EPA/600/8-79/004
                States
                mental Protection
Municipal Environmental Research EPA-600/8-79-004
Laboratory          August 1979
Cincinnati OH 45268
                 and Development
              Urban  Rainfall-
              Runoff-Quality
              Data Base

              Update with
              Statistical Analysis
             -''M Ml

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                RESEARCH REPORTING SERIES

Research reports of the Office of Research and Development, U S. Environmental
Protection Agency, have been grouped into nine series. These nine broad cate-
gories were established to facilitate further development and application of en-
vironmental technology.  Elimination of traditional grouping  was consciously
planned to foster technology transfer and a maximum interface in related fields.
The nine series are.

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

This report has been assigned to the "SPECIAL" REPORTS series. This series is
reserved for reports targeted to meet the technical information needs of specific
user groups The series includes problem-oriented reports, research application
reports,  and executive summary documents. Examples include  state-of-the-art
analyses, technology assessments, design manuals, user manuals, and reports
on the results of major research and development efforts.
 This document is available to the public through the National Technical Informa-
 tion Service, Springfield, Virginia 22161.

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                                             EPA-600/8-79-004
                                             August 1979
        URBAN RAINFALL-RUNOFF-QUALITY DATA BASE

            Update With Statistical Analysis
                           by

   Wayne C. Huber, James P. Heaney, Kevin J. Smolenyak
                and Demetrios A. Aggidis

    Department of Environmental Engineering Sciences
                  University of Florida
               Gainesville, Florida  32611
                 Contract No. 68-03-0496
                    Project Officers

      Richard Field, Chi-Yuan Fan and Douglas Ammon
            Storm and Combined Sewer Section
              Wastewater Research Division
Municipal Environmental Research Laboratory (Cincinnati)
                Edison, New Jersey  08817
       MUNICIPAL ENVIRONMENTAL RESEARCH LABORATORY
           OFFICE OF RESEARCH AND DEVELOPMENT
          U.S. ENVIRONMENTAL PROTECTION AGENCY
                 CINCINNATI, OHIO  45268

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                                 DISCLAIMER

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

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                                   FOREWORD

      The  US Environmental Protection Agency was  created  because of  increasing
 public  and government  concern  about the dangers  of  pollution  to the health
 and welfare of  the American  people.  Noxious air,foul water,  and  spoiled
 land  are  tragic  testimony to the deterioration of our natural environment.
 The complexity  of that environment and the interplay between  its  components
 require a concentrated and integrated attack on  the problem.

      Research and development  is that necessary  first step  in problem solution
 and it  involves  defining the problem, measuring  its impact, and searching for
 solutions.  The  Municipal Environmental Research Laboratory develops new and
 improved  technology and systems for the prevention, treatment, and  management
 of wastewater and solid and  hazardous waste pollutant discharges  from muni-
 cipal and community sources, for the preservation and treatment of  public
 drinking  water  supplies and  to minimize   the adverse economic, social,  health,
 and aesthetic effects  of pollution.  This publication is one  of the products
 of that research, a most vital communications link  between  the researcher and
 the user  community.

     This  report documents  urban rainfall, runoff and  quality  data available
for testing  of urban hydrologic and water quality models and characterization
of component  processes.  Quality data  are included for  eleven  cities with
rainfall-runoff  data only for an additional  14  cities.   Many  potential loca-
tions  of data are also discussed.   In  addition,  statistical analyses are
presented  for the quality data  cities.

                                      Francis T.  Mayo
                                      Director
                                      Municipal Environmental
                                      Research Laboratory
                                     iii

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                                  PREFACE

     A  common denominator of mathematical models of urban hydrologic process-
 es  is the need  for adequate data with which to calibrate and verify model
 representations of physical processes.  Such data need to be collected at
 short time  intervals during several storms and are typically time consuming
 and expensive to obtain.  However, the data also serve the very useful pur-
 poses of characterization of urban rainfall-runoff-quality processes in terms
 of  statistics and loadings  (e.g., pounds per acre) and extrapolation of such
 characteristics to ungaged catchments.  It has been difficult in the past to
 obtain  data for either modeling or characterization purposes.

     This project was initiated on the assumption that many such data must
 exist;  they need only be "found" in unpublicized deposits in widely scattered
 firms,  universities and government agencies.  Thargsults of searching for
 these data  indicate that there are indeed many -potential sources, but the
 accessibility and documentation of most are deficient enough''to render them
 difficult to use at best.  However, the data for 47 catchment^ in 25 cities
 documented  in this report represent an effort  to aggregate available data
 into one accessible data base.  The data base  itself  consists of a magnetic
 tape with data  organized in a readily accessible format.  Nota^that the
 emphasis has been upon assembling and processing of data rather than con-
,struction of a  sophisticated computerized data storage and retrieval system.
 EPA's STORET system is now  being used for the  latter  purpose.

     The project has  depended entirely upon  the cooperation and good will of
 groups  who  have contributed their data.  The University of Florida and EPA
 actively solicit new  data from all sources in  order to improve the data  base
 described  in this report.  Holders of useful  data are encouraged to contact
 UF  directly. UF has  also been designated as a recipient of data collected
 under EPA  Section  208 studies;  however, few 208 studies appear to have
 collected  suitable data.  The most promising new sources may be the EPA/USGS
 cooperative urban  runoff monitoring studies  presently being initiated.   The
 overall goal is to build upon  this initial effort in  order  to provide a
 large enough data  base to allow selectivity  in choice of model calibration-
 verification procedures  and to provide  statistically  significant urban runoff
 characterizations.
                                     IV

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                                  ABSTRACT

     Urban rainfall-runoff-quality data gathered by others have been assembled
on a storm event basis for 25 catchments in the following eleven cities:
San Francisco, CA; Broward County, FL; Lincoln, NB; Durham, NC; Windsor, ONT;
Lancaster, PA;  Seattle, WA: Racine, WI; West Lafayette, IN; Greenfield, MA;
and Northampton, MA.  Rainfall-runoff data have been assembled for 22 more
catchments in an additional 14 cities:  Baltimore, MD; Chicago, IL; Champaign-
Urbana, IL; Bucyrus, OH; Falls Church, VA; Los Angeles, CA: Portland, OR;
Houston, TX; and Salt Lake City, UT.  The 25 cities contain data for a
total of 47 catchments.  Descriptions of the catchments, parameters and
sampling procedures are provided in this report.  Actual data have been placed
on a magnetic tape and are also being placed on the EPA STORET data retrieval
system.  Additional data for the above cities and data for other cities will
be included in the form of addenda to this report.

     This report also includes a statistical analysis of data from all
catchments that include quality sampling.  For each storm event (as defined
by the sampling agency) the clock times, duration and volume of rainfall
and runoff are given.  For quality parameters, ranges, flow weighted means,
standard deviations' and loadings (i.e., pounds per acre-inch of runoff) are
provided on an average basis across all events.  The same statistics are
available for individual storm events in the form of voluminous computer
output.


     This report is a reprint  with additional material of the report:


     Huber, W.C. and J.P. Heaney, "Urban Rainfall-Runoff-Quality Data Base,"
     EPA-600/8-77-009, (NTIS PB-270 065), Environmental Protection Agency,
     Cincinnati, OH, July 1977.

That report was submitted in partial fulfillment of Contract No. 68-03-0496
by the University of Florida under sponsorship of the U.S. Environmental
Protection Agency.  It covered the period June 1,1974 to April 30, 1977,
and work was completed as of April 30, 1977.

     This addended report was also submitted in partial fulfillment of
Contract No. 68-03-0496 and covers the period May 1, 1977 to November 17, 1976.
Work was completed as of November 17, 1978. Additional  assembly of data
and statistical analyses are being performed as a continuation of the work
described herein under EPA Contract No. 68-03-2663.
                                     v

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                                 CONTENTS
    Foreword	    iii
    Preface	iv
    Abstract 	     v
    Figures	    xi
    Tables	xiii
    Abbreviations 	     xix
    Acknowledgments 	   xxi
  I Summary and Conclusions 	    1-1
            Objectives and Scope	     1-1
            Data Summary	1-1
            Statistical Analyses	1-2
 II Recommendations	2-1
III Introduction and Objectives  	   3-1
 IV Criteria for Data  Collection	4-1
            Introduction 	  4-1
            Precipitation Data	4-1
            Runoff Data	4-2
            Quality  Data	4-3
            Comprehensive Examples  	  4-5
            Time Synchronization	4-5
           Modeling Data	4-5
  V Data Sources	5-1
            Introduction 	 5~1
           Published  Data Summaries	 5-1
           Data Sources in Other Countries  	  5-3
           Potential  Data Sources Not  Included in First Release of
           Data Base	5-4
                                  vii

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  VI Data Base Format	6-1
             Types of  Information	6-1
             Data Identification	6-1
             Coding Format	6-5
             Access and Use	6-5
 VII Description of Rainfall-Runoff-Quality Data Base Sources 	 2-1
             Introduction 	 2_1
             Broward County, Florida	7-2
             Durham, North Carolina 	 7-11
             Lancaster, Pennsylvania	7-16
             Lincoln, Nebraska	7-21
             Racine, Wisconsin	7-29
             San Francisco,  California	7-34
             Seattle, Washington	7-46
             Windsor, Ontario 	 7-60
             West Lafayette, Indiana 	     7-65
             Greenfield,  Massachusetts  	     7-71
             Northampton, Massachusetts 	    7-77
VIII Description of Rainfall-Runoff  Data Base Sources 	 8-1
             Introduction 	 8-1
             Baltimore, Maryland	8-2
             Chicago, Illinois	8-6
             Champaign-Urbana, Illinois 	 8-9
             Bucyrus, Ohio	8-13
             Falls Church, Virginia 	 8-16
             Winston-Salem,  North Carolina	8-19
             Jackson, Mississippi 	 8-22
             Wichita, Kansas	8-25
             Westbury, Long Island,  New York	8-28
             Philadelphia, Pennsylvania 	 8-31
             Los Angeles, California	8-35
             Portland, Oregon 	 8-38
             Houston, Texas	8-42
             Salt Lake City, Utah	    8-48
                                    viii

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IX  Maintenance, Updating, and Dissemination  	 9-1
        Maintenance and Updating	9-1
        Dissemination	•	9-1
 X  Statistical Analysis of Urban Runoff Data 	10-1
        Introduction	10-1
        Methods 	10-1
        Presentation and Computations	10-1
XI  References	11-1
                                   ix

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                                   FIGURES

Number                                                                 Page

   1-1     Location map for cities with rainfall-runoff-quality
           data and rainfall-runoff data	1-3

  VI-1     Arrangement of identification codes and data on computer
           card	6-12

  VI-2     Example of data grouping for Seattle,  Washington 	 6-13

  VI-3     Arrangement of data on magnetic tape	6-14

 VII-1     Broward County, Florida, Residential Catchment 	 7-8

 VII-2     Broward County, Florida, Transportation Catchment 	  7-9

 VII-3     Broward County, Florida, Commercial Catchment 	  7-10

 VII-4     Durham, N.C., Third Fork Catchment 	 7-15

 VII-5     Lancaster, Pennsylvania, Stevens Ave.  Catchment 	  7-20

 VII-6     Lincoln, Nebraska, 39th and Holdrege Catchment 	 7-26

 VII-7     Lincoln, Nebraska, 63rd and Holdrege Catchment 	 7-27

 VII-8     Lincoln, Nebraska, 78th and 'A' St. Catchment	7-28

 VII-9     Racine, Wisconsin, Site I Catchment 	  7-33

 VII-10    Location map for San Francisco Catchments 	  7-39

 VII-11    San Francisco, California, Baker St. Catchment 	 7-40

 VII-12    San Francisco, California, Mariposa St. Catchment 	  7-41

 VII-13    San Francisco, California, Brotherhood Way Catchment .... 7-42

 VII-14    San Francisco, California, Vicente St. Catchments 	  7-43

 VII-15    San Francisco, California, Selby St. Catchment 	 7-44

 VII-16    San Francisco, California, Laguna St.  Catchment 	  7-45

 VII-17    Location map for Seattle Catchments 	  7-52

                                     x

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                             FIGURES (continued)
Number
 VII-18    Seattle, Washington, Viewridge 1 Catchment 	 7-53

 VII-19    Seattle, Washington, Viewridge 2 Catchment 	 7-54

 VII-20    Seattle, Washington, South Seattle Catchment 	7-55

 VII-21    Seattle, Washington, Southcenter Catchment	7.55

 VII-22    Seattle, Washington, Lake Hills Catchment 	 7.57

 VII-23    Seattle, Washington, Highlands Catchment 	7-58

 VII-24    Seattle, Washington, Central Business District Catchment .  .7-59

 VII-25    Windsor, Ontario, Labadie Road Catchment 	 7-64

 VII-26    Location map for the urban station, Ross-Ade Drain
           in West Lafayette, Indiana	7-69

 VTI-27    West Lafayette, Indiana, Ross-Ade (Upper) Catchment  .  . .  .7-70

 VII-28    Greenfield, Massachusetts, Maple Brook Catchment	7-76

 VII-29    Northampton, Massachusetts, Market Street Brook Catchment.  .7-82

VIII-1     Baltimore, Maryland, Gray Haven Catchment 	 8-4

VIII-2     Baltimore. Maryland, Northwood Catchment 	   8-5

VIII-3     Chicago, Illinois, Oakdale Catchment  	   8-8

VIII-4     Champaign-Urbana, Illinois, Boneyard Creek Catchment .  . .   8-12

VIII-5     Bucyrus, Ohio, Sewer District Number Eight 	   8-15

VIII-6     Falls Church, Virginia, Tripps Run Catchment 	   8-18

VIII-7     Winston-Salem, North Carolina, Tar Branch Catchment .... 8-21

VIII-8     Jackson, Mississippi, Crane Creek Catchment 	 8-24

VIII-9     Wichita, Kansas, Dry Creek Catchment  	   8-27

VIII-10    Westbury, Long Island, New York, Woodoak Drive Catchment .   8-30

VIII-11    Philadelphia, Pennsylvania, Wingohocking Catchment ....   8-34
                                     xi

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                            FIGURES (continued)

Number                                                                 Page

VIII-12      Los Angeles, California,  Echo Park Catchment	8-37

VIII-13      Portland, Oregon, Eastmoreland Catchment	8-41

VIII-14      Houston, Texas, Hunting Bayou at Cavalcade St.  Catchment,
             and Hunting Bayou at Falls St. Catchment	8-45

VIII-15      Houston, Texas, Bering Ditch Catchment	8-46

VIII-16      Houston, Texas,Berry Creek Catchment 	8-47

VIII-17      Location may for the highway drainage monitoring sites
             in the Salt Lake City area	8-56

VIII-18      Salt Lake City, Utah, Lay ton Catchment	8-57

VIII-19      Salt Lake City, Utah, Par leys Canyon Catchment	8-58

   X-l       Concentration, flow and mass load for event of 4/15/74
             for residential catchment, Broward County	10-5
                                    xii

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                                   TABLES

Number                                                                  Page

   1-1     Summary of Data  ...................... 1-3

   V-l     Potential Sources of Data Not Included in First Release of
           Data Base .......................... 5-5
  VI-1     State and Provincial Mnemonics ...............  *>-2

  VI-2     Index to Location ID Codes .................  6~3

  VI-3     STORE! and University of Florida Parameter Codes ......  6-6

 VII-1     Catchments - Broward County ................   7-3

 VII-2     Quantity Data - Broward County ...............  7-4

 VII-3     Quality Sampling - Broward County .............. 7-5

 VII-4     Quality Parameters - Broward County ............. 7-6

 VII-5     Catchments - Durham ..................... 7-12

 VII-6     Quantity Data - Durham .................... 7-12

 VII-7     Quality Sampling - Durham .................. 7-13

 VII-8     Quality Parameters - Durham ................. 7-14

 VII-9     Catchments - Lancaster .................  ". .  7-17

 VII-10    Quantity Data - Lancaster .................. 7-17

 VII-11    Quality Sampling - Lancaster ................. 7-18

 VII-12    Quality Parameters - Lancaster ................ 7-19

 VII-13    Catchments - Lincoln ..................... 7-22
                                    xiii

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                             TABLES (continued)
Number                                                                  Page

 VII-14    Quantity Data - Lincoln 	 7-23
 VII-15    Quality Sampling - Lincoln 	 l-1k
 VII-16    Quality Parameters - Lincoln 	 7-25
 VII-17    Catchments - Racine	7-30
 VII-18    Quantity Data - Racine	7-31
 VII-19    Quality Sampling - Racine	7-32
 VII-20    Quality Parameters - Racine	7-32
 VII-21    Catchments - San Francisco 	 7-35
 VII-22    Quantity Data - San Francisco	7-36
 VII-23    Quality Sampling - San Francisco 	 7-37
 VII-24    Quality Parameters - San Francisco  	 7-38
 V1I-25    Catchments - Seattle 	 7-47
 VII-26    Quantity Data - Seattle	7-48
 VII-27    Quality Sampling - Seattle 	 7-49
 VII-28    Quality Parameters - Seattle 	 7_50
 VII-29    Background Levels at Three Catchments - Seattle	7-51
 VII-30    Catchment - Windsor	7_6l
 VII-31    Quantity Data - Windsor 	 7_61
 VII-32    Quality Sampling - Windsor 	 7-62
 VII-33    Quality Parameters - Windsor 	 7-63
 VII-34    Catchments - West Lafayette 	  7-66
 VII-35    Quantity Data - West Lafayette	7-67
 VII-36    Quality Sampling - West Lafayette 	  7_68
 VII-37    Quality Parameters - West Lafayette 	            7_6g
                                     xiv

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                              TABLES  (continued)
Number
  VII-38     Catchments - Greenfield 	      1-12
  VII-39     Quantity Data -  Greenfield 	       7-73
  VII-40     Quality Sampling -  Greenfield 	      7-74
  VII-41     Quality lararieters  -  Greenfield	      7-75
  VII-42     Catchments - Northampton 	       7-78
  VII-43     Quantity Data -  Northampton 	      7-79
  VII-44     Quality Sampling -  Northampton 	       7-80
  VII-45     Quality Parameters  -  Northampton 	       7-81
 VIII-1      Catchments - Baltimore  	   8-3
 V1II-2      Quantity Data -  Baltimore  	  8-3
 VIII-3      Catchments - Chicago  	   8-7
 VIII-4      Quantity Data -  Chicago  	  8-7
 VIII-5      Catchment - Champaign-Urbana  	  8-10
 VIII-6      Quantity Data -  Champaign-Urbana 	  8-10
 VIII-7     Additional  Rain  Gage Information - Champaign-Urbana  .... 8-11
 VIII-8     Catchment  -  Bucyrus 	 8-14
 VIII-9     Quantity  Data -  Bucyrus	8-14
 VIII-10    Catchment -  Falls Church 	  8-17
 VIII-11    Quantity  Data -  Falls Church  	  8-17
 VIII-12    Catchment - Winston-Salem  	 8-20
 VIII-13    Quantity Data - Winston-Salem  	 8-20
 VIII-14    Catchment - Jackson 	 8-23
 VIII-15    Quantity Data - Jackson	8-23
VIII-16    Catchment - Wichita	8-26
VIII-17    Quantity Data - Wichita 	  8-26
VIII-18    Catchment - Westbury,  L.I	8-29
VIII-19    Quantity Data - Westbury, L.I	  8-29
                                    xv

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                              TABLES (continued)
Number
Page
VIII-20    Catchment - Philadelphia	8-32

VIII-21    Quantity Data - Philadelphia 	 8-32

VIII-22    Additional Rain Gage Information - Philadelphia 	 8-33

VIII-23    Estimated Interceptor Diversions - Philadelphia 	 8-33

VIII-24    Catchment - Los Angeles	8-36

VIII-25    Quantity Data - Los Angeles	8-36

VIII-26    Catchment - Portland	8-39

VIII-27    Quantity Data - Portland	8-39

VIII-28    Dry Weather Flow and Infiltration Information - Portland .   .8-40

VIII-29    Catchments - Houston	8-43

VIII-30    Quantity Data - Houston	8-44

VIII-31    Catchments - Salt Lake City	8-49

VIII-32    Quantity Data - Salt Lake City	8-50

VIII-33    Minimum and Maximum Temperature During Runoff Events,
           Winds, and Wind Direction - Lay ton Site	8-51

VIII-34    Minimum and Maximum Temperature During Runoff Events
           Winds, and Wind Direction - Parleys Site	8-52

VIII-35    Soj.1 Moisture Levels at the Beginning of Each Runoff
           Event - Layton Site	8-54

VIII-36    Soil Moisture Levels at the Beginning of Each Runoff
           Event - Parleys Site.  .	8-54

VIII-37    Parameter Codes for Rain Gages -  Salt Lake City	8-55

  IX-1     Catchment Latitude, Longitude and U.S.G.S.  Quadrangle Map
           Information	9-3

   X-l     Methods of Calculating Mean and Variance	10-3

   X-2     Storm Event Data for 4/15/74 for Residential Catchment,
           Broward County	10-4

   X-3     Comparison of flow-weighted 6005 and suspended solids means
           and standard deviations by land use and type of sewerage.  .10-11

                                    xv 1

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                             TABLES (continued)
Number                                                               Page
   X-4      Event Summary, Broward County, FL, Residential Catch-
            ment 	 10-14
   X-5      Quality Summary, Broward County, FL, Residential Catch-
            ment 	 10-15
   X-6      Event Summary, Durham, NC, Third Fork Catchment  .... 10-16
   X-7      Quality Summary, Durham, NC, Third Fork Catchment .  .  .  10-17
   X-8      Event Summary, Lancaster, PA, Stevens Avenue Catchment . 10-18
   X-9      Quality Summary, Lancaster, PA, Stevens Avenue Catchment 10-19
   X-10     Event Summary, Lincoln, NB, 39th & Holdrege Catchment .  10-20
   X-ll     Quality Summary, Lincoln, NB, 39th & Holdrege Catchment. 10-21
   X-12     Event Summary, Lincoln, NB, 63rd & Holdrege Catchment .  10-22
   X-13     Quality Summary, Lincoln, NB, 63rd & Holdrege Catchment. 10-23
   X-14     Event Summary, Lincoln, NB, 78th & A Catchment	10-24
   X-15     Quality Summary, Lincoln, NB, 78th & A Catchment .... 10-25
   X-16     Event and Quality Summaries, Racine, WI, Site I Catch-
            ment 	 10-26
   X-17     Event and Quality Summaries, San Francisco, CA, Baker
            St. Catchment	10-27
   X-18     Event and Quality Summaries, San Francisco, CA, Mariposa
            St. Catchment	10-28
   X-19     Event and Quality Summaries, San Francisco, CA, Brother-
            hood Way Catchment	10-29
   X-20     Event and Quality Sximmaries, San Francisco, CA, Vicente
            St. North Catchment	10-30
   X-21     Event and Quality Summaries, San Francisco, CA, Vicente
            St. South Catchment	10-31
   X-22     Event Summary, San Francisco, CA, Selby St. Catchment .  10-32
   X-23     Quality Summary, San Francisco, CA, Selby St. Catchment. 10-33
   X-24     Event and Quality Summaries, San Francisco, CA, Laguna
            St. Catchment	10-34
   X-25     Event Summary, Seattle, WA, Viewridge 1 Catchment .  .  .  10-35
   X-26     Quality Summary, Seattle, WA, Viewridge 1 Catchment  .  .  10-36
   X-27     Event Summary, Seattle, WA, Viewridge 2 Catchment .  .  .  10-37
   X-28     Quality Summary, Seattle, WA, Viewridge 2 Catchment  .  .  10-38
   X-29     Event Summary, Seattle, WA, South Seattle Catchment  .  .  10-39
   X-30     Quality Summary, Seattle, WA, South Seattle Catchment .  10-40

