS was generally used for the sensitivity runs.  The effects
are the same in AUTjJQD as in AUTjJSS.  Figures 9,10 and 11 shows the
convergence of the AU70QO solution to the AUT0SS solution over time.
     A hypothetical estuary/streara (see figure 1) was used for the
sensitivity runs.  The following date values were assigned to the
example ©stuary/stream;
          Mile of Upstream end * 100,0
          Mile of DowRstrearc ercd ? 0.0
          Mile of fall line•« 50.0
          Husnber of Sections « 100
     PHYSICAL DATA;
          A* i
               Miles 0.0 through 48.0                     A^ 0.0
               & Mile 50.0                                A. - 0.06
               § Mile 100.0                               A, * 0.04
                        •>  '                                I

-------
                                                             93
     Miles 0.0 through 48.0
     0 Mile 50.0
     Miles 50.0 through 100.0
A •
V
     0 Mile 0.0
     9 Mile 50.0
     Miles 50.1 through 100.0
WIDTHS;
     0 Mile 0.0
     0 Mile 50.0
     Miles 50.0 through 100.0
DISPERSION COEFFICIENTS;
     0 Mile 0.0
     § Mile 50.0
     Miles 5G.O through 100.0
CBOD decay rate (f 20°C);
     Miles 0.0 through 100.0
NBOD decay rate (0 20°C);
     Miles 0.0 through 100.0
Non-point source CBOD;
               ~>  «
     Miles 0.0 through 100.0

Reareation Rate (0 20° C)
     Miles 0.0 through 100.0
        A2 - 0.0
        A2 = 0.6
        A, - 0.6

        A3 - 20.0
        A3 « 10.0
        A3 « 0.0

     Width » 5,000.0 ft.
     Width » 500.0 ft.
     Width - 500.0 ft.

        E- 5,000.0 ft2/sec.
        E « 100.0 ft2/sec.
        E » 100.0 ft2/sec.

  CDECAY - 0.4 Vday

  NDECAY = 0.3 Vday
N0NPCB0D - 200.0
           (Ibs/day)/mile
   REAER = 0.4 Vday

-------
                                                                   94
     Non-point source NBOD;
          Miles 0.0 through 100.0            N0NPNBJJB = 200.0
                                                        (Ibs/dayJ/wile
     Non-point source ¥0$;
          Miles 0.0 through 100.0             N0NPTDS = 400.0
                                                        (lbs/day)/mile
     Non-point source 0?;
          Miles 0.0 through 100.0              N0NPD0 * 50.0
                                                        (lbs/day)/mile
     Non-point source Flows;
          Miles 0.0 through 100.0            N0NPR0B = +1.0 cfs/mile
     Computed Oxygen Saturation Concentrations.
     All other physical data assumes its respective default value.
     Where point values are specified the program will interpolate
     linearly between the points for intermediate values.                '
COMPUTATIONAL DATA;
     The following point source inflows and concentrations were
     specified.
     Mile 100.0;                         500.0 eft
                                           5.0 pp» CB00
                                           4.0 ppin MB00
                                          20.0 ppm TDS
                                           9.0 ppm 00
     Mile 95.0;                           50=0 cfs
                    *  '                   30.0 ppm CB0D
                                          40.0 ppis NB00
                                         200.0 ppro TDS
                                           0.0 ppm D0                    (

-------
                                                                        95
          Mile 25.0;                          300.0 cfs
                                               30.0 ppm CB0D
                                               60.0 ppm NB0D
                                              400*0 ppm IDS
                                                0.0 ppm D0
These data constitute the base condition upon which the sensitivity runs
were made.
     Following is the data deck esed for running the base condition
on AUT0SS;

-------
                                                                  96
IO


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-------

-------

-------
                                                                          99
DESCRIPTION OF SENSITIVITY FIGURES;
     Figure 1  -schematic of exanple.  streams/estuary.
     figure 2  -base condition for sensitivity runs.
     Figure 3  -base condition for sensitivity runs with  all non-point
                parameters set to zero.
     Figure 4  -base condition with varied non-point  source inflows and
                non-point losses.
     Figure 5  -base condition with varied non-point  source CB0D loadings.
     Figure §  -base condition with varied non-point  source NB0D loadings.
     Figure 7  -base condition with varied non-point  source 0~ contributions.
     Figure 8  -base condition with varied ram-point  source IDS loadings.
     Figure 0  -AUT0SS and AUT0QQ CB@® cnporfsoii*- J4a» with base
                condition input values.  The AUT0QP CB0D  starting
                concentrations were set  at 3.4 ppn for  the entire network.,
     Figure 10 -AUT0SS and AllTfQD NB0G co^»arison. Ran  with base
                condition input values.  NBjKi  starting  concentrations
                were unlfooftly set at  3.5  pptt.
     Figure 11 -AUTPSS and AUIfQH Df crapaHsotie  Ran with base
                condition inpyt values.  00 starting  concentrations
                were tBiifomly set at  6.0  ppn.