                                   xvii

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                            TABLES (continued)
Number                                                               Page
   X-31     Event Summary, Seattle, WA, Southcenter Catchment .  .  .  10-41
   X-32     Quality Summary, Seattle, WA, Southcenter Catchment .  .  10-42
   X-33     Event Summary, Seattle, WA, Lake Hills Catchment .... 10-43
   X-34     Quality Summary, Seattle, WA, Lake Hills Catchment .  .  . 10-44
   X-35     Event Summary, Seattle, WA, Highlands Catchment ....  10-45
   X-36     Quality Summary, Seattle, WA, Highlands Catchment .  .  .  10-46
   X-37     Event Summary, Seattle, WA, Central Business District
            Catchment	10-47
   X-38     Quality Summary, Seattle, WA, Central Business District
            Catchment	10-48
   X-39     Event Summary, Windsor, ON, Labadie Road Catchment .  .  . 10-49
   X-40     Quality Summary, Windsor, ON, Labadie Road Catchment .  . 10-50
   X-41     F.vent and Quality Summaries, West Lafayette, IN
            Ross-Ade (Upper) Catchment 	 10-51
   X-42     Event and Quality Summaries, Greenfield, MA, Maple
            Brook Catchment	10-52
   X-43     Event and Quality Summaries, Northampton, MA
            Market Street Brook Catchment 	  10-53
                                   xviii

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                                ABBREVIATIONS




APWA       American Public Works Association




ARS        Agricultural Research Service




ASCE       American Society of Civil Engineers




COA        Canada - Ontario Agreement




Colif      Coliforms




DWF        Dry Weather Flow




ENDEX      Environmental Data Index (data retrieval system of NOAA)




EPA        Environmental Protection Agency




FHWA       Federal Highway Administration




FWPCA      Federal Water Pollution Control Administration




FWQA       Federal Water Quality Administration




GPO        Government Printing Office (Washington, D.C. 20402)




HEC        Hydrologic Engineering Center of the Corps of Engineers




HSP        Hydrocomp Simulation Program




Hwy        Highway




IASH       International Association for Scientific Hydrology




IHD        International Hydrological Decade




ILLUDAS    Illinois Urban Drainage Area Simulator




Ind        Industrial




JWPCF      Journal of the Water Pollution Control Federation




METRO      Municipality of Metropolitan Seattle




NAWDEX     National Water Data Exchange (data retrieval system of the USGS)







                                    xix

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                          ABBREVIATIONS (concluded)

NERC       National Environmental Research Center

NOAA       National Oceanic and Atmospheric Administration

NSF        National Science Foundation

NTIS       National Technical Information Service (5285 Port Royal Rd.,
           Springfield, Virginia  22161)

NWS        National Weather Service

OASIS      Oceanic and Atmospheric Scientifc Information System (data retrie-
           val system of NOAA)

OWRT       Office of Water Resources Technology

PHS        Public Health Service

Res        Residential

RRL        Road Research  Laboratory of Great Britain

Set        Settleable

Sol        Soluble

STORET     Storage and Retrieval (data retrieval system of the EPA)

STORM      Storage, Treatment, Overflow, Runoff Model

Susp       Suspended

SWMM       Storm Water Management Model

Tot        Total

UF         University of Florida

US         United States

USGS       United States Geological Survey

WATSTORE   Water Data Information and Retrieval System (data retrieval system
           of the USGS)

WMO        World Meteorological Organization
                                     xx

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                               ACKNOWLEDGMENTS

     Considerable interest, encouragement and useful advice was received from
EPA colleagues.  The efforts of Richard Field, Harry Torno, Chi-Yuan Fan,
Douglas Ammon, and Richard Traver are gratefully acknowledged.

      More so than most projects this one depended upon the cooperation and
good will of many contributors of data.  The project could not have been per-
formed without them.  At the risk of omission, individuals associated with
different locations are recognized below:  Broward County - Harold C. Mattraw,
Jr ., USGS, Water Resources Division, Miami; Seattle - John M. Buffo and Glen
D. Farris, Metro, Seattle; Lincoln - Dewey R. Anderson, Department of Civil
Engineering, University of Nebraska, Lincoln and Robert Sallach, Heningson,
Durham and Richardson, Inc., Omaha; Racine - Tom  Meinholz and Dick Race,
Envirex, Milwaukee; Lancaster - Arthur E. Morris and Warren Farmer, Dept. of
Public Works, City of Lancaster; Windsor - James1?. Hartt, Dept. of Civil
Engineering, University of Windsor, Windsor; San Francisco - Harold C. Coffee,
Jr., Dept. of Public Works,  City and County of San Francisco; Champaign-
Urbana, Philadelphia, Bucyrus, Falls Church, Winston-Salem, Jackson, Wichita,
Westbury - Michael L. Terstriep, Illinois Sate Water Survey, Urbana; Los
Angeles - Donald C. Tillman, City Engineer, and Aaron Aarons, Bureau of Eng-
ineering, Department of Public Works, City of Los  Angeles; Portland -  David
G. Lorenzen, Dept. of Public Works, City of Portland and Allen L. Davis,
CH2M-Hill, Corvallis; Houston - Steven L. Johnson  (now with USGS, WRD, Miami)
and Robert E. Smith, USGS, Water Resources Division, Houston; Greenfield
and Northampton - Thomas K. Jewell, Department of Civil Engineering, University
of Massachusetts, Amherst, MA (now with Department of Civil Engineering,
Union College, Schenectady, NY); Salt Lake City - Joel E. Fletcher, Utah
Water Research Laboratory, Utah State University, Logan; West Lafayette -
Felix T. R. McElroy III, School of Civil Engineering , Purdue University,
West Lafayette, IN.  Additional information about catchments described in the
first report  is acknowledged from:  Broward County - Harold C. Mattraw, Jr.,
USGS, Water Resources Division, Tallahassee, FL, Robert A. Miller, USGS, WRD,
Orlando, FL, Marshall E. Jennings, USGS, Bay St. Louis, MS; Bucyrus -
Larry D. Culler, Burgess and Niple Ltd., Columbus, OH.

     At the University of Florida, several staff members made important
contributions.  Coding, retrieval and transferal of the data were supervised
by W. Alan Peltz.  Data reduction, cross checking and figure preparation
were performed by William C. Taylor.  Much of the original data reduction
was organized by Harry L. Crotzer.  The first structure of the data base
was devised by Amuri A. Arroyo.   Dedicated typing was performed by Grace
Provenza and Linda Trawick.  New figures were drafted by Anthony Dana.
Computations were performed at the Northeast Regional Data Center at the
University of Florida.  Dr. Russell G. Mein, on leave from Monash University,
Australia, reviewed and revised  the reduction of quantity data for Lancaster,
PA.

                                      xx i

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                                  SECTION I

                            SUMMARY AND CONCLUSIONS

 OBJECTIVES AND  SCOPE

      Since 1974 the University  of Florida has been engaged in aggregation o,
 urban rainfall-runoff-quality data collected by others.  These data are
 intended  for urban runoff model calibration and verification, characterization1
 of  urban  runoff on a  nationwide basis, and synthesis  of data for new  loca-
 tions.  Broadly,  objectives have been to:

            1.  identify  sources of data,
            2.  acquire available data,
            3.  process and  computerize the data,
            4.  disseminate  data and  ancillary material, and
            5.  perform statistical analyses on the data.

     This report was first published in 1977 as:

     Huber, W.C. and Heaney, J.P.,  "Urban Rainfall-Runoff-Quality Data Base,"
     EPA-600/8-77-009, (NTIS PB-270 065), Environmental Protection Agency ,
     Cincinnati, OH,'July 1977.

This present edition reprints the material that was first  published along with
information on  six new catchments and statistical  analyses  for  25 catchments
with quality data.

     The page  numbering system has  been altered such  that  each section is
numbered as 6-1, 6-2,  etc.   Thus, as  new data  locations are processed in
the future, their documentation may  be added  to the end of  appropriate sections.
Project work continues under EPA contract no.  68-03-2663.   The University
of Florida actively solicits new data in care  of  the  authors of this report.

DATA SUMMARY

     Locations  for which  data have  been assembled  and placed on a magnetic
tape are shown  in Table 1-1 and Figure 1-1.   Rainfall, runoff and quality
data are available for eleven locations while the remaining number have only
rainfall runoff data at present.  Data are provided on a storm event basis;
no long-term (continuous) records are presently included.   Receiving water
data are also  not included.
                                     1-1

-------
                           may be updated using data collected more recently
                        ^jeing collected under various programs, such as EPA
                t\\ese ^Runoff Program projects and EPA/USGS cooperative urban
             ° ta  p*eS.?ects.  As noted in Section V, a large volume of urban
                  .a'i- exists, much of which may be included in the data base
         ff dae results are provided in three forms:
      a     final report  (this volume) , which includes descriptions and
          -.erences of data sources utilized and pending.

        A magnetic tape containing the actual rainfall-runoff-quality data
        from each source on a storm event basis.  Copies of the tape will
        be provided at cost.  In addition, all data are being placed on  the
        EPA STORET data retrieval systen  for nore general accessibility.


     3. A limited amount of in-house modeling data (maps, plans, photos, etc.)
        at UF, available for short-term loan.

STATISTICAL ANALYSES

     Data for all catchments subject to water quality monitoring have been
analyzed statistically for flow and time weighted means and standard devia-
tions as well as ranges of parameters and surface loadings (i.e., pounds of
pollutant per acre- inch of runoff) .    Summary values for each catchment and
pollutant are given for each statistical parameter.   In addition, hydrologic
information such as rainfall and runoff depth and duration is given for each
storm event.   Statistical analyses of the quality parameters for each indiv-
idual storm event for each catchment are voluminous and available upon re-
quest to the authors of this report.
                                     1-2

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1-6

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                                 SECTION II

                               RECOMMENDATIONS

     1. Rainfall, runoff and quality data are needed for model development,
urban runoff characterization, data synthesis and other purposes.  Hence,
potential data sources should be cultivated and added to the present data
base.  The University of Florida (in care of the authors of this report) and
EPA actively solicit all such data.

     2. Confusion exists frequently as to the exact water quality parameter
being reported—sampling method, type of sample (e.g., total or dissolved,
fixed or volatile), laboratory procedure and units.  Future providers of
data should carefully document each of these items.  Assignment of an EPA
STORET code to the parameter provides a relatively unambiguous description.

     3. Elementary statistical analyses should continue to be applied to
the extant data to develop loadings and to provide characterization informa-
tion.  Eventually, these results can be coupled with hydrologic, physical
and demographic information to determine causative relationships.

     4. No long term, continuous, urban rainfall-runoff-quality data are
known  to exist.  Such data are needed to verify planning-level analyses
of urban areas and should be collected.

     5. Receiving water sampling should be performed concurrently with runoff
sampling in order to assess the impact of urban runoff on receiving water
quality.
                                     2-1

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                                 SECTION III

                         INTRODUCTION AND OBJECTIVES

     In an effort to provide useful planning tools for abatement of quantity
and quality problems caused by urban stormwater  runoff, many mathematical
models have been developed to simulate the various components of urban hydro-
logical processes (1,2).  These models range from very simple, to very so-
phisticated, yet all share a common need—adequate data for development,
calibration and verification.  Specifically, these data consist of detailed
measurements of rainfall, runoff and quality parameters taken at frequent
intervals during storms, such that the full dynamic and spatially variable
nature of the urban runoff may be studied.  Since most recent urban hydrolo-
gic models define the complete hydrograph or pollutograph during a storm
event, measurement of only, say, peak flows or average concentrations is
inadequate for calibration of these models.  Such models are being used in
ever increasing applications and the need for relevant data has intensified.

     Another important data requirement arises from the need to characterize
urban runoff in a variety of ways.  Examples of such needs are:

     1) determination of rainfall and runoff volumes, intensities, peaks,
        durations, interevent times and associated statistics;

     2) identification of quality parameters found in urban runoff;

     3) determination of ranges, arithmetic and flow-weighted means,
        medians, variances, and other statistics of quality parameters;

     4) computation of total mass emissions of quality parameters;

     5) computation of quality "loadings" such as pounds per acre, pounds
        per curb-mile, pounds per inch of rainfall, pounds per day, etc. and
        combinations, and;

     6) evaluation of causative relationships among rainfall, runoff, quality,
        demographic and abatement factors.

Several of the above needs require collection of both runoff and quality
data; e.g., calculation of total pollutant loads, flow-weighted averages,
etc. requires simultaneous measurement of flows and concentrations.  Thus,
concentration data by themselves are insufficient for many required analyses.
Characterization results may then be used to synthesize data at unmonitored
locations.
                                     3-1

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     Data collected for characterization purposes are not always compatible
with modeling needs since infrequent sampling times and/or omission of key
parameters are likely.  However, data suitable for model usage are usually
also well suited for characterization purposes provided enough of a sample
exists.  It is desirable that characterization data be representative of an
entire year or season and thus result from samplings of many storms since
one group of data may be used for model calibration while the remaining group
may be used for verification.

     This project has obtained data, collected by others, to fulfill the
modeling needs as first priority with attention also to the characterization
needs.  As described subsequently, there have been a surprisingly large num-
ber of studies devoted to collection of data useful for modeling, although
collection of good quality data is more difficult and lags the quantity data
by a considerable degree.  The overall objective of this research, then, has
been to find these data and publish them.

     Specific objectives are, broadly:

               1. identify sources of data,
               2. establish criteria for collection of data,
               3. acquire available data,
               4. construct initial data base,
               5. define how continuing maintenance of the data base
                  is to be accomplished,
               6. define how data dissemination should be done, and
               7. perform elementary  statistical analyses on the data.

These  items are  addressed individually and collectively in  this report.  Via-
ble,  current data sources are described within the report,  and the actual
data  from these  sources have been placed for  easy access on magnetic tapes.
The data are also being placed on the EPA STORET system for more general
access.

      The data  collection and evaluation process  is a  continuous one, espe-
cially in light  of  current EPA  Section  201 and 208 projects.  Hence, the
data  sources described herein may be  considered  as an initial effort only.
Data  are continually being acquired as  part of the project, and addenda with
new data from  new or the same sources will be issued   periodically.  To
underscore  this  point, it  should be noted  that it is  the responsibility of
the University of Florida  to review data received from 208  agencies and in-
corporate them into the  data base where possible.  Under the auspices  of the
Areawide  Waste  Management Group within EPA,  208 agencies and others are
thus  encouraged  to  provide UF with  relevant data as  they become  available
 (in care of the  authors  of this report).
                                     3-2

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                                 SECTION IV

                        CRITERIA FOR DATA COLLECTION

INTRODUCTION

     It is easy to be overwhelmed by the sheer magnitude of urban hydrologic
and water quality data presently available.  Hence, consideration must be
given to the methods by which such data were collected prior to inclusion
of them in a data base.  On the whole, data collected directly by federal
agencies (e.g., National Weather Service, U.S. Geological Survey) are gather-
ed under standardized, documented procedures.  However, the techniques used
by almost all other agencies exhibit extreme variations. For instance, rain-
fall data may be collected using everything from a tipping bucket rain gage
to a graduated cylinder read  periodically.  Such variations in sampling pro-
cedures may still be acceptable if they are at least documented; however,
many project reports are lacking in this aspect.  Since standardized proce-
dures do exist for many phases of urban hydrologic sampling, these will be
reviewed briefly, along with special considerations for different parameters.

PRECIPITATION DATA

     Measurement of most meterological data is quite standardized.  Publica-
tions of the National Weather Service (3) and others (4,5) describe instru-
ments and techniques for measurement of rainfall and other pertinent varia-
bles.  Accurate sampling of the time history of snowfall is seldom required;
rather, the time history of snow melt is the record of concern.  Hence, only
measurement of rainfall is addressed here.

     Most urban hydrologic models require rainfall inputs (usually intensi-
ties) at frequent time intervals (typically five minutes or less), with the
required time interval decreasing as the response time of the catchment de-
creases, e.g., models of steep, small, impervious catchments require more
frequent rainfall inputs than for flat, large, pervious ones.  Eagleson and
Shack (6) relate required sampling frequency to catchment and storm proper-
ties.  However, some models require only hourly rainfall totals (7,8),
available already tabulated from the National Weather Service for all first-
order meteorological stations in the U.S.  It is apparent that less frequent
data can always be generated from averages of data taken at short time inter-
vals.

     Perhaps the best rain gages for this purpose are of the tipping bucket
variety, in which the time of occurence of every 0.01 in. (0.25mm) of rain-
fall is recorded.  However, by far the most common gage is the standard
weighing-bucket gage used at most National Weather Service (NWS) installa-
tions.   When a 24 hour chart is used on these gages, it is difficult to

                                    4-1

-------
interpolate the chart at less than 15-minute intervals.  Hence, this is often
an unfortunate constraint on the temporal accuracy of rainfall data.

     In the event that gages being used for modeling are only operated inter-
mittently, antecedent conditions for rainfall may sometimes be evaluated
using the nearest NWS gage, since these data are published regularly (9).
The applicability of "nearby" data will depend heavily on the spatial dis-
tribution of rainfall, discussed below.

     The spatial extent of the gaging network is the other critical factor.
It is important, though not always essential, that at least one gage be
located within the catchment under consideration.  This requirement becomes
more binding as the size of the catchment and the likelihood of convective
rainfall (e.g., thunderstorms) increases.  When, as is all too often the case,
there are no gages within a catchment that may otherwise have good flow and
quality measurements, the recourse is to interpolate as best as possible from
nearby gages.  If the rainfall is uniform in time and space ( as is sometimes
the case for storms of cyclonic origin), such data may adequately serve
modeling needs.  Quantitative methods are available for determination of the
number of gages required as a function of catchment and storm characteristics
(10, 11).

     Point rainfall from a single gage may be converted to a spatial average
using standard NWS curves (e.g., reference 5, p. 359) or more recent methods
(12).  Multiple-gage data averaged by the Thiessen or other techniques may
create special problems, because high frequency time variations are frequent-
ly lost when station records are combined.  If possible, it is preferable to
input data from separate gages in a discrete manner into a model, i.e., formu-
late a model that is distributed enough to accept multiple rainfall inputs.
Another alternative, if high frequency time variations are to be retained,
is to use only one "most representative" gage for model input.  In practice,
the question of averaging or choice of gages is usually academic, however,
since it is rare that data from more than one gage are available!

RUNOFF DATA

     Quantity  (runoff) measurements in urban areas are frequently difficult
to perform because of a lack of an adequate hydraulic control along sewer
outfalls.  Almost all basic data consist of stages measured at some location,
from which flows are derived, either by 1) calibration (by means of associa-
ted velocity measurements), or 2) known stage-discharge relationship (e.g.,
at a weir, flume or orifice constriction), or 3) theoretical stage-discharge
relationship (e.g., application of Manning's equation to depth measurements
in a conduit).  The last of the three methods is the most common and least
accurate.  However, from a record of stages, users can sometimes compute
their own flows, given other data on geometry and roughness.  In addition,
models are occasionally programmed to print out depths as well as flows,
although this  is uncommon.  (Most data included in this report were taken
by methods 1 and 2 above.)

     Standardized procedures for flow measurements have been published by
federal agencies (13), notably the U.S. Geological Survey (USGS) in various


                                     4-2

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chapters of their Techniques of Water Resources Investigations and their
older Surface Water Techniques.  Useful references from this series include
numbers 14-17, and most are summarized in reference 13.  Survey articles are
available  (5, 18, 19) that describe the hydraulics of flow measurements with
reference  to various agency techniques.

     Surveys of available techniques as applied to urban areas are also
available  (20-22).  All measurement aspects of urban runoff studies are
documented in a recent study by Wullscheleger, et al. (23).  For gaging
installations in which surcharged conditions (full-conduit flow) are unlike-
ly to exist, various critical depth devices are the most suitable for con-
tinuous stage monitoring, for example, flumes (22, 24, 25) or the venturi
constriction used by the USGS (26) .  When surcharged conditions are likely or
when velocity measurements are needed, instruments ranging from propeller
meters to ultrasonic, doppler and electromagnetic flow meters are available
(22, 23).

     Most  stage data are recorded continuously on various types of recorders.
The majority of installations utilize recorders located at the site.  A few
telemeter data to a central location.  In these cases, and for certain other
types of recorders, the stage gages are "interrogated" at frequent time inter-
vals (usually fractions of a minute), as opposed to production of a continuous
inked line on a chart.  With few exceptions, adequate temporal definition of
the hydrograph is not a problem.  Rather, the calibration or method used to
calculate flow rates is of prime concern.

QUALITY DATA

     Most quality data consist of concentrations of various parameters. Some
parameters may be measured i,n situ (e.g., pH, conductivity, temperature,
D.O.), but the majority must be obtained by laboratory analysis of samples
of the flow.  The principal consideration in the use of quality data for
urban modeling is the method by which these samples are taken.  Again, a
prime concern is the time frame.

     Many studies have been made in which a general characterization of ur-
ban runoff is required.  For this purpose, composite quality samples have
often been taken in which flow is withdrawn into a sample container over a
relatively long period (e.g., from 15 minutes to one hour).  Sometimes, in
the interest of economy, composites are made for laboratory analysis from
samples taken at shorter time periods.  In any event, composite samples are
of much less usefulness for most current urban runoff quality models, because
predicted pollutograph ordinates need to be calibrated against instantaneous
concentrations.  (Note that concentrations, mg/l,may be readily converted to
mass rates, Ib/min, if the flow rate, cfs, is known.)  Composited quality
samples may thus be "better than nothing," but must be treated carefully if
model verification is an objective.

     Another aspect of sampling frequency concerns definition of first flush
effects.  A common practice is to sample frequently during the initial
portion of a storm, and less frequently thereafter.  This is accomplished by
sampling frequently during the whole storm but providing laboratory analyses


                                     4-3

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of only selected samples and discarding the remainder, to economize on the
related expense.  For example, it is common for a study to analyze three
quality samples on the rising limb of the hydrograph, one near the peak and
two on the hydrograph recession.

     Even data that are usually termed instantaneous, may be inherently
composited.  This is due to the nature of automatic quality samplers, in-
stalled at many of the sampling locations.  These samplers require a certain
time to draw liquid into the sample jars, ranging from several seconds to
several minutes depending upon the type of sampler and the volume of sample
required.  Larger volumes are required when a larger number of parameters
is  to be analyzed.  Thus, some locations have quality samples withdrawn at
20-minute intervals, but the sample bottle requires ten minutes to fill.
Hence, the result is ten-minute composites taken at 20-minute intervals.
This is not necessarily incompatible with modeling applications, since qual-
ity predictions are sometimes averages over the time step used in the model.

     Concerning selection and installation of automatic samplers themselves,
recent studies have evaluated their characteristics and compared different
types and makes (23, 27, 28).  Manually obtained "grab samples" are also
encountered frequently in the literature, especially when only a few runoff
events are monitored.  These may be quite acceptable if the procedure is
well documented.  Suggested water quality sampling procedures for various
federal agencies are described in reference 13.

     Few, if any, quality monitoring studies have sampled from more than one
location within the cross sectional area of the flow.  For the usual turbu-
lent flow conditions, this is a reasonable practice, except for solids, in
which some variation may be expected over the cross section.  However, this
is usually neglected.

     It is very important that water quality parameters being sampled are
identified exactly.  Urban runoff quality sample analysis frequently requires
variations from procedures given in Standard Methods  (29) because of the
emphasis in that text on analysis of domestic water and wastewater (23).
Moreover, it is not always sufficient to state simply that analytical pro-
cedures follow those given in Standard Methods since there are frequently
multiple options available for determination of a given parameter.  For
example, coliforms may be determined by both plate counts and membrane
filters, using different growth media for either.  Furthermore, the word
"coliforms" by itself is ambiguous since total, fecal or other types may be
implied.  Another unnecessarily ambiguous parameter is phosphorous, since it
is frequently measured as total P, phosphate, ortho-phosphate, hydrolizable
P, organic P, etc. and may also be given as only the dissolved fraction.

     As important as the parameter itself and type of sample  (e.g., total,
dissolved, fixed) are the units associated with the parameter.  Again,
phosphorus is a frequent culprit, in which a three-fold difference results
from listing a concentration as mg/1 as P versus mg/1 as PO
                                                           *+

     A relatively unambiguous parameter identification may be achieved by
the assignment of a STORET code to each parameter.  "STORET" is the acron
                                     4-4

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describing EPA's Water Quality Control Information System (30).  Units are
clearly specified as are many analytical methods and types of sample.  Water
quality parameters and their STORE! codes encountered during this study are
given in Section VI.

COMPREHENSIVE EXAMPLES

     Wullscheleger et al. (23) have prepared an excellent review and proce-
dural guide as to all aspects of urban runoff sampling.  In addition, a
briefer review is provided by Lager and Smith (31) and the USGS (13).  Flow
measurement techniques are well covered by Shelley and Kirkpatrick  (22).
Case studies may be consulted for useful background information (e.g., 32-35).

TIME SYNCHRONIZATION

     The fundamental model verification data are the rainfall-runoff-quality
measurements discussed above.  Of considerable importance is the relative
time of each sample.  Ideally, rainfall and runoff are recorded on the same
chart (typical of USGS installations) and a mark is also made on the chart
when the automatic quality sampler is switched on.  This provides absolute
timing on a relative scale, even if the chart is not synchronized perfectly
with the time of day.

     At many locations, however, isolated rain gages are used.  In the ab-
sence of telemetry to a central location, the temporal correlation of rain-
falls and flow rates may be questionable.  One solution to this problem may
result from the use of the models themselves in which predicted and measured
hydrographs may differ only by a constant time shift.  This time shift may
then be considered as the necessary adjustment  between the clocks of the
rain gages and the flow recorder.

MODELING DATA

     Data required for models run the gamut from generalized demographic,
land use and meteorological data to the details of sewer conduit geometries,
slopes, etc.  Such data are nearly always available from the city or munici-
pality or other source, but it is of great usefulness if it has been gathered
already by a group interested in applying models.  Thus, even though differ-
ent models will require different levels of detail, most will draw upon the
same basic set of input requirements, e.g., topography, land use and soil
parameters, demographic data, meteorology, drainage definition, and treatment,
storage and cost descriptions.

     Where possible, input data suitable for urban runoff models have been
collected as part of this study where such data have already been prepared
as part of other studies.  For all cases, attempts are being made to obtain
the relevant basic data mentioned earlier.  In several instances,  however, it
is necessary to contact the data-collecting agency or municipality directly
for the required input information.
                                     4-5

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                                 SECTION V

                                DATA SOURCES

INTRODUCTION

     A typical conclusion in many reports related to urban hydrology is that
"more data are needed."  It is not always clear what purposes additional data
will serve, but the attitude is almost inevitably, "the more data, the better."
In spite of this generality, it has been observed during the course of this
study that vast amounts of rainfall-runoff-quality data already exist, and
even more are currently being collected.  Of course, only a minority of these
data are suitable for purposes such as modeling, although a larger fraction
may be useful from the characterization viewpoint.  An even smaller fraction
are actually accessible in a well documented, tabulated fashion.  Finally,
many sources, especially university studies, are only discovered by accident;
no clearinghouse for such studies exists.

     Still, many data sources have been uncovered during the course of this
study and new ones continue to arrive.  Only the ones considered most promis-
ing from a modeling viewpoint are given herein, and it is regrettable that
suitable sources have probably been omitted through oversight.  It is the
purpose of this section to describe past and present summaries and sources of
urban runoff data and to describe specific sites for which promising data
exist but which were omitted from the data base prepared during this study
for various reasons.  Sections VII and VIII describe in detail data sources
included in the data base itself.

PUBLISHED DATA SUMMARIES

American Society of Civil Engineers

     The ASCE Urban Water Resources Research Council has conducted relevant
studies of urban hydrology since 1967.  Among the most widely used rainfall-
runoff data are those collected at the Northwood catchment in Baltimore (36)
and the Oakdale catchment in Chicago (37) and published under ASCE auspices.
Later summaries by Tucker on monitored rainfall (38, 39) and other urban
rainfall-runoff data (40, 41, 42) remain the only conveniently published
information for many catchments, including some included in this report.
Thus, references 36,37, 40, 41, and 42 should still be considered as prime
data sources.

     Other recent ASCE publications include modeling applications (43) and
a summary of activities of the Council (44).  Recent NSF-sponsored work has
produced summaries of available urban hydrologic data and model-ing activities
                                     5-1

-------
in the U.S. (45), Australia (46), Canada (47), the United Kingdom (48), West
Germany (148), Sweden (149), France (150),  Norway (151) , The Netherlands (180)
and Poland (181).  McPherson's report (45) contains a summary of U.S. and other
catchments that have actually been used for testing  of  several  current urban
hydrologic models.
Illinois State Water Survey

     During 1971 the Illinois State Water Survey evaluated the capabilities
of the British Road Research Laboratory (RRL) model .for use in urban drainage
design (49).   This study included testing on ten U.S. catchments.  The Survey
later extended the capabilities of the RRL model to create the Illinois Urban
Drainage Area Simulator (ILLUDAS) model (50).  For this study,  ILLUDAS was
tested on rainfall-runoff data from 23 different catchments, all of which are
described by Terstriep and Stall (50).  The 23 include nine from the RRL
study, and the report (50) provides very useful capsulized information about
each catchment.

U.S. Geological Survey

     The USGS has collected many of the data currently available for urban
basins, and their urban hydrology programs are continuing.  Several of the
data sources utilized in the ILLUDAS study (50), for instance,  were from
the USGS.  Current (1976), detailed sampling of urban rainfall-runoff-quality
is being conducted in Denver, Philadelphia and Broward County,  Florida.  (The
latter site is included in this report.)  The main difficulty in utilizing
USGS data is in obtaining published references to the studies.   The extensive
Catalogue of Information on Water Data (51), published biannually, apparently
only contains references to continuing stream, lake, etc. gaging programs.
Schneider's 1968 survey (52) contains some information, but is dated.  A
survey by the Water Resources Scientific Information Center (53) contains
references to USGS urban hydrology studies as well as others.  However, direct
inquiries can be made to state USGS offices for information on relevant
studies.  In addition, most USGS quality data are placed in the EPA STORET
file or the Water Data Information and Retrieval System (WATSTORE) file of
the USGS itself (54) and are thus fairly easily accessible.  Finally, the
USGS has also established its National Water Data Exchange (NAWDEX), whose
purpose is to point users to relevant data files in the manner of a clear-
inghouse (55) .

Office of Water Resources Technology

     The OWRT has sponsored several projects related to urban hydrology and
data collection.  Included among them have been recent studies at Rutgers,
Cornell, Virginia Polytechnic Institute, University of Maryland and Univer-
sity of Massachusetts.  Final reports from these studies are forthcoming.
Data from one OWRT-sponsored study in Lincoln, Nebraska (56) are included
in this report.

Environmental Protection Agency

     Under the EPA and its predecessors (PHS, FWPCA, FWQA) many urban runoff
studies have been conducted involving extensive sampling programs, some of

                                     5-2

-------
which are included in this report.  Although better documented than most
studies, many of the earlier reports contain samples of only a few storms
at several sites or rely upon composited samples, thus making them unsuitable
for modeling applications.  Such reports may still contain useful characteri-
zation data, however, and several are utilized for this purpose by Heaney
et al. (57).

     The number of potentially useful EPA-sponsored studies is too large to
list each individually in this report.  Also, the number is increasing be-
cause of EPA Section 201 Construction Grant and Section 208 Areawide Waste
Management Grant studies currently in progress under the 1972 Amendments
to the Federal Water Pollution Control Act.  However, reference to some
reports is made in subsequent sections.

Other Agencies

     Other federal agencies also publish hydrologic data, but few data are
specifically for urban applications.  For example, the Agricultural Research
Service (ARS) has published rainfall-runoff data for many agricultural
watersheds (58) that are useful for hydrologic modeling in general.  The
National Weather Service (NWS), Office of Hydrology, has compiled some data
for use in their river forecasting and modeling efforts, but engage in little
or no acquisition themselves.  Of course, the NWS through its National Cli-
matic Center at Asheville, North Carolina is the prime source of precipitation
and other meteorological data collected at NWS and some other installations.
For instance, although precipitation data are routinely reduced only at hour-
ly intervals, photocopies of the original weighing bucket charts may be ob-
tained from which data may be reduced at finer time intervals.  In addition,
the parent arm of the NWS, the National Oceanic and Atmospheric Administration
(NOAA), has established their ENDEX/OASIS data retrieval system for access to
environmental-related data within their jurisdiction (59).  However, the em-
phasis is upon marine data.

     The Hydrologic Engineering Center (HEC) of the Corps of Engineers en-
gages in extensive model development activities (e.g., 7) but few data col-
lection activities.  However, they have sponsored urban runoff monitoring in
the San Francisco Bay region (160), which is listed in Table V-l to follow.

     References to other available hydrologic data, (though not necessarily
urban), may be found in many reports, theses, dissertations, papers, etc.
A report prepared as part of the International Hydrological Decade (60) con-
tains information on 60 experimental watersheds in the U.S., but few are
urban in character.  A report prepared by the National Technical Information
Service (NTIS) on data files available from federal agencies (61) contains
only one reference to hydrologic data (to test data included with the NWS
Office of Hydrology river forecast models).

DATA SOURCES IN OTHER COUNTRIES

     Programs in urban hydrology in several countries have been summarized
by the ASCE as discussed previously (45-48, 148-151,. 180,181). Several  Canadian
studies are referenced in subsequent sections of this report, and data from

                                      5-3

-------
Windsor, Ontario are included in the data base.  A summary of current activi-
ties related to urban runoff in the Great Lakes region is available  (152).
Another recent publication provides a useful review of available snow quality
data for urban areas (62).

     As additional sources to the ASCE report on Australia (46) , Keeps and
Mein (153) describe rainfall-runoff monitoring in Canbera and Melbourne,  and
Cordery (154) describes quality measurements in Sydney.  Reports on urban
runoff measurements in Paris (155) and Munich (156) have also been published.
Additional references to monitored West German catchments may be found in
other model studies (126, 174).   Lindh (149) discusses data for the Bergsjon
catchment near Gothenberg, Sweden.  Rainfall-runoff data for this catchment
may be found in reports published by Arnell and Lyngfelt (157, 158).
POTENTIAL DATA SOURCES NOT INCLUDED IN FIRST RELEASE OF DATA BASE

     During the course of this study, many promising data sources were un-
covered, but only a portion are included in this first release of the data
base.  These locations are described in detail in Sections VII and VIII.
Other locations showing promise as to modeling data are listed in Table V-l
with related information.  Some sources will probably be included in future
addenda to this report as data are reduced or computerized for inclusion.
Some sources are definitely deserving of inclusion, but were simply not
available in time.  Note that the vast number of sources owing to EPA 201
and 208 studies are generally not included in Table V-l, as these studies
are either being initiated or have been underway for too short a period to
obtain and reduce useful data.  Moreover, little is known about most of them
except at the local level.  However, as these sources become viable and pro-
vide data to the University of Florida, they will be included in future ad-
denda.
                                      5-4

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-------
Notes for Table V-l



Codes —



f1  Stage measurement in conduits converted to flow using Manning equation



f2  Weir



f_  Par shall flume



f ,  Other critical depth measurement
 c  Dye dilution
f.  Calibrated flow constriction
 o


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 o


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1   Lack of sufficient documentation



!„  Program being initiated or too few data to date



1~  Data not in suitable form for transmittal or further reduction required



1,  Data questionable or requiring re-analysis



15  Data unavailabe to UF in time



Ig  Large sampling interval, portions missing, or unsuitable for modeling



q..  Yes, few parameters, < 10 storms



q~  Yes, several parameters, < 10 storms



q~  Yes, few parameters, > 10 storms



q.  Yes, several parameters, > 10 storms



q   Program being initiated



r   Yes,  < 10 storms



r?  Yes, 10-20 storms



r.  Yes, > 20 storms



C  Combined sewer systems


S   Storm sewer  and/or natural  drainage system.



                                    5-10

-------
Notes for Table V-l (continued)

Contacts—

1.  Mr. Allen Fields, Environment and Streets, City of Atlanta, City Hall,
    Atlanta, Georgia  30303.

2.  Black, Crow & Eidsness, Inc.,  Consulting Engineers, 1261 Spring St. NW,
    Atlanta, Georgia  30309.

3.  Mr. J. Marsalek, Hydraulics Research Division, Canada Centre for Inland
    Waters, Box 5050, Burlington, Ontario  L7R 4A6.

4.  Dr. H.C. Pruel, Dept. of Civil Engineering, University of Cincinnati,
    Cincinnati, Ohio  45221.

5.  Mr. L.W. Curtis, Havens and Emerson, Ltd., 1220 Leader Bldg., Cleveland,
    Ohio  44114.

6.  Mr. J. Biesecker, District Chief, U.S. Geological Survey, Water Resources
    Division, Stop 415, Box 25046, Denver Federal Center, Denver, Colorado
    80225.

7.  Henningson, Durham and Richardson, Inc., 8404 Indian Hills Drive, Omaha,
    Nebraska  68114.

8.  Mr. D. Suhry, Director of Engineering, Detroit Metro Water Department,
    Water Board Bldg., Detroit, Michigan  48226.

9.  Dr. D.D. Adrian, Dept. of Civil Engineering,  University of Massachusetts,
    Amherst, Massachusetts  01002.

10. Dr. D.H. Waller, Dept. of Civil Engineering,  Nova Scotia Technical Uni-
    versity, Box 1000, Halifax, Nova Scotia.

11. Mr. C.W. Eicher, Gore and Storrie, Ltd., 1670 Bayview Avenue, Toronto,
    Ontario  M4G 3C2.

12. Dr. W. Characklis, Dept. of Environmental Science and Engineering, Rice
    University, Houston, Texas  77001.

13. U.S. Geological Survey, Water Resources Division, 2320 La Branch St.,
    Room 1112,  Houston, Texas  77004.

14. Dr.W.E. Watt,Dept. of Civil Engineering, Queen's University, Kingston,
    Ontario K7L  3N6.

15. Dr. A. Rao, Dept.  of Civil Engineering, Purdue University, Lafayette,
    Indiana  47907.

16. District Engineer, U.S. Army Engineer District, Louisville, 600 Federal
    Plaza, Box 59, Louisville, Kentucky  40201.

                                     5-11

-------
17.   Dr.  D.  Wells, Water Resources Center,  Texas Tech University,  Lubbock,
     Texas  79409.

18.   City of Milwaukee,  Dept.  of Public Works,  Milwaukee,  Wisconsin  53202.

19.   Dr.  T.  Grizzard,  Laboratory Director,  Occoquan  Watershed Monitoring
     Laboratory, Virginia Polytechnic Institute, Box 773,  Manassas, Virginia
     22110.

20.   Dr.  M.  Wanielista,  College of Engineering, Florida Technological Univer-
     sity, Box 25000,  Orlando, Florida  32816.

21.   Mr.  K.C. Das, Director, Division of Special Projects, Piedmont Regional
     Office, State Water Control Board, Box 11143,  Richmond,  Virginia  23230.

22.   Mr.  D.  Carleo, O'Brien & Gere Engineers,  1304  Buckley Rd., Syracuse, New
     York  13201.

23.   Utah Water Research Laboratory,  Utah State University, Logan, Utah  84322.

24.   Mr.  Bill S. Eichert, Director, The Hydrologic  Engineering Center, Corps
     of Engineers, 609 2nd St., Davis, California  95616.

25.   Dr.  R.C. Harriss, Dept. of Oceanography,  Florida State University,
     Tallahassee, Florida  32306.

26.   Dr.  P.E. Wisner,  James F. MacLaren Ltd.,  435 McNicoll Ave., Willowdale,
     Ontario  M2H 2R8.

27.   Mr.  E.  Larsen, M.M. Dillon Ltd., 50 Holly St., Toronto,  Ontario  M4S 2E9.

28.   Mr.  C.S. Kitchen, Data Retrieval and Reporting, Dept. of Public Works,
     24th Floor, East  Tower, City Hall, Toronto, Ontario  M5H 2N2.

29.   Dr.  S.  Resnick, University of Arizona, Water Resources Research Center,
     Bldg. No. 28, Tucson, Arizona  85721.

30.   Roy F.  Weston, Inc., Weston Way, West Chester, Pennsylvania  19380.

31.   Mr.  G.E. Burns, Manager of Engineering, Waterworks, Waste and Disposal
     Division, City of Winnipeg, 455 Ellice Ave., Winnipeg, Manitoba  R3B 1Y6.
                                     5-12

-------
                                 SECTION VI

                              DATA BASE FORMAT

TYPES OF INFORMATION

     At least four types of information are potentially available for each
location utilized as a data source:

     1. physical, demographic, etc. descriptions of the sites, plus maps,
        parameters and sampling methods;

     2. published reports and other written documentation;


     3. the rainfall-runoff-quality data themselves; and

     4. associated modeling data, e.g., maps, plans, photos, etc.

Sections VII and VIII contain item 1 in write-ups for each location.  A
standardized tabular format is used for all sites.  Item 2 is handled through
a list of references for each location.  Item 3 is handled separately, where-
in all data have been coded and placed on a magnetic tape, the format of
which is explained below.  UF has been able to obtain a limited amount of
data needed for model input, item 4.  These will be available for short-term
loan.  The remainder of such data will have to be obtained from contacts with
individuals at each location.  In addition, input data for the EPA Storm
Water Management Model, SWMM (101-103) are available for a few locations.

DATA IDENTIFICATION

Location Identification

     For computer coding, all locations are given a state, city and catchment
code.  State codes are the standard two-character mnemonics used by the Postal
Service.  These are listed in Table VI-1.  Canadian provinces are identified
in the same manner, as given in Table VI-1.  Since each mnemonic must be
unique, the most logical two-character provincial identifier is not always
used in order to avoid conflicts with state mnemonics.

     A two-digit numeric code is arbitrarily assigned to each data location
within a state.  Similarly, a two-digit numeric code is then assigned to each
catchment at a given location.   These numbers have been assigned strictly on
the basis of the order in which each location has been processed for the data
base.  They are identified along with each description, in Sections VII and
VIII.  An index is provided in Table VI-2.

                                     6-1

-------
Table VI-1.  State and Provincial Mnemonics
     Area            Mnemonic
Alabama                 AL
Alaska                  AK
Alberta                 AB
Arizona                 AZ
Arkansas                AR
British Columbia        BC
California              CA
Colorado                CO
Connecticut             CT
Delaware                DE
District of Columbia    DC
Florida                 FL
Georgia                 GA
Hawaii                  HI
Idaho                   ID
Illinois                IL
Indiana                 IN
Iowa                    IA
Kansas                  KS
Kentucky                KY
Louisiana               LA
Maine                   ME
Manitoba                MB
Maryland                MD
Massachusetts           MA
Michigan                MI
Minnesota               MN
Mississippi             MS
Missouri                MO
Montana                 MT
Nebraska                NB
     Area              Mnemonic
Nevada                    NV
New Brunswick             NK
Newfoundland              NF
New Hampshire             NH
New Jersey                NJ
New Mexico                NM
New York                  NY
North Carolina            NC
Nova Scotia               NS
Ohio                      OH
Oklahoma                  OK
Ontario                   ON
Oregon                    OR
Pennsylvania              PA
Prince Edward Island      PI
Puerto Rico               PR
Quebec                    pq
Rhode Island              RI
Saskatchewan              SS
South Carolina            SC
South Dakota              SD
Tennessee                 TN
Texas                     TX
Utah                      UT
Vermont                   VT
Virginia                  VA
Virgin Islands            VI
Washington                WA
West Virginia             WV
Wisconsin                 WI
Wyoming                   WY
                                     6-2

-------
Table VIr-2 Index to Location ID Codes
Code
State
City
Catchment
CA 1 1
CA 1 2
CA 1 3
CA ] 4
CA 1 5
CA 1 6
CA 1 7
CA 2 1
FL 1 1
FL 1 2
FL 1 3
IL 1 1
IL 2 1
KS 1 1
MD 1 1
MD 1 2
MS 1 1
NB 1 1
NB 1 2
NB 1 3
NC 1 1
NC 2 1
NY 1 1
OH 1 1
ON 1 1
OR 1 1
PA 1 1
PA 2 1
California






California
Florida


Illinois
Illinois
Kansas
Maryland

Mississippi
Nebraska


North Carolina
North Carolina
New York
Ohio
Ontario
Oregon
Pennsylvania
Pennsylvania
San Francisco






Los Angeles
Broward County


Chicago
Champaign-Urbana
Wichita
Baltimore

Jackson
Lincoln


Winston-Salem
Durham
Westbury
Bucyrus
Windsor
Portland
Lancaster
Philadelphia
Baker St.
Mariposa St.
Brotherhood Way
Vicente St. , N.
Vicente, St., S.
Selby St.
Laguna St .
Echo Park
Residential
Transportation
Commercial
Oakdale
Boneyard Creek
Dry Creek
Gray Haven
Northvcod
Crane Creek
39 & Holdrege
63 & Holdrege
78 & A
Tar Branch
Third Fork
Woodoak Dr .
Sewer District 8
Labadie Rd,
Eastmoreland
Stevens Ave.
Wingohocking
                                    6-3

-------
Table VI-2 (concluded)

Code        State
TX 1 1

TX 1 2

TX 1 3
TX 1 4

VA 1 1

WA 1 1
WA 1 2
WA 1 3
WA 1 4
WA 1 5
WA 1 6
WA 1 7

WI 1 1
                      City
Texas
Houston
Virginia

Washington
Falls Church

Seattle
                       Catchment
Wisconsin
Racine
Hunting Bayou
(Cavalcade St.)
Hunting Bayou
(Falls St.)
Bering Ditch
Berry Creek

Tripps Run

View Ridge 1
View Ridge 2
South Seattle
Southcenter
Lake Hills
Highlands
Cent. Bus. Dist.