-------
                                                                                     100
                                FIGURE  1
         O  in
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         ~o

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ce
 O


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                                                          o
                                                          c?
                                                          
-------
                           FIGURE  2

           Example stream/estuary with point and
           non-point input parameters.  Basic condition
           for sensitivity runs.
                                                                      101
    10.0
a
o
o
          0
      i     i
10   20   30
      I
40   50   60   76  80

   River Mile
90

-------
                      FIGURE 3
         Example stream/estuary with only point
         source input parameters.
                                                                102
10.0
             20   30   40   50     )

                         River Mile
90  100

-------
                                                                     103
                          FIGURE 4
              Sensitivity to non-point source
              inflows and non-point losses.
§.
10.0 .
 9.0 _

 8.0 -
 7.0
 6.0.
01
|   5.0 ^

1   4.0-
f—
o
S   3.0
o
     2.0-

     1.0-
            	y	p^-^^-	...(.	...y.^,..	J	^.s^y.:	p^^^J^.
         0   10   20   30   40   50   60   70   80   90  100
                             River Mile
          	Mon-pcint source inflows s +10.0 cfs/roile
                    Non-point source inflows » + 1.0 cfs/mile
                       rpoint losses
                                         = - 5.0 cfs/roile

-------
                                                                     104
en
10.0



 9.0


 8.Q.






 6.0.


 5.0-
3»   4.OH

"o

4?   3.0
o

     2.OH


     1.0
       0
                           FIGURE  5
                Sensitivity  to a non-point source
                carbonaceous oxygen demand loading
         0   10   20   30  40   50   60   70   80   90  100

                            River Mile



          ——_  Non-point source CBOD -   0.0 Ibs/day/mile
                   Non-point source CBOD = 200.0 Ibs/day/mile
                   Norv-peint  source  CBOD = 400.0 Iba/day/mile

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                           FIGURE 6


                Sensitivity to a non-point source
                nitrogenous oxygen demand loading
                                                                     105
O)
o>
>>
X
O

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                                                               106
10.0.
 i.o-
   o
                       FIGURE 7
           Sensitivity to a non-point source
           02 contribution
     0   10   20   30   40  50   60   70   80   90   TOO
                         River Mile


      —,__,   Non-point source 02 -   0.0 Ibs/day/mile
                Non-point source 02 -  50.0 Ibs/day/mile
                Non-point source 02 = 200*0 Ibs/day/mile

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                                                                 107
                         FIGURE 8
              Sensitivity to a conservative parameter
              non-point source loading
CO
 200.0-


 18CLO.


 160.0.


 140.0-^


 120.0


 100.0-
»

; 8o.o -


 60.0 -


 40.0-


 20.0 «
    0.0
                                                     L
        0   10   20   30   40  50   60   70   80  90   100

                            River Mile



        „»„=.	Non-point source TDS =   0.0 Ibs/day/mile
                  Non-point source TDS = 400.0 Ibs/day/mile
                  Norv-point source TDS = 800.0 Ibs/day/mile

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                                                    108
           FIGURE 9
AUT0SS and AUT0QD Comparison
Carbonaceous Oxygen Demand
at selected miles
6.0 -
(5.0-
4.0-
"I?
1: 3.0 -
o
g
0
2.0-
1 0 -
n n -
(AUT0SS)
MilP Qn.n
/*_ Mile 90.0 (AUT0QO) !
i' - - , ----,,-, , ,- 	 	 Mi IP RR.fl
1 f
1 /^_ — » Mile 85.0 (AUT0QD)
|/
L / . 	 Mile 75^0
\ r
& /^ 	 . Mile 75.0 (AUT0QD)
\ ^
X V 	 	 	 	 	 	 „. Mi IP f»5.0
V \ x^l_ Mile 55.0 (AUT0QO)
\ \
\ v^-*-_«»» Mile 25.0 (AUT0QD)
\ " "** — -~ „, MilP 25.0
SNN-^_ Mile 20.0 (AUT0QD)

u-u~l i .% , i i i i
Q 5 10 15 20 25
            Time  (Days)

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                                 FIGURE 10
                                                                           109
    6.0 _


    5.0 -
                       AUT0SS and AUT0QD Comparison
                       Nitrogenous Oxygen Demand
                       at selected miles
                    Mile 90.0(AUT0QD)
             Mile 85.0  (AUTflQD)
                                                                          90.0
                                                                     Mile 85,0
    4.0 -
  !    t-
         A
         y   \!
o
CO
    3.0 -
'    i
\ j V>^	

 xC     V
Mile 75.0 AUT0QD)
                        Mile 25.0 (AUT0QO)
            \\    r
    2.0 -
                            Mile 55.0
                             Mile 20.0 (AUT0QD)
                                                                     Mile 75.0
                                             Mile 55.0


                                             Mile 25.0
    1.0  -
    0.0
                            •»  •  i
        10          15

             Time  (Days)
                                                       20
                                                         25

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                                                                            110
                                 FIGURE 11


                        AUTJDSS and AUT0QD Comparison

                        Dissolved Oxygen at selected miles
   9.0 -
   8.0 -
   7.0 -
                                                ile 10.0 (AUT0QD)
                            /S
                                       Mile 40.0 (AUT0QD)
/x
                                      Mile 25.0 (AUTjJQD)
   6.0
c

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