Site I
                         1979 Additional Locations
IN 1 1

MA 1 1
MA 2 1

UT 1 1
UT 1 2
UT 1 3
Indiana

Massachusetts
Massachusetts

Utah
Utah
Utah
West Lafayette

Greenfield
Northampton

Salt Lake City
Salt Lake City
Salt Lake City
Ross Ade  (Upper)

Maple Brook
Market Street Brook

Layton
Parleys Canyon I
Parleys Canyon II
                                     6-4

-------
Parameter Identification

     Each quantity and quality parameter is identified with its appropriate
five-digit STORE! code (30).  Where these codes are missing, arbitrary codes
have been assigned by UF.  These are in the 90000 range so as to avoid con-
flict with STORET codes which go no higher than the 80000 range.  All codes
for parameters encountered during the processing of data are given in Table
VI-3 with the units used.  As discussed previously, in most cases, STORET
codes have the advantage of implying the units, type of sample (e.g., total,
fixed, dissolved) and analytical technique used.  Slight variances with STORET
definitions are indicated in Table VI-3.  A complete list of STORET codes may
be found in the STORET manual (30).

CODING FORMAT

     All data have been placed on standard punched cards for later entry onto
magnetic tapes.  Each card contains the location ID followed by the date,
time and up to five parameters, as shown in Figure VI-1.  Although this for-
mat is far from being compressed, it does allow easy identification and filing
of each card.  Also, new data may easily be added to a given location.  Dec-
imal points are always punched, and no scaling is performed.  All values are
instantaneous values at the indicated time except for rainfall, for which the
value given is an average intensity over the time interval beginning at the
indicated time.  In a few instances, cumulative rainfall depth is given to
avoid calculation of intensities over varying time intervals.

     Coliforms and streptococci are treated differently because their range
(1 to 10") is greater than the seven-character field width of the format used
for data entries.  Hence, all such data are entered on the cards as 100 • logiQ

(MPN/lOOml).   (The multiplier of 100 is used to provide extra significant
figures when an F7.2 format is used.)  Users should be careful to remember
this fact when reading values of these parameters.

     A typical grouping of punched data is shown in Figure VI-2.  Note that
a header card containing the name of city, state and catchment precedes the
data for that catchment.  All data from one storm event are grouped together,
although rainfall, flow and quality cards may appear in a different order for
different catchments.  Occasionally, as in Seattle, a few storm parameters
(e.g., dry days, total depth) may precede the storm data itself.

ACCESS AND USE

     The emphasis of this project was not upon formulation of a sophisticated
storage and retrieval system for management of the data base.  Rather, it was
to obtain and document as much data as possible.  Hence, the "data base" it-
self is merely a magnetic tape containing card images of the type shown in
Figure VI-2.  On the tape, data are blocked according to cities, as sketched in
Figure VI-3.   The first block contains information on STORET codes and card
format, and material accompanying the tape explains the location (block num-
ber) of data for each city.
                                      6-5

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Figure VI-2  Example  of  data grouping for Seattle, Washington
                                   6-13

-------
          BLOCK
          BLOCK  2
          BLOCK  3
          BLOCK  4
                            CARD FORMAT
                            STORET CODE
                            GENERAL INFORMATION
                            DATA  FOR  FIRST  CITY
                            DATA FOR  SECOND CITY
                            DATA FOR THIRD CITY
Figure VI-3
Arrangement of data on magnetic tape.
resemble those shown in Figure VI-2.
Data within each block
                                6-14

-------
     Data may be utilized for comparison with modeling results simply by ob-
taining a listing ("dump") of the tape contents.   Alternatively,  only selected
parameters may be retrieved from the tape if desired.   The tape itself may be
utilized for statistical analyses and characterization purposes,  although in
practice such manipulations will be better served after having placed the data
onto a disk, drum or other rapid-access storage device.

     In the future,  the data will also be entered directly into the STORET
system.  This should facilitate nationwide access as well as permit use of
STORET software for  statistical and other analyses.   Future addenda will pro-
vide  necessary information to permit access to the data when they are placed
on STORET.
                                     6-15

-------
                                 SECTION VII

                   DESCRIPTION OF RAINFALL-RUNOFF-QUALITY
                              DATA BASE SOURCES
INTRODUCTION
     The following subsections describe locations for which rainfall, runoff
and quality data have been obtained that are suitable for the data base.
Additional locations with rainfall-runoff data only are described in Section
VIII.

     Sources included in this section were chosen primarily on the basis of
known high quality of the data, availability and documentation.  The first
consideration was checked primarily by familiarization with the sampling pro-
gram, careful review of the documentation and personal conversations with the
responsible personnel.  The latter two considerations were the keys to actu-
ally obtaining, reducing (in some cases), key punching, etc. the data for in-
clusion on the magnetic tape.  Since UF is distant from most of the sources,
the only way in which these operations could be accomplished was to have good
documentation provided in some form. In all cases, data values were inspected
visually for reasonableness.  Where data were key punched at UF, spot checks
were made against the source listing..

     Each location has tables describing the catchments, quantity sampling
program, quality sampling program, quality data sampled, and, in a few cases,
additional information.  Similar tables for different locations differ in con-
tent according to the available information at each location.  In all cases,
additional useful information may be obtained from the cited references.

     The amount of modeling data contained in-house by UF varies considerably
from location to location and is increasing with time.  Requests should be
made directly to UF to the persons indicated below for information on data
for individual catchments.

                             Wayne C. Huber, or
                             James P. Heaney


              Department of Environmental Engineering Sciences
                           University of Florida
                            Gainesville, Florida  32611
                                 (904)392-0846
                                     7-1

-------
BROWARD COUNTY, FLORIDA

     The Water Resources Division of The Miami office of the U.S.  Geological
Survey (USGS) initiated monitoring of stormwater runoff at three sites with
different land uses in northeast Broward County (Fort Lauderdale area) in
1974 in cooperation with the county and with the Florida Department of Trans-
portation (104, 105).  In addition to the extensive amount of quality sampling
being done,  an added advantage of this program is that all quality data are
being placed directly into the STORET system, and are thus accessible by many
users.  Flow and rainfall data are not in the STORET files and were obtained by
UF directly from USGS.  Early data have been used for model comparisons (172).
     All quality data were retrieved from STORET and placed in the same for-
mat as other data on the data tape.  Further data will be added to the data
tape as they become available.  Overall, these data are among the very best
included in the data base, in terms of volume,  care in sampling,  sophistica-
tion of instrumentation and accessibility.
     Recent references make the data all the more useful.  A complete data
tabulation for the residential, transportation and commercial sites is given
in references 190-192, respectively.  The instrumentation and data management
systems are described in references 193-194.  Further study information and
modeling efforts are presented in references 195-197.  Results of a statistical
analysis of residential and transportation site data are summarized in
reference 198.  Finally, one of the most valuable contributions from the study
is a report documenting basin characteristics for modeling purposes (199).
Containing maps, drainage plans, photos, and tabulations of pertinent data,
it is an excellent adjunct to the data themselves.  It also contains informa-
tion on a fourth, multifamily residential site in Dade County, from which
data will be included in the Data Base in the future.
State and City Code:  FL 01
                                    7-2

-------
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-------
Table VII-4.  Quality Parameters -  Broward County

            Not all parameters are available for all storms at all catchments.
            Parameter
       Temperature
       Stage
       Turbidity
       Color
       Conductivity
       Dis.  Oxygen
       DO,  % saturation
       BOD
       COD
       PH
       co2

       Tot.  Alkalinity
       HCO   ion
       CO  ion

       Tot.  Solids
       Dis.  Solids
       T6t.  N
       Tot.  Organic  N
       NH3-N
       N02-N
       TKN
             N03-N
       Tot.  P
       Tot.  Organic C
       Tot.  Inorganic C
       Tot.  C
       Cl
       Dis.  Silica
       Cd
       Cr
STORET
Code
  10"
  65a
  70
  80
  95
 3003
 301
 310
 340
 400
 405

 410
 440
 445

 500
 515
 600
 605
 610
 615
 620
 625
 630
 665
 680
 685
 690
 940
 955
 1027
 1034
Units


  °C
  ft
  JTU
  PCU
  Vimho
  mg/1
   %
  mg/1

  mg/1

  mg/1 as C02

  mg/1 as CaCO-
  mg/1 as HC03

  mg/1 as CO

  mg/1
  mg/1
  mg/l-N
  mg/l-N
  mg/l-N

  mg/l-N

  mg/l-N

  mg/l-N
  mg/l-N

  mg/l-P
  mg/l-C
  mg/l-C
  mg/l-C
  mg/1
  mg/1  as  Si07
  yg/l
  Ug/1
        No values yet stored on STORET file
                                     7-6

-------
Table VII-4. (oMieluded)
            Parameter
            Cu
            Fe
            Pb
            Zn
            Tot.
            Fee.
            Fee.
            Susp,
            OPO,
               4
            Tot.
 Colif.
 Colif.
 Strep.
  Solids by evap @ 180°C
 -P
 N as N0_
STORET
Code


 1042
 1045
 1051
 1092
31501
31616
31679
70299
70507

71887
                                               Units
                                               yg/i
yg/i
yg/i
MPN/100 ml,
MPN/100 ml*
MPN/100 ml2
mg/1
mg/l-P
mg/1 as NO,
             On
data tape, coliforms reported as 100 x log,Q (MPN/100 ml).
                                    7-7

-------
                              SANP
                                                              |

                                                   N E  17th AVE
LING SITi
                                  N.E  14th
        AVE.
                                                          -F
                     300 FT   I	
                  	I
                        BROWARD  COUNTY ,  FLORIDA
                   RESIDENTIAL CATCHMENT     (FL  I  I)


Figure VII-1  Broward County, Florida,  Residential Catchment, 47.5 ac  (19.2 ha)
                                      7-8

-------
                                                  01
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                                                 00
7-9

-------
                                   CORAL RIDGE
                                      SHOPPING
                                        CENTER
                                                    	I
                      OAKLAND  PARK  BOULEVARD
                              \\
SAMPLING  SITE
                      BROWARD  COUNTY ,  FLORIDA
                  COMMERCIAL  CATCHMENT   (FL  I  3)

Figure VII-3  Broward County, Florida,  Commercial Catchment, 28.4 ac (11.5h4)-
             Scale is approximate.
                                    7-10

-------
DURHAM, NORTH CAROLINA




     The 1069 ac (433 ha) Third Fork Basin in Durham has been monitored for




rainfall-runoff data by the USGS as reported by Tucker (42).  The RRL and




ILLUDAS models were tested on these data (49,50), and  keypunched  rainfall-




runoff data for 1969 were received through the courtesy of the Illinois State




Water Survey.  These data have also been used for hydrograph analyses (176).




     Quality sampling was performed in 1969 by Bryan (133,134) and in 1971-




1973 by Colston (135).  Bryan's data were in the form of composite samples




and are not included in the data base.  Of the several storms sampled by




Colston, rainfall data are reported for four and included herein.   Colston's




report (135) also contains useful catchment information and examples of SWMM




modeling.  All data for the catchment are considered to be good due to the




careful processing of rainfall-runoff data by the USGS and analysis of the




quality data by Colston.  However, measurements of BOD  were not reproducible,




and it was Colston's recommendation that they not be used as an indicator of




water quality.  In addition, due to the fact that the quality samples were




taken from the bottom, suspended solids measurements may not be representative




of the entire vertical solids profile.









State and City Code:  NC 02
                                     7-11

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                            7-13

-------
 Table VII-8.   Quality Parameters - Durham

               Not all parameters are given for all storms.
Parameter
BOD5
COD
Dis. COD
PH
Tot. Alaklinity
Tot. Solids
Tot. Vol. Solids
Suspended Solids
Vol. Susp. Solids
TKN
Tot. P
Tot. Organic C
Ca
Mg
Cr
Cu
Fe
Pb
Mn
Al
Fee. Coliform
STORET
Code
310
340
341
400
410
500
505
530
535
625
665
680
916
927
1034
1042
1045
1051
1055
1107
31616
Units
mg/1
mg/1
mg/1
mg/1
mg/1 as CaCO™
mg/1
mg/1
mg/1
mg/1
mg/1 - N
mg/1 - P
mg/1 - C
ng/1
mg/1
yg/i
P8/1
yg/l
yg/1
vs/i
vg/i
MPN/100mla
f\
 On data tape, coliforms reported as 100 x log,0 (MPN/lOOml).


Cobalt, nickel and strontium were also measured but all values were less than
the detection level of 100 ug/1.
                                     7-14

-------
                                                            1500 FT
                     DURHAM , H. C.
                  THIRD FORK  CATCHMENT
                           (NC  2   I)

Figure VII-4  Durham, N.C., Third Fork Catchment, 1069 ac  (433 ha)
                                7-15

-------
LANCASTER, PENNSYLVANIA
     Data were taken from the 134 acre (54.2 ha) Stevens Avenue catchment as
part of the Swirl Regulator Demonstration Project (EPA Grant S802219, formerly
11023 GSC) being undertaken at that location.  In preparation for construction
of a swirl regulator/concentrator at the Stevens Avenue outfall to Connestoga
Creek, monitoring was performed in 1973-74 by the City of Lancaster and Mer-
idian Engineering of Philadelphia.  As a participant in the project, the
University of Florida received data on a routine basis and has used the com-
bined-sewered Stevens Avenue catchment as a study area in a previous report
(106).
     All data were collected and analyzed by the city; however, depth, pH, DO,
conductivity and temperature were reduced directly from the original strip
charts by UF.  Rainfall data were similarly reduced by UF from xerox copies
of the charts.  Quality data are felt to be good at this location.  Flow data
are not as good since they were obtained using Manning's equation to convert
measured depths.  However, supercritical flow at the measuring point elimi-
nates any backwater effects.
      The automatic depth gage recorded  values  at 18 sec intervals.   When the
 data were reduced for conversion to flows (and inclusion on the Data Base
                                        2/3
 tape),  these values were weighted by AR   where A is the cross sectional area
 and R is the hydraulic radius at the given depth,  and five adjacent values
 were averaged to provide 1.5 min,  weighted averages.  Even using this pro-
 cedure,  computed flows are highly variable and may change by over 100 cfs
       3
 (2.8 m /sec) in one time step, owing to the steep, "flashy" character of the
 catchment.  Since rainfall data are available  at only a 5 min interval,
 hydrologic model calibration with these data is difficult.
 State and City Code:  PA 01

                                     7-16

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                          7-18

-------
Table VII-12.   Quality Parameters - Lancaster

      Not all parameters are given for all storms.
                     Parameter
STORE!
 Code
Units
                Conductivity (probe)
                Dis. Oxygen (probe)
                pH (probe)
                Temperature (probe)
                Sus. Solids (SS)
                Fixed SS
                Vol. SS
                Dis. Solids
                Tot. Solids
                BOD,.

                BOD20
                COD
                TOC
                Tot. Cd
                Tot. Cr
                Tot. Cu
                Tot. Pb
                Tot. Zn
                Chloride
                Tot. Org. N
                NH3-N
                NO^-N
                NO^-N
                OPO,-P
                Tot? P
                Hydroliz. P
                Depth3
                Flow3
                Rain
   94
  299
  400
   11
  530
  540
  535
  515
  500
  310
  324
  340
  680
 1027
 1034
 1042
 1051
 1092
  940
  605
  610
  620
  615
70507
  665
  669
50055
   61
90050
y mhos
mg/1

°F
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
mg/1
yg/l
yg/l
yg/l
yg/l
mg/1
mg/l-N
mg/l-N
mg/l-N
mg/l-N
mg/l-P
mg/l-P
mg/l-P
in.
cfs
in./hr
      Grease/oil,  total coliforms and fecal coliforms were listed
      as part of the sampling program, but no data were given for
      the storms used.
       Depths  and  flows  are averages  of  5  values  over a 1.5 min interval,
 reported at  the center  of  the interval.   Depths  are weighted by AR2/^ as
 described in  the  text.
                                   7-19

-------
                                    i	-^rrr^-
                                STEVENS  TRADE

                                    SCHOOL
                                                   ST06A
                                                  CREEK
                     HAND JHS

                      fiAlbl GAUGE
                                            ALITY  SAMPLING
                                           tY SAMPLING
800
                                                      1000 FT
                     LANCASTER,  PA.

         STEVENS AVENUE  CATCHMENT   (PA I   I)


Figure VII-5  Lancaster, Pennsylvania, Stevens Ave.  Catchment, 134 ac (54.2 ha).
                            7-20

-------
LINCOLN, NEBRASKA




     Quantity and quality data were gathered for the three residential catch-




ments as part of OWRT-sponsored research conducted by the University of




Nebraska.  The period of study was April 1972 to May 1974.









     Data were taken from a thesis (107) and completion report (56) and




reduced prior to receipt by UF.  Additional information on rainfall was re-




ceived from R. Sallach (personal communications, 1975, 1976).  These data are




considered to be of good quality, on the basis of discussions with University




of Nebraska personnel.









State and City Code:  NB 01
                                     7-21

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                                  7-24

-------
Table VII-16.  Quality Parameters - Lincoln

     Not all parameters were recorded for all storms  at all locations,
             Parameter
Catc'hment
   No.
STORET
 Code
Units
        BOD-
        COD
        VSS
        TS
        TVS
        SS
        NO_-N
        Org-N
        OPO.-P (Soluble)
        Spec. Conductivity
        Turbidity
        Tot. Colif.
        Salinity
   All
   All
   All
   All
   All
   All
   All
   All
   All
   All
   All
   All
   All
  310       mg/1
  340       mg/1
  535       mg/1
  500       mg/1
  505       mg/1
  530       mg/1
  620       mg/l-N
  605       mg/l-N
  671       mg/l-P
   95       y mho
   70       JTU
31503       MPN/100 mla
  480       ppt
  Note:   On data  tape,  coliforms  are given as  100 x  log-n (MPN/100 rol)
                                     7-25

-------
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                                        7-26

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LEXINGTON





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       SAMPLING SITE-
                           LINCOLN , NEBRASKA
               63rd  AND HOLDREGE CATCHMENT  (NB I  2)
Figure VII-7  Lincoln, Nebraska, 63rd and Holdrege Catchment, 85 ac  (39.4 ha)
             Scale is approximate.
                                  7-27

-------
                   ST
                           SAMPLING  SITE
                         IOOO FT

                            LINCOLN  .NEBRASKA

                        78th AND 'A' ST  CATCHMENT

                              (NB  I   3)

Figure VII-8  Lincoln, Nebraska,  78th and  'A1 St. Catchment,  357 ac  (195 ha)
             Scale is approximate.
                                  7-28

-------
RACINE, WISCONSIN




     Data were taken from a draft report ^108) of a detailed study performed




by Envirex, Inc. involving an extended monitoring program.  The flow data are




somewhat difficult to interpret since runoff from the catchment is split be-




tween two outlets, Site I and Site II, and difficulties were experienced in




flow measurements at Site II.  Thus, proper interpretation of the Site I run-




off data must rely upon accurate analysis of upstream diversion structures.




It is understood that this information will be contained in the final version




of the report.  All data are taken from the draft report and were reduced




prior to to receipt by UF.  Additional quality parameters beyond the three




included herein were also monitored and will be included in the data base at




a future date.









State and City Code:  WI 01
                                     7-29

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SAN FRANCISCO,  CALIFORNIA




     Flow and quality data included in the report were collected by Engineer-




ing Science, Inc., for the City of San Francisco during 1966-70(34,35,175).Six




catchments were monitored in the study, five mainly residential and one main-




ly industrial.   Although the volume of data (i.e., number of storms sampled)




is small, the data themselves are considered good and represent one of the




earlier efforts in monitoring overflow points for later model calibration.





     All data were acquired and reduced by the staff of Engineering Science




and are taken directly from their reports.  They have been used previously




for model verification (102,143-145,178). All rainfall values included on the




data tape were read from graphs since no tabulation was provided.




     The City of San Francisco instituted in 1972 an extensive network of




tipping-bucket rain gages and bubbler stage measurements throughout the City.




These data are stored on several hundred magnetic tapes by the City but have




not been reduced to a convenient form for modeling to date.









State and City Code:  CA 01
                                     7-34

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-------
Table VII-24.  Quality Parameters - San Francisco

     Not all parameters are given for  all  storms  at  all  catchments
          Parameter
Catchment
   No.
STORE!
 Code
       Units
     COD
     Floatables
     Grease (Hex Extract)
     Set.  Solids
     Set.  Solids @ 30 min
     Sus.  Solids (SS)
     Vol.  SS
     Particle Size Dist.
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       74     p filter
       14     p filter
        5     p filter
        0.45 p filter
     Tot.  N
     NH -N
     TKN
     OPO.-P
     TPO -PO
     TotT  Colif.
     Fee.  Colif.
     Spec. Conductivity
     Alkalinity
     pH
     Bioassay
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     Na
     K
     Ca
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     Vol.  Set. Solids
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     Toxicity
     Flow
     Rainfall
   All
   All
   All
   All
   1-5
   6,7
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   All
  340
  310
90055
70351
  545
90060
  530
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1-5
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6,7
6,7
6,7
6,7
6,7
6,7
6
6
6
1-5
All
All
90Q65
90066
90067
90068
600
610
625
70507
650
31505
31615
95
410
400
90069
945
940
929
937
916
927
90064
544
90063
90070
61
90050
mg/1
mg/1
mg/1
mg/1
ml/1
ml/1
mg/1
mg/1
                           mg/l-N
                           mg/l-N
                           mg/l-N
                           mg/l-P
                           mg/l-PO
                           MPN/100 ml
                           MPN/100 mla
                           p mho
                           mg/1 as CaCO

                           % survival at 96 hrs
                           mg/l-S04
                           mg/1
                           mg/1
                           mg/1
                           mg/1
                           mg/1
                           mg/1
                           mg/1
                           mg/1
                           % survival at 96 hrs
                           cfs
                           in./hr
         data tape, coliforms are given as 100 x l°g,n (MPN/100 ml)
                                     7-38

-------
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                      7-39

-------
    CENTRAL  SAN FRANCISCO  BAY
                                             YACHT  HARBOR


0
SAN FRANCI
BAKER STR
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-------
                                        16th  ST.
                                 MARIPOSA   ST
                      1000 FT
             r
                         V)
                     L__
                               SAM
PLING
AND
GAL
                                                ro
                                                  _J
                                                    n
GE  S
                                                    r
                                    23rd  ST.
                 SAN  FRANCISCO  ,  CALIFORNIA
             MARIPOSA  STREET   CATCHMENT   (CA  I   2)

Figure VII-12  San Francisco, California, Mariposa St. Catchment, 223 ac(90ha).
                                7-41

-------
                                                              1000 FT
                      JD RAIN GAUGE  SITE
                    SAN  FRANCISCO ,  CALIFORNIA

           BROTHERHOOD  WAY  CATCHMENT   ( CA  I  3)

Figure VII-13  San Francisco, California, Brotherhood Way Catchment, 180 ac
             (73 ha).
                                7-42

-------
[
1
1
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0 1000 FT




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1 VICENTE STREET CATCHMENT
1
] 	 , (CA 1 4)
ING sr E and
^ (CA 1 5)
JC.
t


T BLV[ .
L ll
Figure VII-14  San Francisco, California, Vicente St.  North Catchment,  16 ac
               (6.5 ha)  and Vicente St.  South Catchment,  21 ac-(8.5 ha).
                                    7-43

-------
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RAIN GAUGE LOCATED OFF SITE
                                                           1000 FT
             SAN  FRANCISCO ,   CALIF.




            LAGUNA  ST.  CATCHMENT (CA  I   7)






Figure VII-16  San Francisco, California, Laguna St. Catchment, 375 ac (152 ha).
                              7-45

-------
SEATTLE, WASHINGTON




     The data included in this report were made available by the Municipality




of Metropolitan Seattle (METRO) through the River Basin Coordinating Commit-




tee, plus later data through a continuing sampling program by METRO.  The data




are part of an integrated study of water and wastewater management of the




Cedar and Green River Basins (33,  146).




     Seven catchments were sampled representing residential, commercial, and




industrial land use.  Data for all seven were gathered during 1973 under a




cooperative arrangement between METRO and the Seattle District Corps of




Engineers.  Intensive sampling at  three catchments has continued into 1974-75.




All data, with the exception of some limited 74-75 rainfall data, were reduced




by the agency prior to receipt by  UF.




     All Seattle data are considered excellent, both in terms of sampling




procedures and volume.  METRO personnel are performing extensive in-house




analyses of the data to determine  loading rates, statistical parameters, etc.




When published, their reports should provide a valuable addition to the data




themselves.  Some additional information on the catchments  is  available in




modeling studies performed for the city (109, 143).









State and City Code:  WA 01
                                      7-46

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-------
Table VII-28.   Quality Parameters - Seattle




     Not all parameters are given for  all  storms  at  all  catchments.

Parameter
DO
pH
Temperature
Susp. Solids (SS)
BOD5
COD
Cd
Cr
Cu
Pb
Zn
Cl
NH_-N
NO,-N
NO~-N + NO -N
TKN
Organic-N
Fee. Colif.
Tot. Colif.
Tot. Hydroliz. P
Tot. P
OPO,-P
Conductivity
Turbidity
Grease (Hex Extract)
Tot. Dis. Solids
Set. Solids (at 1 hr)
so4
Fe
Hg
As
Flow
Rain
Dry Days Preceding
Stormc
Catchment Area
Storm Rainfall0
Q
Only parameters measured
storms
On data tape, coliforms
Catchment
No.
All
All
All
All3
All
All
All3
All
All
Alla
All3
All
Alla
All
Alla
A11 *
1,3, 4a
All
All
All
l,3,4a
Alla
Alla
a
All
All
All
All
All
All
All
All
A11S
Alla
1,3,4

1,3,4
1,3,4
when using

are given as
	 .C „ « 1 f\~7 /.
STORET
Code
300
400
10
530
310
340
1027
1034
1Q42
1051
1092
940
610
615
630
625
605
31616
31501
669
665
70507
94
70
70351
515
546
945
1045
71900
1002
61
90050
90100

53
45
automatic

100 x log

Units
mg/1

°C
mg/1
mg/1
mg/1
yg/i
yg/i
yg/l
yg/i
yg/i
mg/1
mg/l-N
mg/l-N
mg/l-N
mg/l-N
mg/l-N ,
MPN/100 ml?
MPN/10Q ml
mg/l-P
mg/l-P
mg/l-P
y mho /cm
JTU
mg/1
mg/1
mg/1
mg/1
yg/l
yg/l
yg/l
cf s
in./hr
days

acres
in.
samplers during 1974-75

1Q (MPN/100 ml).
                                    7-50

-------
Table VII-29.   Background Levels at Three Catchments - Seattle

     Limited samples were taken in 1976 to determine background levels of
     parameters during periods of no rain.  These may be used as initial
     conditions at the initiation of storms.  They also are subject to
     refinement at a future date.

                                       Concentration at Catchments
         Parameter
     Tot. P
     OPO^-P
     Organic-N
     NH -N
     NO;; + NO -N
     Susp. Solids (SS)
     Turbidity
     Conductivity
     Cd
     Pb
     Zn
     Flow
STORET
Code
665
70507
605
610
630
530
70
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110
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4a
100
150
0.01

Units
mg/l-P
mg/l-P
mg/l-N
mg/l-N
mg/l-N
mg/1
JTU
y mho /cm
yg/i
yg/i
yg/i
cfs
      Lowest measureable.
                                    7-51

-------
                                           01234 MILESI
     CENTRAL  BUSINESS VOISIRICT
Figure VII-17  Location map for Seattle catchments,
                        7-52

-------
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                                       7-53

-------
  SEATTLE  ,  WASHINGTON

VIEWRIDGE  CATCHMENT  2

        (WA  I   2)
Figure VII-19  Seattle, Washington, Viewridge 2 Catchment, 105 ac  (43 ha)
             Scale is approximate.
                              7-54

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                              7-56

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                              SAMPLING  SITE
             800 FT
             172nd  AVE.
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            SEATTLE , WASHINGTON

         LAKE  HILLS   CATCHMENT  (WA I  5)
Figure VII-22  Seattle, Washington, Lake Hills Catchment, 150 ac (61 ha).
                         7-57

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WINDSOR, ONTARIO




     Data were taken from the thesis of Droste (110) of the University of




Windsor from one residential catchment for the period September 1972 to




August 1973.  Sampling and all data reduction were performed by the University




of Windsor.  Additional information about a nearby catchment is provided in




an earlier study by Singh, but his data are not included because of construc-




tion activities underway during his sampling activities (111).




     The data included herein were taken for a large number of storms, 22,




but suffer from a large sampling interval of one hour.  This will limit their




usefulness somewhat for modeling purposes.









Province and City Code:  ON 01
                                     7-60

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7-62

-------
Table VII-33.  Quality Parameters - Windsor

     Not all parameters were sampled for all storms
   Parameter
STORE!
 Code
Units
 BOD                           310
 Tot.  Colif.                  31504
 Fee.  Colif.                  31616
 Tot.  Susp.  Solids (SS)         530
 Vol.  SS                       535
 NH -N                         610
 NO^-N                         620
 NO^-N                         615
 OPO.-PO,                       660
 Cl 4                           940
 SO,                            945
 Alkalinity                     410
 Ca;   hardness           '      901
 Total hardness                900
 pH                            400
 Color                          80
 Turbidity                      70
 Spec. Conductivity             95
            mg/1
            MPN/100 ml
            MPN/100 mla
            mg/1
            mg/1
            mg/l-N
            mg/l-N
            mg/l-N
            mg/1 as PO
            mg/1      4
            mg/1
            mg/1 as CaCO,
            mg/1 as CaCO:
            mg/1 as CaCO:
            PTU
            JTU
            y mho
 Some additional data were taken in composite samples
 during storms.
  On data tape,  coliforms are given as 100 x log
  (MPN/100 ml).
                   10
                        7-63

-------
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7-64

-------
 WEST  LAFAYETTE,  INDIANA




      Quantity and  quality  data were  gathered  for  an  urban  and  a  semi-urban/




 rural watershed  as part  of OWRT-sponsored  research conducted by  Purdue




 University  (Grant No. 14-31-001-3712).




      The period  of study was  from  October  1972  to May  1975.  However, be-




 cause of missing rainfall  data,  only 38  percent of the urban events  and  none




 of  the  semi-urban/rural  ones  are included  here.




      Data were taken  from  a completion report  (161)  and reduced  prior to




 receipt by UF.   Tncluded data are  considered  to be of  good quality.





      Tucker  (42) and .Sarma et al.  (182)  also refer to  these watersheds,  as




 do Stall and Terstriep  (49) in the evaluation of  the RRL Method.




The latter authors indicate that the catchment boundary can be variable




because of the possibility of additional inflows during large storms that




would ordinarily be intercepted by an adjacent combined sewer.









State and City Code:   IN 01
                                    7-65

-------





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                                                                   7-68

-------
             86° 55'00"
                                            86°53'40"
                                         SEMI-URBAN/RURAL
                                             STATION
                                    COUNTY   L~
                                    FARM ROAD
40° 27'00
           NORTHWESTER
           AVENUE
      LINDBER6  ROAD
           CHERRY LANE	
                 STADIUM AVE-p,    (
                 ^—           i1	
                     STATE  ST[REJT
                       	WEST LAFAYETTE
        0     2000FT        CITY  LIMITS

        I	1

Figure VII-26. Location map for the urban  station, Ross-Ade drain (upper
basin)in West Lafayette,  Indiana.  The semi-urban/rural station is discussed
in the Purdue University  report (161) but  not included in the data base be-
cause of a lack of rainfall data.  Some rainfall-runoff data are available
for the  entire Ross-Ade basin  (not shown), draining through the Purdue campus

to the southwest of the city.
                                 7-69

-------
                NORTHWESTERN
                           AVE
  LINDBERG RD'
   CHERRY LAM
                                        .DRAIN AT
                                           WEST
                                  LAFAYETTE, INDJAMA
                     LOTS WITH  ROOFS    	 -•
                     NOT DRAINING INTO
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ROSS-ADE DRAIN
WATERSHED BOUNDARY

NATURAL WATERSHED
BOUNDARY
                                                    DRAIN
Figure VII-27  West Lafayette,  Indiana,  Ross-Ade  (Upper)  Catchment(iNOlOl),
               29 ac (11.7 ha).   The larger,  surrounding  basin does not con-
               tribute to the Ross-Ade drain.  Most  roofs not contributing
               to the drain are  assumed  to  discharge to a combined sewer.
                                    7-70

-------
GREENFIELD, MASSACHUSETTS




     Data were collected by the University of Massachusetts for an urban




basin covering most of the city.  The period of study is from June




1976 to May 1977.  The data are considered to be of very good quality.




Portions of the study were supported by the following grants:  University of




Massachusetts Water Resources Research Center WR-A095 and WR-B059,




Massachusetts Division of Water Pollution Control 76-10-2, and EPA R-803069.





     Data were sent  to UF by  the  University  of Massachusetts- and  were reduced




prior  to  their receipt.   Unfortunately,  from the  8  storm events received,  3




were deleted  due  to  missing rainfall  values.




     Information  on  the  basin,  sampling  program and  SWMM calibration runs  is




given  by  Nunno (183)  and Nunno  et al.  (184).  Further  information is given




in other  University  of Massachusetts  publications on SWMM modeling (74,143,




185,186)  and  SWMM input  and output (187).  Additional  background  information




on the area and associated sampling in the Green  River is  given by DiGiano




et al.  (188).




State  and City Code:  MA 01
                                    7-71

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         7-74

-------
Table VII-41 Quality Parameters - Greenfield


       Not all parameters are given for all storms
                           STORET
Parameter                   Code                      Units
  BOD5                       310                       mg/1

  COD                        340                       mg/1
  pH                         400
  Tot. Susp. Solids          530                       mg/1
  Volatile Susp. Solids      535                       mg/1
  Ortho-PO^                 660                       mg/1

  Total P                    665                       mg/1
  TOC                        680                       mg/1
  Chloride                   940                       mg/1
  Tot. Lead                 1051                       yg/1
  Tot. Zinc                 1092                       yg/1
                            7-75

-------
72°37'30"
42° 36' 30"
             GREENFIELD
                 MEADOWS
42° 35'30"
4-2° 34'30"
ROCKY
'MOUNTAIN
1PARK
\
i
I
           1-91
                                                         UPPER
                                                         'BASIN
                                                         WOODS
Figure VII-28 Greenfield,  Massachusetts, Maple Brook Catchment (MA0101),
              1014 ac (410 ha).  The catchment covers most of the city and
              has been divided  into an upper and lower basin during modeling
              studies by the University of Massachusetts.
                                   7-76

-------
NORTHAMPTON, MASSACHUSETTS




     Quantity and quality data for a 380 ac (154 ha) urban sub-basin were




collected during June and July 1977 by the University of Massachusetts under




joint sponsorship of the OWRT (Grants WR-A095 and WR-B059), Massachusetts




Division of Water Pollution Control (Grant 76-10-2), and the EPA (Grant




R-803069).   Details of the sampling program and subsequent SWMM modeling




are given by Nunno et al. (184)  and McAloon (189).  The data for the six




storm events were reduced prior to receipt by UF and are considered to be of




good quality.









State and City Code:  MA 02
                                    7-77

-------
Street
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Table VII-45      Quality Parameters - Northampton

            Not all parameters are given for all storms
                                STORE!
Parameter                        Code                           Units
  BOD5                            310                            mg/1

  COD                             340                            mg/1
  pH                              400
  Tot. Susp. Solids               530                            mg/1
  Volatile Susp. Solids           535                            mg/1
  Ortho-PO,                       660                            mg/1

  Total P                         665                            mg/1
  TOG                             680                            mg/1
  Chloride                        940                            mg/1
  Tot. Lead                      1051                            yg/1
  Tot. Zinc                      1092                            yg/1
  Antecedent Dry Days           90100                            days
  o
   Antecedent dry days defined for this catchment as number of days

  before storm in which cumulative rainfall _£ 1  in.  (2.54  en.)
                                 7-81

-------
72°40' 00"
72°37'30"
42° 20'00"
42°I9'00"
                                                                      LA FLEUR
                                                                      AIRPORT
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            ST.
                                                                       91
                                                                      EWAGE
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                                                         L
           2000 FT
          	I
 Figure  VII-29  Northampton, Massachusetts,  Market  Street Brook Catchment
               (MA0201),  380  ac  (154  ha).   The  catchment consists of sub-basin
               I  of  the University of Massachusetts  study (189).   The smaller
               sub-basin  II  (not  shown)  was modeled  but  not monitored.
                                     7-82

-------
                                SECTION VIII

                    DESCRIPTION OF RAINFALL-RUNOFF DATA
                                BASE SOURCES
INTRODUCTION
     The following subsections describe locations for which rainfall and
runoff data have been obtained and placed in the data base.  No quality data
(or only unsuitable data) are available, although current studies at some
sites are likely to provide such data in the future.

     Again, sources included in this section were chosen primarily on the
basis of quality of the data, availability and documentation.  Remarks made
at the introduction to Section VII apply here also.  In particular, documen-
tation varies greatly from site to site.  In a few instances, the only read-
ily available information available to UF was that contained in the RRL and
ILLUDAS studies (49,50).   However, in most cases, at least some other source
documentation was available.  The cited references should be consulted for
additional information at each location.

     For quantity-only locations, a table of parameter codes is not given
unless there are multiple rain gages, in which case data from each gage is
given a different code number (see Table VI-3 ).   In the absence of a table,
rainfall and flow values are assigned the code numbers 90050 and 00061,
respectively, as indicated in Table VI-3.

     Information on modeling data should again be requested directly from UF,
as indicated in Section VII.
                                     8-1

-------
BALTIMORE, MARYLAND




     Some of the earliest and most widely used urban rainfall-runoff data were




gathered in Baltimore as part of the Storm Drain Research Project at The John




Hopkins Unviersity.  Tucker (36,40) has published data for the Northwood and




Gray Haven catchments, including necessary modeling information, and the data




included herein were taken from these reports.  Data from other catchments,




including Swansea, Montebello No. 4 and  South  Parking Lot No. 1, are also




available (40, 50).




     The Baltimore data, especially Northwood, have been extensively used for




model verification, e.g., references 50, 81, 101, 112-127, 143, 174, 176-178.




Such references serve as valuable supplementary material for interpretation




of data.









State and City Code:  MD 01
                                     8-2

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Figure VIII-1  Baltimore, Maryland, Gray Haven Catchment, 23.3 ac  (9.4 ha)
                           8-4

-------
BALTIMORE
NORTHWOOD   CATCHMENT



        (MD  12)
  Figure VIII-2  Baltimore, Maryland, Northwood Catchment, 47.£ ac (19.2 ha)
                             8-5

-------
CHICAGO, ILLINOIS




     During the period 1959-1963, the Chicago Department of Public Works,




Bureau of Engineering, collected rainfall-runoff data for the 12.9 ac (5.2 ha)




Oakdale catchment, located about 6 miles (9.6 km) northwest of downtown




Chicago.  These data were published by Tucker (37, 40) and have been widely




used for model testing, e.g., references 1, 81, 101, 112-115, 119, 125-129,143,




174.  Complete modeling data are presented by Tucker (37) to which the studies




of Chow and Yen (128) and Brandstetter (1) are valuable supplements.









State and City Code:  IL 01
                                     8-6

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-------
CHAMPAIGN-URBANA, ILLINOIS




     Runoff data for the Boneyard Creek catchment have been collected by the




USGS since 1948.  Rainfall data have been collected since 1949 by the Illinois




State Water Survey in cooperation with the Department of Civil Engineering of




the University of Illinois.  Tucker (42) presents rainfall-stage data for 29




storms from October 1960 to August 1966.  After having converted stages to




flows via a rating curve and having keypunched the data, they were made avail-




able to UF through the courtesy of the Illinois State Water Survey.




     The basin contains five recording gages.  For 15 of the 28 storms inclu-




ded in the data base, a Thiessen weighted average of the five gages is given.




For the remaining 13 storms, individual data for from three to five gages are




given.  Boneyard Creek data have been used by Stall and Terstriep for RRL and




ILLUDAS model verification studies (50, 113) and by others (114, 115, 131,




142).









State and City Code:  IL 02
                                     8-9

-------
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-------
Table VIII-7.  Additional Rain Gage Information - Champaign-Urbana





              _                    	Thiessen Weights
              Parameter       	°	

    Gage No.      Code






       1         90049



       2         90048



       5         90047



       7         90046



       11        90045



     Average    90050a
  Used when Thiessen average rainfall of 5 gages  is  given  (15  storms).   These

  data were averaged because of similar rainfall  patterns.





  Storm of 7/13/62 has rainfall for only gages 1,2,5.



  f»

  Storm of 6/14/64 has rainfall for only gages 1,2,5,11.
5 Gages
0.15
0.20
0.30
0.25
0.10
Gages 1,2,5
0.40
0.30
0.30


Gages 1,2,5,11°
0.20
0.20
0.30

0.30
                                    3-11

-------
                                                            STREAM
                                                              GAUGE
                                                        RAIN GAUGE NO. I)
                                                     UNIVERSITY OF
                                                      ILLINOIS  STADIUH
                     1500    3000 FT
                    CHAMPAIGN - URBAN A , ILLINOIS
           BONEYARD   CREEK  CATCHMENT     (IL  2  I )
Figure VIII-4  Champaign-Urbana, Illinois, Boneyard Creek Catchftient, 2290 ac,
               (927  ha).
                                 8-12

-------
BUCYRUS, OHIO




     During 1969, Burges and Niple, Ltd. conducted combined sewer overflow




studies in Bucyrus (132).  Their report contains considerable information




about the three sewer districts sampled, including limited quality data.




Data for Sewer District No. 8 were keypunched and supplied to UF through the




courtesy of the Illinois State Water Survey.




     The data were used in testing the RRL and ILLUDAS models (49, 50).




Terstriep and Stall (50) suggest sampling errors at high flows, i.e. , high




values of measured flows may be lower than their true values.  In addition,




the flat terrain and indeterminate drainage pattern create ponding during




some storms.









State and City Code:   OH 01
                                    8-13

-------










































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8-14

-------
                                                       800 FT
                      BUCYRUS ,   OHIO




            SEWER   DISTRICT  NUMBER  EIGHT




                          (OH I I )






Figure VIII-5  Bucyrus, Ohio, Sewer District Number Eight, 179 ac  (72.5ha).
                         8-15

-------
FALLS CHURCH, VIRGINIA




     The USGS began recording rainfall-runoff data in the residential Tripps




Run Basin near Washington, B.C. in 1959.  Tucker (42) reports on its charac-




teristics and sampling program.  The Illinois State Water Survey reduced




original stage and rainfall records for a 326 ac (130 ha) tributary.  The




keypunched data were received by UF through their courtesy.  A disadvantage




in the data is the 0.1 in. (2.5 mm) capacity of the tipping bucket rain gage




utilized.  In testing the RRL and ILLUDAS models, Stall and Terstriep (49,




50) report some difficulty in obtaining good modeling information.  The data




have also been used in studies of the effect of urbanization on hydrographs




(176, 177).









State and City Code:  VA 01
                                    8-16

-------
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-------
                                                          750 FT
  STREAM fcAUGE
                               FALLS   CHURCH ,  VIRGINIA

                               TRIPPS   RUN   CATCHMENT

                                       (VA I  I)


Figure VII-6  Falls Church, Virginia, Tripps Run  Catchment, 322 ac (130 ha).
                              8-18

-------
WINSTON-SALEM, NORTH CAROLINA




     The USGS gages the 384 ac (155 ha) Tar Branch basin at Walnut Street in




Winston-Salem.  Keypunched rainfall-runoff data were made available to UF




through the courtesy of the Illinois State Water Survey who utilized them




in testing the RRL and ILLUDAS models (49, 50).  The data have also been used




for hydrograph analyses (171, 176).  Tucker (42) provides additional informa-




tior  on  the basin and gaging installations.









State and City Code:  NC 01
                                    8-19

-------
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                                                            M GAUGE
        WINSTON-SALEM   N. C.
        TAR  BRANCH   CATCHMENT  (NC I   I)
Figure VIII-7  Winston-Salem, N.C., Tar Branch Catchment, 384 ac (155 ha)
                                 8-21

-------
JACKSON, MISSISSIPPI




     USGS data have been collected since 1965 on the residential Crane Creek




basin in Jackson and utilized by the Illinois State Water Survey for RRL and




ILLUDAS model verification (49, 50).  Keypunched data were obtained by UF




through the courtesy of the Survey.  The data have also been used for unit




hydrograph analyses (171) and model comparisons (172).  Other information on




urban runoff in Jackson is available in a USGS report by Wilson (136).









State and City Code:  MS 01
                                    8-22

-------
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-------
          \
            C~MN GAUe
             	<
                                                        600 FT
                        JACKSON  ,  MISSISSIPPI
                      CRANE  CREEK   CATCHMENT
                               (MS  i  I)


Figure VIII-8  Jackson, Mississippi, Crane Creek Catchment, 285 ac (115 ha)
                                8-24

-------
WICHITA, KANSAS




     USGS data have been collected on the residential Dry Creek basin in




Wichita and utilized by the Illinois State Water Survey for RRL and ILLUDAS




model verification (49, 50).  Keypunched data were obtained by UF through the




courtesy of the Survey.  The data have also been used for studies of hydrologic




 effects of urbanization in the area (179).









 State and City Code:  KS 01
                                     3-25

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-------
WESTBURY, LONG ISLAND, NEW YORK




     In connection with a larger hydrologic study in Nassau County, New York,




the USGS monitored inflow from the 14.7 ac (6.0 ha) residential Woodoak Drive




basin into a small recharge basin.  Seaburn reports the details of the 1966-




67 study (137) with further information on the flow measurement techniques




(138) and related hydrology efforts in the area (139).  Thus, other parameters




related to the recharge basin were measured as well.  The Illinois State Water




Survey utilized the data for verification of the RRL and ILLUDAS models (49,




50).  Keypunched data were obtained through the courtesy of the Survey.









State and City Code:  NY 01
                                     8-28

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                                                       RAIN GAUGE
                            WESTBURY LONG  ISLAND ,  N . Y.

                                  WOODOAK   DRIVE   CATCHMENT

                                         .(NY  I  I)
Figure VIII-10  Westbury, Long Island, New York, Woodoak Drive Catchment,
              14.7 ac (6.0 ha).
                               8-30

-------
PHILADELPHIA, PENNSYLVANIA






     The 5326 ac (2156 ha) Wingohocking basin is Philadelphia's largest




combined sewer catchment.  Tucker (40) describes in detail the gaging program




at Wingohocking which was initiated by the U.S. Public Health Service in




1963 and has been under the direction of the Philadelphia Water Department




since 1965.  Guarino, Radziul and Greene (140) discuss Wingohocking in the




context of overall combined sewer problems in Philadelphia.  Tucker




(41) also provides additional information on the city's gaging program,




plus more detailed information on the raingage network within the city (38).




There are four raingages which service the Wingohocking area.  Keypunched




rainfall-runoff data were obtained through the courtesy of the Illinois




State Water Survey who used them for RRL and ILLUDAS verification (49,




50).  They indicate a possible change during 1966 in the rating curve used




for flow calculations.  The data have also been used for SWMM verification




(102) in which some of the composited quality samples are utilized.   These




composited quality data are not included in the data base.  SWMM input data




are also given in reference 102.  Additional SWMM simulations of several




of the storms included in this data base have been performed by Hagarman and




Dressier (141).








State and City Code:   PA 02
                                   8-31

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                                                           8-32

-------
Table VIII-22.  Additional Rain Gage Information - Philadelphia

                See also reference 38.
City Gage
Gage No. No.
1 18
2 8
3 17
k 1
5 20
Name
Roosevelt
Heinz
Queen Lane
Harrow Gate
0
Shawmont
Parameter
Code
90050
90049
90048
90047
90046
Approximate
Elev. ft (m)
300
140
220
80

(91)
(43)
(67)
(24)

Thiessen
Weight
0.58
0.12
0.15
0.15

  Located to west of catchment.  Data also included  in  data base.
Table VIII-23.  Estimated Interceptor Diversions - Philadelphia
 m
The maximum capacity of the 102 in.(259 cm) interceptor is 270 cfs  (7.7
 •Vsec).  It also may receive up to 150 cfs (4.3 m^/sec) from an upstream
60 in.(152 cm) pipe.  Actual diversion through interceptor will depend upon
storm pattern.  However, in reference 102, the following estimates  are
given.
   Total Flow
  (Diversion plus
   Overflow)
  cfs   (m^/sec)
    0 -  500

  500 - 1000

 1000 - 1500

      1500
               ( 0   - 14.2)

               (14.2 - 28.3)

               (28.3 - 42.5)

                   (42.5)
                                          Estimated
                                          Diversion
                                          cfs  (m-Vsec)
Up to 200

      150

      100

       50
(5.7)

(4.3)

(2.8)

(1.4)
                                    3-33

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8-34

-------
LOS ANGELES, CALIFORNIA




     The 252 ac (102 ha) Echo Park basin is a steep, residential catchment




in north central Los Angeles.  Copies of strip chart records of rainfall




and runoff from 1954 to 1974, plus considerable catchment and other informa-




tion, were received by UF  directly from the City of Los Angeles, Depart-




ment of Public Works, Bureau of Engineering.  For purposes of the data base,




reduced keypunched data were also obtained through the courtesy of the




Illinois State Water Survey who used them for RRL and ILLUDAS model verifi-




cation (49, 50).  The HSP model has also been applied to this basin (142)




during which it was estimated that measured flows could be in error by more




than 20 percent due to uncertainty in the roughness and the supercritical




flow velocities in the sewer.  Terstriep and Stall (50) also point out that




for a basin this steep, rainfall resolution at intervals less than 4 minutes




would be desirable, but the 24-hour rain gage charts do not permit it.









State and City Code:  CA 02
                                   8-35

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8-37

-------
PORTLAND, OREGON




     The City of Portland, Department of Public Works has collected rainfall-




runoff data at the i$ ac (30 ha) residential Eastmoreland catchment since




early 1975.  More recently, 24 rain gages and 14 sewer monitors have been in-




stalled around the city, which are sampled at 15 second intervals and output




stored on magnetic tapes.  In addition, EPA Section 208 quality sampling pro-




grams have been initiated on the Eastmoreland catchment and four others.  Data




from these may be included in the data base at a future date.




     Eastmoreland rainfall-runoff data have been used to calibrate an urban




runoff model developed for the City of Portland (163).  Additional information




on the catchment is included therein.









State and City Code:  OR 01
                                    8-38

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Table VIII-28.  Dry Weather Flow and Infiltration Information - Portland


Average daily DWF for the Eastmoreland area has been measured at approximately
0.1 cfs (0.003 nrvsec).   This corresponds roughly to 50 gal/day per capita
(0.19 m-Vday per capita).  Infiltration into the system is minimal and of the
same order of magnitude as the average DWF.  Hourly correction factors for
DWF (excluding infiltration) have been determined and are given below.
                                                              0
                    Hour                     Correction Factor
                     0                             1.0
                     1                             0.6
                     2                             0.3
                     3                             0.2
                     4                             0.1
                     5                             0.1
                     6                             0.1
                     7                             0.6
                     8                             0.5
                     9                             0.6
                    10                             0.4
                    11                             0.4
                    12                             1.3
                    13                             1.1
                    14                             1.0
                    15                             0.95
                    16                             0.95
                    17                             1.1
                    18                             1.2
                    19                             1.4
                    20                             1.7
                    21                             1.6
                    22                             1.5
                    23                             1.3
                                                  24.0
 rtultiply by average DWF to get value at each hour.  These values have been
 adjusted slightly from data supplied by city so that they sum to 24.0.
                                     8-40

-------
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                                         8-41

-------
HOUSTON, TEXAS




     In cooperrtion with the City of Houston, the USGS initiated collection




of urban rainfall-runoff data at more than 20 sites in'1964.  Annual reports




have been published (e.g., 164, 165) containing catchment information and




detailed results (i.e., hyetographs and hydrographs) from several storm events




at several sites.  Unfortunately, all but the latest reports are out of print




and available only for short-term loan from the Houston offices of the USGS.




     The data have been used in studies of the effect of urbanization in the




Houston area (e.g., 166, 167).  Data from Hunting Bayou have been used for




ILLUDAS model calibration (50).  Data from several Houston catchments along




with many others were used by Brater and Sherrill (168) to develop unit hydro-




graph parameters.  Keypunched data for the four catchments included herein




were obtained from this latter 'Jtudy.  Similar studies in urban hydrology are




underway in Austin and Dallas.




     The quality of these data are good.  The measurements are carefully con-




ducted, and the annual reports (164, 165) give a detailed time history of




each storm.  Quality sampling at several locations is now underway as a part




of EPA 208 studies.




     It is anticipated that quality data from the Woodlands project (80, 169)




north of Houston will be included in addenda to the data base.  Extensive




quality data have been gathered; they await complete computerization before




they can be transmitted to UF.









State and City Code:  TX 01
                                     8-42

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   WESTHEIMER    ROAD
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  BERING DITCH  AT WOODWAY DRIVE  CATCHMENT
                   (TX  I   3)
Figure VIII-15  Houston, Texas, Bering Ditch Catchment, 1894 ac (767 ha)
                             8-46

-------

             HOUSTON , TEXAS
BERRY  CREEK AT 6ALVESTON  RD. CATCHMENT
                (TX I   4)
                                         /    /
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Figure VIII-16  Houston, Texas,  Berry Creek Catchment, 3110 ac (1259 ha).
                               8-47

-------
SALT LAKE CITY,  UTAH




     Through a contract between the Federal Highway Administration and Utah




State University, (contract number DOT-FH-11-7806), quantity data were




gathered during rainfall seasons in 1972 and 1973 on two urban highway cross-




sections in the Salt Lake City area.






      In addition,  minimum and maximum temperatures and wind speeds for each




 runoff event were  measured along with antecedent soil moisture levels for




 several runoff  events  in 1973.  These data are included in tabular form in




 this report.




      Further information on this study (along with the information contained




 herein) can be  found in the final report (159).  The data were taken




 directly from the  report and keypunched by the University of Florida.









 State and City  Code:  UT 01
                                     8-48

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-------
Table VIII-35
Soil Moisture Levels at the Beginning of Each
 Runoff Event - Layton Site
Date
1973
18 July
19 July
2 Sept.
8 Sept.
23 Sept.
18 Nov.
Table VIII-36
Date
1973
19 July
16 Aug .
31 Aug.
1-2 Sept.
23 Sept.
25 Sept.
8 Oct.
23-24 Oct.
Soil Moisture Content
0-152mm
4.89
16.93
9.39
16.94
10.97
14.78
Soil Moisture
Runoff Event
152-305mm
2.20
10.58
7.86
15.49
6.67
11.84
Levels at the
- Parleys Site
Soil Moisture Content
0-1 5 2mm
6.86
3.58
3.58
3.53
12.98
3.92
19.77
7.67
152-305mm
6.07
4.12
4.12
4.12
12.26
4.14
16.76
12.49
, %, at depth
305-610™
5.15
7.45
11.35
13.46
8.60
10.61
Beginning of Each
, %, at depth
305-610ran
9.62
2.17
2.17
2.17
14.05
1.50
14.07
10.39
                                    8-54

-------
Table VIII-37 Parameter Codes for Rain Gages—Salt Lake City
     Layton Site
      Gage No.

        LI
        L2
        L3
        L4
        L5
        L6
        L7
Parameter
  Code

 90040
 90039
 90038
 90037
 90036
 90035
 90034
Parleys Site
 Gage No.

   PI
   P2
   P3
   P4
   P5
   P6
   P7
Parameter
  Code

 90040
 90039
 90038
 90037
 90036
 90035
 90034
The locations of these gages are shown on Figures VHI-iS and VIII-19
                                8-55

-------
                ||2°00'00"
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                        1-21
                                         WASATCH
                                         BOUNTIFUL
                                         NATIONAL
                                         FOREST

                                             PARLEYS
                                            *r   SITE
                                            -215
Figure VIII-17.  Location map for the highway drainage monitoring sites in
the Salt Lake City area.
                             8-56

-------
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-------
                                 SECTION IX

                    MAINTENANCE, UPDATING AND DISSEMINATION

MAINTENANCE AND UPDATING

     As indicated in Section V, many data sources already extant may be
suitable  for inclusion in the data base.  In addition, approximately 150
EPA  Section 208 Areawide Waste Managment Studies have been conducted, a
few  of which collected storm event data of the type included in this
report.   As such sources are processed, periodic addenda to this report will
be issued.  These will consist primarily of documentation for new sources
of the nature of that found in Sections VII and VIII.  Simultaneously, the
data will be placed on the magnetic tape with the previous sources.  Updating
of the tape for previous sources will also include addition of new storm
events to those already included on the tape.  Any changes in the catchment
parameters  (e.g., imperviousness, population) will also be noted.


DISSEMINATION

     The format of the magnetic tape containing the data was  described  in
Section VI.   As discussed,  retrieval of the  data  can take the form of a
listing or various searches for desired parameters.   No special  software  is
required since the tape is  merely a substitute for  input from punched cards.
Copies of the tape will be  mailed by UF at  cost (anticipated  to  be about
$40)  to those who  request  it.   It is possible  that  the tape may  also be made
available through  the  National  Technical Information Service   (NTIS).

     The  data are presently (June 1979) being placed on the EPA STORET data
management system, facilitating access by a wide variety of users as well as
access to STORET software for purposes of analysis.  All data are being stored,
including rainfall and flow values that are not usually found with quality
data in STORET.  Station codes or identification numbers are those given
in this report, (e.g., CA0101 is Baker St., San Francisco), except for
stations  that already possess STORET station codes (e.g., Broward County).
Station descriptions incorporating these station numbers are presently in the
STORET system and may be retrieved in accordance with usual STORET procedures.

     While preparing the station descriptions, it was necessary to determine
the  latitude and longitude of each catchment sampling location,  which was
usually done using USGS quadrangle maps.  This information is given for
convenience in Table IX-1.
                                     9-1

-------
     In-house modeling data vary in quantity  from location to  location.   They
generally consist of maps,  photos,  drainage plans and  written  descriptions
of each location, but few sites have all such material.   Available  data will
be made available on a loan  basis  for short  time periods.   Future  refinements
may include placing maps, plans, etc.  on a microfiche  file
                                    9-2

-------
Table LX-1 Catchment Latitude, Longitude and U.S.G.S. Quadrangle Map  Informa-
tion.
Except as noted, all coordinates are accurate to within one  second  and
     are of the quantity/quality sampling location.
Map names are titles of U.S. Geological Survey Quadrangle maps that contain
     the catchments.

                                    N.Latitude-W.Longitude
City
Broward County, FL


San Francisco, CA






Racine, WI
Lincoln, NB


Windsor, ON
Lancaster, PA
Seattle, WA






Durham, NC
Baltimore, MD

Catchment
Residential
Commercial
Transportation
Baker St.
Mariposa St.
Brotherhood Way
Vicente St. N
Vicente St. S
Selby St.
Laguna St.
Site I
39 & Holdredge
63 & Holdredge
78 & A
Labadie Rd.
Stevens Ave.
View Ridge 1
View Ridge 2
South Seattle
South Center
Lake Hills
Highlands
Cent. Bus. Dist.
Third Fork
Gray Haven
Northwood
(deg-min-sec)
26-16-15
26-16-29
26-10-2
37-48-15
37-45-52
37-42-44
37-44-18
37-44-18
37-44-53
37-48-13
42-44-3
40-49-40
40-49-40
40-47-57
42-18-42
40-1-53
47-40-10
47-39-40
47-32-52
47-27-23
47-37-3
47-44-11
47-37-5
35-58-37.
39-16-19
39-22-9
80-5-59
80-7-24
80-7-1
122-26-43
122-23-12
122-28-10
122-30-19
122-30-19
122-23-32
122-25-49
87-47-1
96-39-51
96-38-13
96-36-51
82-59-0
76-17-21
122-17-4
122-17-1
122-19-40
122-15-0
122-6-35
122-22-12
122-20-31
5 78-54-33.3
76-29-15
76-35-16
Map Name
Boca Raton, FL
Boca Raton, FL
Pompano Beach, FL
San Fran. North,CA
San Fran. North, CA
San Fran. South, CA
San Fran. South, CA
San Fran. South,CA
San Fran. South, CA
San Fran. North,CA
Racine South, WI
Lincoln, NB
Lincoln, NB
Walton, NB
Belle Isle, MI
Lancaster , PA
Seattle North, WA
Seattle North, WA
Seattle South, WA
Des Moines,WA
Issaguah,WA
Seattle North, WA
Seattle South, WA
Durham South, NC
Middle River, MD
Baltimore East,MD
Chicago, IL

Champaign-
Urbana, IL
Oakdale

Boneyard Cr.
41-56-2.5  87-44-57

40-6-39    88-13-43
Chicago Loop,lL

Urbana,IL
Bucyrus, OH        Sewer Dist. 8    40-48-48   82-58-31    Bucyrus,OH

Falls Church, VA   Tripps Run       38-51-44   77-10-16    Annandale,VA
                                     9-3

-------
Table IX-1(continued)
 City
                   Catchment
 N. Latitude-W.Longitude
	(deg-min-sec)	Map  Name
 Winston-Salem,NC   Tar Branch

 Jackson, MS        Crane  Creek

 Wichita, KS        Dry Creek

 Westbury,  NY       Woodoak Dr.

 Philadelphia,  PA   Wingohocking
 Los  Angeles,  CA

 Portland,  OR

 Houston, TX
                   Echo Park

                   Eastmoreland

                   Hunting Bayou-
                     Cavalcade St,
                     Falls St.
                   Bering Ditch
                   Berry Creek

West Lafayette,IN  Ross-Ade

Greenfield,MA      Maple Brook

Northampton,MA     Market Street
                   Brook
                                    36-5-4

                                    32-21-2
            80-14-31

            90-9-50
                                    37-40-21   97-16-41

                                    40-45-30   73-36-43
                                    40-0-51
            75-5-49
 34-4-47   118-15-48
 45-30-3   122-40-a
                                     29-48-1
                                     29-40-28
                                     29-45-21
                                     29-40-59
            95-20-0
            95-19-51
            95-29-44
            95-15-11
                                    40-26-19   86-54-29

                                    42-35-30   72-36-0

                                    42-19-30   72-38-0
 Salt  Lake City,UT  Layton           41-4-34   111-58-11
                   Parleys  Canyon I 40-41-57  111-47-49
                   Parleys  Canyon 1140-41-57  111-47-49
Winston-Salem E,NC

Jackson,MS

Wichita East,KS

Hicksville,NY

Frankford,PA/NJ
Germantown,PA

Hollywood, CA

Lake Oswego,OR


Settegast,TX
Park Place,TX
Houston Heights,TX
Park Place,TX

Lafayette West,IN

Greenfield, MA

Mt. Holyoke,MA
Easthampton,MA

Kaysville, UT
Sugarhouse, UT
Sugarhouse, UT
a Accurate only to 10 minutes.
                                     9-4

-------
                                SECTION X

                  STATISTICAL ANALYSIS OF URBAN RUNOFF DATA
INTRODUCTION

     The thousands of data entries assembled as part of the urban rainfall-
runoff-quality data base represent a sample from the vast population of
such data.  As such, they may be used to obtain insight as to the statistical
character of urban runoff through generation of means, standard deviations,
ranges, loads, etc.  These parameters may be used in turn to develop causa-
tive relationships among water quality parameters and hydrologic and demo-
graphic factors (e.g., used in regression analyses).  This latter work will
be performed in the future  using the characterization results that follow.
These consist of the (flow-weighted) means, standard deviations (orvariances),
ranges,'loads and certain other parameters for each event, plus averaged val-
ues for each catchment.
METHODS

Nature of Data

     The statistical analysis of the data is complicated by several factors,
typical of most storm event data included in the data base.  From the
following list, some or all items may apply for a given event.

     1.  Quality samples may not be given for all quantity samples.

     2.  Quantity samples may not be given for all quality samples.

     3.  The time interval between samples may vary.

     4.  The quality sampling duration may cover only a small portion of
         the runoff duration.

     5.  The start or end of the quantity (or quality) sampling may occur
         before or after that of the quality (or quantity) sampling.

     6.  Only a very few samples (e.g., two or three) of certain parameters
         may be taken during a given event.

     7.  Base flow samples (from which background levels may be derived)may be
         unavailable.

     8.  Sampling intervals may be large (e.g., one hour) making it diffi-
         cult to determine variations.

                                   10-1

-------
The example data shown in Figure VI-2, page 6-13,for Seattle,illustrate prob-
lems 1 and 5 above, perhaps the most common of the list.  For example,
several gaps appear in the quality sampling,  and the runoff sampling begins
45 minutes prior to quality sampling.  However, if variations in concentra-
tions are gradual during the latter part of an event, as is usually the case,
additional sampling by the agency would have gained little additional infor-
mation. Procedures to overcome some of these limitations are given below.

     Storm "events" must be defined as well.   As a practical matter, the
events were separated, usually by different means, by the sampling agencies,
prior to receipt by UF.  For example, the USGS in Broward County (105) de-
fines an event as any precipitation which is greater than 0.01 in. (0.25 mm)
and which had 45 minutes of prior rain-free conditions.  None of their data
included in the data base have interevent times of less than 24 hours,
however.  Almost all other storm events in the data base are separated by at
least 12 hours of intervening dry weather (no precipitation).  (A minor
exception occurs in the Portland, Oregon data in which an interevent time of
six hours is used at one point.)

Statistical Parameters

     In the context of analysis of urban runoff quality data, there are at
least four methods by which the mean and variance may be obtained.  (The
variance is, of course, the square of the standard deviation.)  These methods
depend upon whether the data are flow and/or time weighted and are listed
below and given in Table X-l.

                        1.  Arithmetic (unweighted)

                        2.  Time weighted

                        3.  Flow weighted

                        4.  Time and flow weighted

Data from which the sample calculations were derived are given in Table X-2
and plotted in Figure X-l.

     Arithmetic computations are far and away the easiest and are
performed by library routines in the STORET system, for example.  But, if
samples are taken at varying time intervals, some values (i.e., those taken
at the short time intervals) will be unduly weighted with respect to others.
Thus, time weighting can be used to give a true average value for a parameter
plotted as a function of  time (see Figure X-l).

     Implications and meanings of the various methods may be studied using
Table X-l and Figure X-l.  In spite of the short time period under considera-
tion, the four methods yield quite different results for the particular storm
used as an example.   (The decreasing values reading down Table X-l are an
artifact of these data.)  Since the higher COD values tend to occur during
the first few minutes, their impact on the computed average is diminished
when weighted with the corresponding lower flows at that time as compared to


                                   10-2

-------
             Table X-l. Methods of Calculating Mean and Variance
Notation:

     C = Mean                         Q = Flow rate
     2
    S  = Variance                     t = Time interval

     N = Number of samples            i = Subscript denoting value at ith
                                          time interval or ith sample

                           Summations are i=l to N
 Shown for  comparison are  computations for the storm of 4/15/74 for
r esidential c atchment ,  Broward County.

                                             COD
 1.   Arithmetic (Unweighted)                 (mg/1)

         -    ECi
         C  = —                            150.9


         S2, .      =   — '±-  -  c"               82. 92
           biased      N

         S2  , .    , = -~ S2  .    ,            88. 02
           unbiased    N-l   biased

 2.   Time Weighted

         _     EC,-  At-
 3.   Flow Weighted

         -    ZCi Qi
                    At±
                                            14°'2
2 •  ^±  Ati  -   2                    2
         S   •          i  - c                 81.9
                                            117.4
                  o
          0    Z C,-   Q,-      _ ?                    ?
         S2  =     x  ^    - C2                75. 02
 4.   Time and Flow Weighted

             IC± Qi At±
        C "
                               _2               2
                               f ^            77 Q
                               C              7^'y
                                   10-3

-------
Table X-2.  Storm Event Data for 4/15/74 for Residential Catchment,
                Broward County
Sample
Number , i
1
2
3
4
5
6
7
8
9
Time of
Day
6:32
6:33
6:34
6:35
6:36
6:37
6:38
6:40
6:41
Elapsed
Time, t, min
0
1
2
3
4
5
6
8
9
At"
min
0.5
1.0
1.0
1.0
1.0
1.0
1.5
1.5
0.5
COD
mg/1
249
196
208
65
289
145
57
75
74
Q
cfs
0.36
0.53
0.71
0.88
1.26
1.65
2.03
2.80
2.92
o
 Time interval centered at time step i, At. = (t.  -  - t. 1)/2.
                                   10-4

-------
   400
   300.
X
Q
O
o
x
O

Q
2
o»
E

O
O
O
200.
   100
                                                               o

                                                                **
                                                               O
                  23456

                  ELAPSED TIME, t,  min
                                                  8
Figure X-l.  Concentration,  flow  and mass load (flow x
concentration) for event of  4/15/74 for residential
catchment, Broward County.
                               10-5

-------
an arithmetic average in which all values receive equal weight.  Time weight-
ing reduces the average for this example because the high first value applies
over only half a time interval and because the seventh and eighth COD values
(low in magnitude) receive a higher weighting because of the two minute in-
terval between them.  Time averaging is equivalent to integration (via the
trapezoidal rule) of the COD versus time curve and dividing by the event
duration (nine minutes for this example, although the quality measurements
covered only a fraction of the total storm) .

     However, the essence of the problem is the flow weighting, since almost
all useful loading parameters must be derived by considering the product of
concentrations and flows.  Again, the problem of unequal time intervals
associated with each data value leads to use  of the fourth method, time and
flow weighting, for all computations.  Average concentrations computed by this
method thus reflect within-storm variations in flow and sampling interval
and may be multiplied by total flow volume to compute total mass loads.

     This is made more clear by examining the computation given in Table X-l
for the mean value using time and flow weighting.

                             E C  Q  At
where
                               E Q± At±

                  C = mean concentration  of parameter,

                 C-£ = concentration of parameter at sample
                      number (time step) i,

                 Q^ = flow rate at .sample number (or time
                      step) i,  and

                At-£ = time interval at sample number
                      (or time step) i.

Summations are over i = 1 to number of samples (or time steps) N ,and the
time interval, At^, is computed as

                        Ati = (ti + l ~ ti
where
                   ^ = time at sample number (or time step) i.
For the first and last samples, At is computed as half the following or
preceding  interval, respectively.

     The numerator of equation X-l is the total mass load of the storm event,

                        M = £ C± Q± At±                         (X-3)

     where         M = total mass load (e.g., Ib or kg).

The denominator is the total runoff volume,
                                    10-6

-------
                        V =  E Oi At±                             (X-4)

     where         V = total  runoff volume (e.g., ft^ or m^) .

Of course, the runoff volume  can be converted to an equivalent depth over
the catchment by dividing by  the catchment area.

     Thus, the time and flow weighted average concentration is simply the
mass load divided by the runoff volume.  This is, of course, why it is
essential to have flow weighted means when it is desired to compute mass
emissions from catchments.
                    o
     The variance, S , (or square of the standard deviation, S) is calculated
for the time and flow weighting method by

                              E Ct2 Qi Ati
                        S  ' --       - -  - C                  (X~5>
and has the usual interpretation as the (weighted) average squared deviation
from the mean.

     Equations X-l through X-5 are used to compute means and standard devia-
tions for all data in the data base.  Also listed are ranges of quality para
meters, selected simply by a search of the data for a given storm.
Interpolation

     For the majority of the storm events found in the data base, there are
segments within the event for which quality data have been reported but no
flow value,or flow value but no quality data.  The latter situation is the
most frequent.  Since the computations for mean and variance require a pro-
duct of flow and concentration, either the missing parameter must be supplied
or else the given parameter cannot be used.  If the given parameter is not
used then some of the supplied data are wasted.  Furthermore, the computation
of the total load (and mean concentration) may have a significant error.
For instance, if a gap exists in the quality record over a time period when
the flow increases temporarily, this increase in mass load will be missed if
those data are not used.

     The above considerations  led  to an interpolation scheme to supply
"missing" values of either flow or quality parameters.  In the computation
scheme, it has been found most convenient to have a value for both at every
sample number.  Missing values are supplied simply by linear interpolation
within the flow or quality parameter time series.  Other ideas were also
considered.  For example, linear interpolation could be used along the mass
load time series, and the missing value computed by division of the inter-
polated mass load by the given value.  However, this tends to produce an
inverse relationship between flow and concentration which may not exist in
fact.  And the interpolation scheme used is quicker, saving computer time
during analysis of the many events.  Interpolation for missing values within


                                   10-7

-------
 each  individual time series has been used by Seattle Metro  (John Buffo,
 personal communication, 1978) for analysis of their data and will be docu-
 mented in a future report.

      In order to give an idea of the extent of interpolation necessary for
 analysis of each storm event, the number of measured and interpolated points
 are listed for each parameter.  In addition, the duration of quality sampling
 is listed for comparison with the total runoff duration.

      No data have been extrapolated beyond the end  (or prior to the beginning)
 of the sampling period.  Although reasonable extrapolations could be made in
 some  cases, this would require visual inspection of the data from every storm
 event, not possible for computer analysis of so many events and parameters.

      Since the quality sampling duration is often less than the runoff dura-
 tion, a reasonable estimate of the total mass load for the event can be made
 by taking the product of the computed average concentration and the total
 flow  volume.  This is often necessary in urban runoff studies to compute, say,
 total annual loads (e.g., 105).  Its accuracy increases as the ratio of quali-
 ty sampling duration to total runoff duration increases.


 Background Concentrations

      In combined sewers there is an existing dry-weather flow in the conduits
 at the beginning of a storm.  This is often the case in storm drains as well
 due to infiltration or unknown connections to the system.  Since wet-weather
 sampling measures the combination of existing dry-weather flow plus the storm
 runoff, it is desirable to subtract the background load from the total in
 order to isolate the contributions due to surface runoff and scour of deposi-
 ted material (in a combined sewer).  This can be done if initial conditions
 are known, e.g., the dry-weather flow rate and parameter concentrations just
 prior to the storm.

      Unfortunately, automatic samplers often do not "trigger" until the first
 pulse of the runoff has already arrived at the sampler location.  It is then
 necessary to make a subjective judgment as to background levels, usually
 by visual inspection of the data.  Again, this is not possible for the present
 analyses.  Alternatively, an arbitrary rule, such as using the first (or
 last) sample as the base flow value often fails in practice. , Still another
option would be to utilize infiltration-inflow studies performed under  other
programs (e.g.,  EPA "201" projects).   These studies provide information
on total dry-weather  flow in sewers,  but they are not readily available for
all sites.   Thus,  background loads have not been subtracted from the loads
computed herein.   In one instance,  Seattle,  suitable background values  have
been determined by Metro personnel;  they will be used in a future analysis.
Fortunately,  the background loads are usually small compared to the total
load computed.
                                    10-8

-------
PRESENTATION OF COMPUTATIONS

Description of Summary Tables

     For each catchment, three tables have been computed.  The first presents
quantity data for each storm event.  Listed parameters included the date and
time, precipitation and runoff durations and depths and preceding dry days, if
available.  This latter parameter is important in future analysis for causative
effects; unfortunately, it is currently available for only a few catchments.
This is because the assembled storm event data do not necessarily include all
storms that occured during the agency's sampling program.  In most cases,
weather records will need to be examined to determine antecedent conditions.

     The second table presents all the previously indicated calculations
(mean, standard deviation, range, etc.) for each quality parameter for each
event.  For catchments with several parameters and events, this table is quite
lengthy.  A few parameters are not amenable to load calculations, e.g., temp-
erature, color, conductivity, pH, etc.  Flow weighted means and variances are
still utilized, however.  Coliform loads are given as total count MPN or MF
(membrane filter), instead of pounds, and coliform concentrations are rounded
to three significant figures.  The total number of pages generated by these
tables is about 400.  Hence, they are not included in this report.  However,
they are available to interested parties for the cost of reproduction and
possibly through NTIS in the future.  Inquiries should be addressed to the
authors .

     The third table summarizes all the storm event quality statistics for
each catchment    A grand average concentration is computed as the ratio of
the total computed load to total runoff volume
                                 N
                                 E   M.
                         C  =  -£i - —                     (X-6)
                          c      N
                                 I   V
                                1=1

     where          C  = average concentration of the parameter,

                    M. = load for storm event i,

                    V. = runoff volume for storm event i, and

                     N = number of events.
The
2
flow weighted variance S
S2 =
c
is computed as
N
z c2 . v.
i i
N
E V.
                                              - C2            (X-7)
                                                 c
     where C. = average concentration for event i.

                                   10-9

-------
      The range of  the  parameters  and  number  of  events  are also  listed.   Fin-
 ally, an average loading  for  the  catchment is given  in units  of Ib/ac-in.
 This can be computed either by  dividing  the  sum of the loads  by the  catchment
.area and total inches  of  runoff or  simply by converting the mean concentration
 in mg/1 computed using equation X-6 to units of Ib/ac-in. by  multiplying by
 0.2265.

      Column headings for  each parameter  are  identical  to  headings  used  for
 STORET output.   The parameter code  (e.g., 310 = BOD5)  is  given  first, follow-
 ed by the abreviation  and  units used  by  STORET.   Codes for all  parameters
 are identified in  Table VI-3  of the first report.  Codes  can  be indicative
 of the laboratory  method  as well  as the  parameter itself.  For  example,
 total coliforms determined by the membrane filter technique could  be given
 code number 31501  (dependingon  whether immediate or  delayed and on the  type
 of media);  those determined as  MPN  could be  given code number 31505.

      For ease  of programming, no  attempt was made to round to three  signifi-
 cant figures for other than bacteria.  (Otherwise a  separate  format  would
 have been required for each parameter, leading  to time consuming complica-
 tions.)  Hence, calculated values should not be utilized  beyond three sig-
 nificant  figures.

      Blank spaces  under a  column  heading indicate the  parameter was  unavail-
 able or not measured.   This appears most often  under "preceding dry  days",
 which were usually not measured.

 Summary Tables

      The first and third  tables discussed above thus provide  the statistical
 results for 22 catchments with  quality data. They are presented for each
 catchment in the following pages, in  Tables  X-3 to X-43.   Two catchments,
 Vicente St. North and  South  in  San  Francisco, are analyzed for  only  one
 storm.  Since  a quality summary table is meaningless for this case,  the event
 analysis (the  second  table discussed  above)  is  given for these  catchments
 and may be seen as an  example of  such tables.

      As a brief comparison of results, average  concentrations of BOD,,  and
 suspended solids (SS)  for the 22  catchments  are given  in Table  X-3.   These
 are the only parameters sampled for all  catchments.  A few generalizations
 may be made.  Combined sewers consistently  have higher BOD values than do
 storm sewers ( as is  expected).  SS values may  not be  so differentiated
 from these catchments, however.  Too  few catchments  are analyzed to  distin-
 guish trends among land uses.  The high  BOD  and SS values for Durham appar-
 ently result  from the nature of  the drainage  channel  which is  an open channel
 filled with considerable refuse.

      It is clear from examination of  Table  X-3  and  the quality  summary tables
 that there is a high variability  among data from the same catchments.   The
 coefficient of variation  (standard deviation/mean)  is  often greater  than
 1.0, indicating a skewed distribution for most  parameters.  That is, high
 outliers are expected among  the data.  For  this reason, the range listed for
                                     10-10

-------

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 each parameter  in the  summary  tables may  be misleading  in that  the maxima.
 value is  usually  several  standard  deviations  away  from  the mean and is
 therefore of  a  very  rare  magnitude.

      The  nature of the rainfall-runoff data analyzed for  the event  summaries
 makes it  difficult to get a clear  perspective of runoff coefficients for  sev-
 eral catchments.  When the ratio of runoff volume  to rainfall volume is com-
 puted for each  storm, several  catchments  exhibit a wide variation,  and a  few
 values greater  than  1.0 may be found.  In the latter case, a remark is
 usually made  in the  table caption and a reason given, if known .  The main prob-
 lem   appears  to be the duration of rainfall and runoff sampling.   In some
 cases one or  the  other was not sampled long enough to obtain the total volume.
 Since it  has  only been possible to analyze the data presented in the source
 material,  there is no way to rectify this situation, especially if  flow data
 are  missing,  although it may be possible  to supplement rainfall data with the
 nearest National  Weather  Service or airport station records. (This  was done
 in some instances in San Francisco, according to references 34 and  35.)
 Hence, if the total  rainfall duration was not sampled, abnormally high runoff
 coefficients  can  result.

     High runoff coefficients can also be caused by too  small a  catchment area,
unknown diversions into the catchment during storm events and by the presence
of dry-weather flow or base flow.   (The latter has not been subtracted during
runoff computations.)  In several cases,  runoff coefficients greater than 1.0
are also computed in documentation accompanying the hydrologic  data, with
little or no explanation given.
                                    10-13

-------
Table X-4.  Event Summary, Broward  County, FL, Residential  Catchment  (FL0101).
                             BROMARD COUNTY.FLOP IDA. FLO! 01
                                  SUMWARY OF EVENTS
                        RAINFALL
                                                                FLOW
IT •
1
2
3
4
9
6
7
a
*
10
li
12
13
I*
IS
16
17
ia
19
.20
21
22
23
24
25
26
27
28
29
30
31
32
DATE (START-END!

T4/ 4/15 6:30
74/ 4/1S 1 0:35
74/ S/ 7 20:33
74/ S/ 7 23: 18
74/ 5/28 19:45
74/ 5/28 20:30
74/ 6/ 3 21: 3
74/ 6/ 3 22: 3
74/ 6/1S 15:40
74/ 6/15 18: S
74/ 6/16 10: 2
74/ 6/16 12:37
74/ 7/ 1 18:S3
74/ 7/ 1 22:43
74/ 7/ 2 1 i: 13
74/ 7/ 2 12:23
74/ 7/15 22:48
74/ 7/16 1:13
74/ 7/18 2:35
74/ 7/ie e: is
74/ 7/-21 17:22
74/ 7/21 19:32
74/ 7/31 14:35
74/ 7/31 16: 30
74/ B/17 19:24
74/ 8/17 21 M9
74/ 8/23 5:32
74/ 8/23 8:52
74 / 9/ 5 18155
74/ •}/ 5 21: 5
74/ •)/ 6 10:43
74/ 9/ 6 13: 13
74/ 9/30 14:35
74/ 9/30 18:45
74/12/26 21: 16
74/12/26 23:26
75/ 2/ 5 13:49
75/ 2/ 5 15:19
75/ 2/10 13:36
7S/ 2/10 15:41
75/ 2/24 2i:22
75/ 2/2S i: 7
7S/ 4/12 li:0
7S/ 4/12 14:30
75/ S/ S 19:41
7S/ S/ S 21: 46
75 / S/ 9 17233
75/ S/ 9 19:58
75/ 6/17 1 i: 17
7S/ 6/17 13:42
7S/ 6/19 7:48
7S/ 6/19 8:38
75/ 6/24 15:48
7S/ 6/24 22X48
7S/ 7/14 22:28
79/ 7/14 23:23
75/ 7/17 7:22
79 / 7/17 8:42
75 / 8/23 15147
7S/ 8/23 17:52
75 / 9/17 14: 10
75 / 9/17 15:55
7S/ 9/26 21:42
75/ 9/Z6 23: 7
DURATION
(MRS)
4.08
2.75
0.75
1.00
2.42
2.58
3.83
1.17
2.42
3.67
2.17
1.92
1.92
3.33
2.17
2. SO
4.17
2.17
l.SO
2.08
3.75
3. SO
2.08
2.42
2.42
0.83
7.00
0.92
1.33
2.08
1.73
1.42
VOLUME
( INCH)
0.0471
O.0163
0.0013
O.OO25
0.0264
O.14S3
0.1941
0.0224
0.0207
0.0828
0.0100
0.0073
0.04S6
0.0265
O.OO70
0.0183
0.1128
0.0080
O.0096
o.oiai
O.O338
0.0188
0.028S
0.0133
0. 0894
0.0025
0.0472
O.OO84
0.0200
O.0568
0.0159
0.0606
                                      10-14

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-------
Table X-25. Event  Summary,  Seattle, WA,  Viewridge  1 Catchment (WA0101)
                            SEATTLE."ASMlNGTON.VieU RIO6E I.
                            SUMMARY Of CVCNTS
     10
     11
     iz
     u
     14
     15
     !•
     IT
     II
     IV
     20
     II
     22
     21
     24


     23
     2*
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     2«
     29
     30
OATE(SI ART-END}
(YK. MOM. D.W. MINI
73/ 2/14
7J/ 2/14
73/ 3/16
T3/ 3/16
73/ 6/ 6
73/ 6/ «
73/ 8/16
7J/ a/ 16
73/ 9/19
7J/ 9/19
74/10/20
74/10/20
74/11/17
74/11/18
75/ Z/12
7b/ 2/12
75/ 2/13
75/ 2/13
73/ 2/13
75/ 2/13
75/ 2/15
75/ 2/15
75/ 8/22
75X B/23
73/ B/27
73/ 8/27
7S/ 9/16
75/ 9/16
73/IO/ 2
75/IO/ 3
73/IO/ 5
75/IO/ 5
75/10, 9
75/IO/ 9
73/10/14
75/IO/t»
75/10/20
73/IO/?l
75/10/21
75/10/21
75/IO/22
75/ tO/Z2
75/10/22
73/10/22
75/10/24
7S/ 10/2*
7S/IO'26
75/10/26
75/1 0/27
73/10/27
75/11 /13
75/11 /I5
75/11/15
75/11 /!«
75/11/16
TS/ 11/22
75/ 1 1 /22
TS/12/ T
75/12/ •
l«: 5
ia:3S
9: 5
10: is
12:30
15:50
12:30
11:40
10: s
19:15
2: 0
7: o
2:15
4 :jo
o: o
is: o
2: o
12: o
ic: o
23: 0
12: o
23: o
13:30
12:15
13: o
21: o
is: o
23: e
21 : o
7:15
6:45
20: o
o: o
23: o
14: o
21: o
21 : o
10: o
M: 0
23: 0
7: o
9: 0
19: o
22: a
ia: o
,'j: o
7: 0
23: 0
2: o
19: o
12: 0
16: o
20! 0
6: a
16: o
r: o
202 0
21 0
01 0
DURATION VOLUME
IHRSl (INCH)
4.30
1.17
3.33
3.17
9.17
3.00
26.29
IS. 00
10.00
7.00
11.00
22. 7S
a. oo
a. oo
10.25
13.21
23.00
7.00
13.00
».oo
2.00
3.00
5.00
16.00
17. OO
S2.00
IO.OO

13.00
22.0*
0.07
0.04
0.13
0.09
0.28
0.41
1.70
0.3*
0.03
0.18
0.16
1.04
0.14
0.10
0.33
0.08
0.63
0.12
0.34
0.39
0.13
O.Z4
0.03
0.34
0.36
I.JO
0.7)

0.32
0.4*
PHECCOINC
OAT OATS




40.00
5.00
0.10
0.30
0.30
1.30
4.00
13.00
16.00
1.20
3.50
4.00
1 .80
0.20
0.40
0.30
1.90
0.60
0.10
0.40
0.20
0.30
s.ao
I. TO
DATE ( STAR f-ENO>
(YB.MUM,0.hH.«IH)
73/ 2/14
73/ 2/14
73/ 3/16
73/ 3/16
73/ 6/ 6
73/ 6/ 6
73/ a/ 16
73/ 9/19
7J/ 9/19
74/10/70
74/1 0/20
74/1 t/ 17
74/1 I/I /
75/ 2/12
75/ 2/12
75/ 2/13
75/ Z/13
75/ 2/13
75/ 2/14
75/ Z/15
75/ 2/15
T'j/ B/JJ
75/ 8/27
75/ 
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10-38

-------
Table X-29. Event Summary,  Seattle,  WA, South Seattle Catchment  (WA0103).
Runoff greater than rainfall  for some events is unexplained.  Large  differ-
ence for event 5 is consistent  with  documentation  (33).
                            SEATTLE.WASHINGTON.SOUTH SEATTLE. WA 0103

                            SUMMAHY C1F EVENTS
                       RAINFALL
NT •
1
2
3
4
5
6
7
a
9
10
1 1
12
13
1*
15
16
17
la
19
20
21
22
23
24
25
26
27
28
29
OATE/ 2/ 15
75/ 2/23
75/ 2/23
75/ J/ O
7S/ 3/ 8
7S/ 4/14
7t,/ 4/ 14
75/ 6/17
75/ 6/17
75/ 6/24
7S/ 6/24
75/ 8/27
7S/ 8/27
75/10/ 3
75/10/ 3
7S/10/ 3
75/1 O/ 3
7S/10/ 5
7S/10/ 5
75/10/14
75/10/14
7b/IO/24
75/10/25
75/10/26
70/10/27
75/10/27
75/10/27
75/11/13
75/ 11/14
75/ 11/14
75/11/15
75/11/22
75/ 11/22
75/12/ 7
75/12/ 7
75/12/ 7
7S/12/ 8
o:
4:
5
5
a: 5
12:15
12:
16:
11 :
is:
9:
to:
2:
a:
6:
4:
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2:
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11 :
23:
13:
22:
15:
20:
la:
23:
la:
22:
I :
11 :
7:
13:
13:
21 :
i :
3:
15:
20:
s:
16:
14:
22:
la:
4 :
I :
12:
15:
19;
13:
11:
is:
7:
s:
22:
4:
13:
is:
6:
15
10
0
30
IS
30
0
0
IS
IS
0
0
0
0
0
0
0
0
30
30
0
0
0
0
0
0
0
0
0
0
0
30
45
0
0
15
0
0
0
0
0
c
0
0
0
0
0
0
0
0
0
0
0
0
DURATION VOLUME
(HRSJ 
4.00
4.17
3.92
4.50
9.25
6.00
22.00
22.00
9.00
12.00
9.00
5.OO
S.OO
4.00
10.00
6.OO
8.00
2.50
4.2S
1 1.25
8.00
10.00
35.00
4.00
22.0O
16. OO
1 7.0O
9.00
15.00
0.41
0.09
0.16
0.06
0.28
0.57
1.25
0.48
0.31
0.18
0.30
0.42
0.23
0. 08
0.16
0.20
0.15
0.21
0.20
o.sa
0.14
0. 11
0.61
0.12
1.05
0.51
0.44
0.37
0.09
PRECEDING
DRY DAYS





40.90
S.OO
0.20
0.60
0.30
1.30
J.*0
«.oo
2.40
13.00
1.10
4.20
36.00
O.A9
1.90
4.»O
l.9»
0.30
0.10
5.10
0.20
5.50
2. 70
0.10
DATE (START-END)
( YH.KCN.U .HH. N| N)
73/ 3/10
73/ 3/10
73/ 3/16
73/ 3/16
73/ 6/ 6
73/ 6/ 6
73/ 8/16
73/ 8/16
73X 9/19
73/ 9/19
74/10/20
74/1 0/20
74/1 1/17
74/11/17
75/ 2/12
75/ 2/12
75/ 2/13
75/ 2/12
75/ 2/13
75/ 2/14
7S/ 2/15
7S/ 2/15
7S/ 2/23
75/ 2/J3
75/ 3/ 8
75/ 3/ 9
75/ 4/14
75/ 4/15
75/ 6/17
75/ 6/17
75/ 6/24
75/ 6/24
75/ 8/27
75/ 8/27
7S/10/ 3
75/10/ 3
75/10/ 3
75/10/ 3
75/10/ 5
75/10/ 5
75/10/14
75/10/14
75/10/24
7S/lO/?5
7S/1 0/26
75/1 0/27
75/10/27
75/10/28
75/1 1/13
75/1 1/14
75/1 1/14
75/1 1/15
75/1 1/22
75/1 1/23
75/12/ 7
75/12/ 7
75/I2/ 7
7S/12/ a
o: 5
7:40
7:49
12:44
11:10
18:30
11: o
17:55
9:15
19: o
3:30
8:30
7:15
is: o
1 i: is
18:30
3:15
7:30
12:15
2:45
13:15
21:0
16:15
22:30
19: is
2:30
19:45
o: o
2:45
13:30
a: o
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16: o
23:is
o: 15
7: is
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23: 0
7:15
20:45
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23:30
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14:45
11:0
2:0
is: o
0:45
12:30
12:30
16: o
a: o
6:45
6: is
s:is
14:45
16:45
3: o
DURATION
CHR5)
7.58
4.92
7.33
6.92
S.7S
S.OO
7.75
7.25
4.25
14. SO
7.75
6.25
7.25
4.25
10.75
6.0O
7.25
7.0O
a.oo
13. SO
a.oo
18.75
15.00
9.75
24.00
16.00
23.50
9. SO
10.25
VOLUME
(INCH)
0.2565
0.0181
0.0399
O.004S
0.4974
0.2296
0.2840
0.0177
0.0094
0.0727
0.0452
O. 1161
0.0670
0.0244
0.191J
0.1779
0. 1401
0.1835
0.2305
0.4770
0.109S
0.2401
0.3038
0.1215
0.9212
0.4256
0.4632
0.3671
0.1151
                                     10-39

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-------
Table X-31. Event  Summary,  Seattle, WA, Southcenter  Catchment (WA0104).  Run-
            off greater  than rainfall for some events  is  possibly due  to
            shorter duration of runoff measurements, contribution of base
            flow or ambiguous catchment area definition.
                                SEATTLEikASHlNCTON.SOUTH CENTER. »* 010*

                                SUMMARY OF CVENTS
NT «
1
I
3
6
B
•
T
•
9
10
II
II
13
14
IS
16
17
ia
i*
to
ti
XI
XI
X4
It
26
tr
ca
<*
DATEMTART-tHO
(VP.tUN.D.W.M
T3/ 2/14 14:
73' 3' t
73/ 3/10
T3/ 6/ 6
T3/ 6/ 6
73/ 8/ 16
73' »' 16
T3/ 1/19
73' 9/19
74/10/20
74/10/20
74/11/17
74/11/18
7S/ 2/13
7S/ 2/ 14
7S/ 2/15
75/ 2/IS
7S/ 2/23
7S/ 2/23
75/ 2/28
75/ 2/20
75/ 3/ 1
75/ 3/ 2
75/ 4/ 2
TS/ 4/ 2
7S/ 4/14
75/ 4/14
75/ S/ 3
75/ S/ 3
75/ 5/10
75/ 5/10
75/ «/2J
75/ 6/23
75 / B/ 8
7S/ a/ a
75 / 0/22
TS/ 8/22
75 / 0/22
75/ 8/22
7S/ 8/26
TS/ 8/27
7S/ 8/29
TS/ 8/2V
75/1 O/ 3
75/1 O/ 3
TS/IO/ 5
75/1 O/ 5
TS/IO/Z4
T5/10/2S
75/10/27
75/10/28
75/10/28
75/10/28
75/11/13
75/11/14
75/11/14
75/11/16
23:
4:3
12:
16:2
13:
15:3
9:1
17:3
1 DURATION VOLUME
IN) IHRSI IINCHI
9 4. 58 0.12
0
5 5.42 0.41
0
B 4*42 0.26
I
0 2. S« 0. 06
S
5 8.33 0.32
I
3: 0 6.00
9: o
s:4
1 :
2 :
2:
12:
23 :
16:
22 :
t :4
8 :
s:
7!
o:
17:
17:
22:
01
18:
15:
23:
o:
s:
9:
20:
12:
16:
21 :
23:
12:4
23:
o:
10:
19.25
14.00
11.00
6.00
6.29
26.00
17.00
9. 00
IB. 00
8. 00
S. 00
11.00
4.00
2.00
34.25
34.00
o: o 6.25
6:15
6:49 15.50
22:iS
IB: o 9.00
3: o
o: o 26.00
2: o
3: P XO.oo
23! •
12: 0 16.00
u: o
14: o >o.oo
6: «
0.33
0.54
0.20
0.25
0.3*
0.34
0.93
0.36
0.07
0.20
0.23
O.B4
o.oa
0.09
0.02
1.26
0. 90
O.Z2
O.V7
0.10
0.45
0.96
1.3*
0.99
PRECEDING
DOT DATS
40.00
5.00
0.30
1.50
3.50
0.30
0.50
1.50
6.00
0.50
6.20
S.70
11.50
4.00
0.30
4.00
0.40

1.40
1.90
0.20
0.20
9.10
0.40
OATEI5TART-ENOI
KTH.MON.n-MR.NIN)
73/ 2/14 14: 5
73/ 2/l» 22: 0
73/ 3/ * SJ: 5
73/ 3/10 6:30
73/ 6/ 6 1 i:«S
73/ 6/ 6 18:45
73/ 8/16 12:15
73/ 8/16 19:55
73/ 9/19 8:30
73/ 9/19 I9:3O
74/10/20
74/1 0/20
7«/ll/17
7«/ll/IT
7S/ J/13
75/ 2/14
75/ 2/16
75/ 2/15
75/ 2/23
75/ 2/24
75/ 2/2B
75/ 3/ 1
75/ 3/ 2
7S/ 4/ 2
75/ 4/ 2
75/ 4/14
75/ «/!5
75/ 5/ 3
75/ S/ 3
7S/ 5/10
75/ 5/10
75/ 6/23
75/ 6/23
75/ 8/?2
75/ 8/22
7S/ 8/22
75/ 8/ZJ
75/ 8/27
75/ 8/27
75/ 8/28
75/ 8/28
75/IO/ 3
7S/1O/ 3
76/IO/ 5
75/1 O/ 5
75/10/24
75/10/25
7S/10/27
75/10/28
75/10/28
75/10/28
75/11/13
75/11/14
TS/ 11/14
75/11/15
3:45
«:10
7: 15
17: 15
n:«5
6:15
12:15
21:15
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3:15
it: 15
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15:30
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0:45
6:1*
9145
20145
20: o
21:15
15:30
2: o
2: o
12:30
13:45
is: o
ts:i5
10:49
OUDATION
inasl
7.92
7.42
7.00
7.6T
11.00
4.TS
10.00
IB. SO
0.00
10. T9

32.29
7.TS
5.TS
10.00
4.28
6.0*
S.2S
4.00
2.90
T.TS
S.TS
5.90
12.00
25. 25
IO--V
10.50
25.25
19.90
VOLUME
CINCH)
0.0202
0.295T
0.179*
0.0920
0.2274
0.0587
0.2*4*
0.1055
*. I64T
0.2529
0.3039
O.B830
0.1341
0.0739
0.0584
0.0443
0.0390
0.0214
0.029*
0.0114
0.2455
0.0509
0.1406
O.5426
O.S402
O.IBSS
0. I2BS
1.1607
0.5506
                                      10-41

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                                 SECTION XI

                                  REFERENCES
 1.  Brandstetter, A.  "Assessment of Mathematical Models for Storm and
     Combined Sewer Management," EPA Report EPA-600/2-76-175a, August 1976.

 2.  Huber, W.C.  "Modeling for Storm Water Strategies," APWA Reporter, Vol.
     42, No. 5, pp. 10-14, May 1975.

 3.  U.S. National Weather Service, Substation Observations. Observers Hand-
     book, No. 2, 1970, rev. 1972.

 4.  World Meteorological Organization. Guide to Hydrometeorological Practices,
     2nd ed., WMO No. 168, Tech. Paper 82, Geneva, 1970.t

 5.  Linsley, R.K., Kohler, M.A. and Paulhus, J.L.H.  Hydrology for Engineers,
     Second Edition, McGraw-Hill, 1975.

 6.  Eagleson, P.S. and Shack, W.J.  "Some Criteria for the Measurement of
     Rainfall and Runoff," Water Resources Research, Vol. 2, No. 3., pp.427-
     436, 1966.

 7.  Hydrologic Engineering Center, Corps of Engineers. "Storage, Treatment,
     Overflow and Runoff Model, STORM," Users Manual, Generalized Computer
     Program 723-58-L7520, Davis, California, July 1976.

 8.  Smith, G.F.  "Adaptation of the EPA Storm Water Management Model for Use
     in Preliminary Planning for Control of Urban Storm Runoff,"  M.E.
     Thesis, Dept. of Environmental Engineering Sciences, University of
     Florida, Gainesville, 1975.

 9.  National Weather Service.  Local Climatological Data plus supplements,
     U.S. Dept. of Commerce.  Published monthly for each state with addi-
     tional data available from National Climatic Center, Asheville, North
     Carolina.

10.  Eagleson, P.S.  "Optimum Density of Rainfall Networks," Water Resources
     Research, Vol. 3, No. 4., pp. 1021-1033, 1967.

11.  Rodriguez-Iturbe, I. and Mejia, J.M.  "The Design of Rainfall Networks in
     Time and Space," Water Resource Research, Vol. 10, No.  4, pp. 713-728,
     August 1974.


                                     11-1

-------
12.  Rodriguez-Iturbe,  I.  and Mejia,  J.M.   "On the Transformation of Point
     Rainfall to Areal  Rainfall," Water Resources Research,  Vol.  10, No.  4,
     pp.  729-736, August 1974.

13.  U.S.  Geological Survey,  "Recommended Methods for Water-Data Acquisi-
     tion," Preliminary Report of the Federal Interagency Work Group on
     Designation of Standards for Water Data Acquisition, 1972.

14.  Buchanan, T.J. and Somers, W.P,  "Stage measurement at gaging stations,"
     USGS Techniques of Water-Resources Inv., Book 3,  Chap.  A7, 1968.

15.  Buchanan, T.J. and Somers, W.P,  "Discharge measurements at gaging sta-
     tions," USGS Techniques of Water-Resources Inv.,  Book 3, Chap.  A8,
     1969.

16.  Kilpatrick, F.A, "Use of flumes  in measuring discharge at gaging sta-
     tions," USGS Surface-Water Techniques, Book 1, Chap. 16, 1965.

17.  Carter, R.W. and Davidian, J, "Discharge ratings  at gaging stations,"
     USGS Surface-Water Techniques, Book 1, Chap. 12,  1965.

18.  Gray, D.M., ed.  Handbook on the Principles of Hydrology, Water Informa-
     tion Center, 1973.

19.  Chow, V.T.  Open-Channel Hydraulics,  McGraw-Hill, 1959.

20.  Knapp, J.W., Schaake, J.C. and Viessman, W. Jr.  "Measuring Rainfall and
     Runoff at Storm-Water Inlets," J. Hyd. Div., Proc. ASCE, Vol. 89, No.
     HY5, pp. 99-115, September 1963.

21.  Wenzel, H.G. Jr.  "A Critical Review of Methods of Measuring Discharge
     Within a Sewer Pipe," ASCE Urban Water Resources  Research Program,
     Tech. Memo. No. 4, NTIS-PB 182 789, September 1968.

22.  Shelley, P.E. and Kirkpatrick, G.A.  "Sewer Flow Measurement—A State
     of the Art Assessment," EPA Report EPA-600/2-75-027, NTIS-PB 250 371,
     November 1975.

23.  Wullschleger, R.E., Zanoni, A.E. and Hansen, C.A.  "Methodology for the
     Study of Urban Storm Generated Pollution and Control," EPA Report
     EPA-600/2-76-145,  August 1976.

24.  Parshall, R.L.  "The Improved Venturi Flume,"  Transactions ASCE,
     Vol. 89, pp. 841-851, 1926.

25.  Diskin, M.H.  "Temporary Flow Measurements in Sewers and Drains," J.
     Hyd. Div., Proc. ASCE, Vol. 89, No. HY4, pp. 141-159, July 1963.

26.  Smoot, G.G., Davidian, J. and Billings, R.H.  "Urban Storm Rainfall-
     Runoff-Quality Instrumentation," IASH Publ. No. 112, p. 44, 1974.
                                    11-2

-------
27.  Shelley, P.E. and Kirkpatrick, G.A.  "Assessment of Automatic Sewer
     Flow Samplers--1975," EPA Report EPA-600/2-75-065, NTIS-PB 250 987,
     December 1975.

28.  Shelley, P.E.  "Design and Testing of a Prototype Automatic Sewer
     Sampling System," EPA Report EPA-600/2-76-006, NTIS-PB 252 613,
     March 1976.

29.  American Public Health Assn., American Public Works Assn., Water
     Pollution Control Federation.  Standard Methods for the Examination
     of Water and Wastewater, 14th Edition, American Public Health Assn.,
     Washington, D.C., 1975.

30.  Environmental Protection Agency.  "Water Quality Control Information
     System (STORET) Handbook," Washington,D.C., 1965 with updates.

31.  Lager, J.A. and Smith, W.G.  "Urban Stormwater Management and Tech-
     nology:  An Assessment," EPA Report EPA-670/2-74-040, NTIS-PB 240 687,
     December 1974.

32.  Milwaukee, City of, Department of Public Works Milwaukee.  "Detention
     Tank for Combined Sewer Overflow—Milwaukee, Wisconsin, Demonstration
     Project."  EPA Report EPA-600/2-75-071, NTIS-PB 250 427, December 1975.

33.  Municipality of Metropolitan Seattle (METRO) and River Basin Coordinat-
     ing Committee.  "Environmental Management for tfie Metropolitan Area,
     Part II Urban Drainage, Appendix C Storm Water Monitoring Program,"
     Seattle, October 1974.

34.  Engineering-Science, Inc.  "Characterization and Treatment of Combined
     Sewer Overflows," Final Report to City and County of San Francisco,
     EPA Report EPA-670/2-75-054,  NTIS-PB 241 299,  April 1975.

35.  Engineering-Science, Inc.  "Dissolved Air Flotation, Appendix A, Phase
     1—Pre-Construction Studies on Quality and Quantity Relationships of
     Combined Sewage Flows and Receiving Water Studies at Outer Marina
     Beach," City and County of San Francisco report for EPA, July 1971.

36.  Tucker, L.S.  "Northwood Gaging Installation,  Baltimore—Instrumentation
     and Data," ASCE Urban Water Resources Research Program, Tech. Memo. No.
     1 , NTIS-PB 182 786, August 1968.

37.  Tucker, L.S.  "Oakdale Gaging Installation, Chicago—Instrumentation
     and Data," ASCE Urban Water Resources Research Program, Tech. Memo No.
     2, NTIS-PB 182 787, August 1968.

38.  Tucker, L.S.  "Raingage Networks in the Largest Cities," ASCE Urban
     Water Resources Research Program, Tech. Memo No. 9, NTIS-PB 184 704,
     March 1969.
                                   11-3

-------
39.  Tucker, L.S.   "Non-Metropolitan Dense Raingage Networks," ASCE Urban
     Water Resources Research Program, Tech.  Memo No. 11, NTIS-PB 191 709,
     January 1970.

40.  Tucker, L.S.   "Availability of Rainfall-Runoff Data for Sewered Catch-
     ments," ASCE Urban Water Resources Research Program, Tech. Memo No.
     8, NTIS-PB 184 703, March 1969.

41.  Tucker, L.S.   "Sewered Drainage Catchments in Major Cities," ASCE Urban
     Water Resources Research Program, Tech.  Memo No. 10, NTIS-PB 184 705,
     March 1969.

42.  Tucker, L.S.   "Availability of Rainfall-Runoff Data for Partly Sewered
     Urban Drainage Catchments," ASCE Urban Water Resources Research Program,
     Tech. Memo No. 13, NTIS-PB-191 755, March 1970.

43.  Roesner, L.A., Nichandros, H.M., Shubinski, R.P., Feldman, A.D., Abbot,
     J.W. and Friedland, A.O.  "A Model for Evaluating Runoff-Quality in
     Metropolitan Master Planning," ASCE Urban Water Resources Research Pro-
     gram, Tech. Memo No. 23, NTIS-PB 234 312, April 1974.

44.  McPherson, M.B. and Mangan, G.F. Jr. "ASCE Urban Water Resources Research
     Program," J.  Hyd. Div. Proc. ASCE, Vol 101, No. HY7, pp.847-355, July 1975.

45.  McPherson, M.B.  "Urban Hydrological Modeling and Catchment Research
     in the U.S.A.,"  ASCE Urban Water Resources Research Program, Tech.
     Memo No. IHP-1, NTIS-PB 260 685, November 1975.

46   Aitken, A.P.   "Urban Hydrological Modeling and Catchment Research in
     Australia," ASCE Urban Water Resources Research Program, Tech. Memo No.
     IHP-2, NTIS-PB 260 686 ,  May 1976.

47.  Marsalek, J.    "Urban Hydrological Modeling and Catchment Research in
     Canada," ASCE Urban Water Resources Research Program, Tech, Memo No.
     IHP-3, NTIS-PB 262 068, June 1976.

48.  Lowing, M.J.   "Urban Hydrological Modeling and Catchment Research in
     the United Kingdom," ASCE Urban Water Resources Research Program,
     Tech. Memo No. IHP-4, NTIS-PB 262 069, July 1976.

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 53.   Water Resources Scientific  Information Center.  "Catalog  of USGS Publi-
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 54.   U.S. Geological Survey.  "WATSTORE Users  Guide," Water Resources
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 55.   Edwards, M.D.  "Status of the National Water Data Exchange (NAWDEX)—
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 56.   Anderson, D.R.  "Water Quality Models for Urban and  Suburban Areas,"
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 57.   Heaney, J.P., Huber, W.C.,  Medina, M.A.,  Nix, S.J.,  Murphy, M.P. and
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 58.   Burford, J.B. and Clark, J.M.  "Hydrologic Data for  Experimental Agri-
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 59.   NOAA, Environmental  Data Service, "Users Guide  to ENDEX/OASIS, Environ-
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65.   Holbrook,  R.F.,  Perez, A.I.,  Turner,  E.G.  and Miller,  H.I.   "Stormwater
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     Ontario, K1A OH3, 1976.

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87.  Wanielista, M.P.  "Nonpoint Source Effects," Florida Technological
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 90.   Turner, R.R.,  Harriss,  R.C.,  Burton,  T.M.  and Laws,  E.A.   "The Effect of
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103.  Huber, W.C., Heaney, J.P., Medina, M.A., Peltz, W.A., Sheikh, H. and
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115.  Miller, C.R.  and Viessman,  W.  Jr.   "Runoff Volumes from Small Urban
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128.  Chow, V.T., and Yen, B.C.   "Urban Stormwater Runoff—Determination
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      NTIS-PB 242 544, May 1975.

142.  Crawford, N.H.  "Studies on the Application of Digital Simulation to
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148.  Massing,  H.   "Urban Hydrology Studies and Mathematical Modeling in the
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154.  Cordery, I.  "Quality Characteristics of Urban Storm Water in  Sydney,
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      sion,  Federal Bldg., 300 E. 8th St., Austin,  Texas  78701,  1965.
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165.  Ranzau, C.E. Jr.   "Hydrologic Data for Urban Studies in the Houston,
      Texas Metropolitan Area, 1974," Open File Report,  U.S.  Geological Sur-
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      Texas  78701, June 1976.

166.  Johnson, S.L. and Sayre, D.M.  "Effects of Urbanization on Floods in  the
      Houston, Texas, Metropolitan Area," Water-Resources Investigations 3-73,
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      8th St., Austin,  Texas  78701, April 1973.

167.  Espey, W.H. Jr. and Winslow, D.E.   "Urban Flood Frequency Characteris-
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      ruary 1974.

168.  Brater, E.F. and  Sherrill,  J.D.  "Rainfall-Runoff  Relations on Urban  and
      Rural Areas," EPA Report EPA-670/2-75-046, NTIS-PB 224  420, May 1975.

169.  Everhart, R.C.   "New Town Planned Around Environmental  Aspects,"  Civil
      Engineering, Vol. 43, No. 9, pp. 69-73, September  1973.

170.  Watt, T.R., Skrentner, R.G. and Davanzo, A.C.  "Sewerage System Monitor-
      ing and Remote Control," EPA Report EPA-670/2-75-020, NTIS-PB  242 107,
      May 1975.

171.  Tracor, Inc.  "Statistical Analysis of Hydrograph  Characteristics for
      Small Urban Watersheds," Final Report to OWRT,  Contract No. 14-13-0001-
      3737, NTIS-PB 228 131, October 1973.

172.  Jennings, M.E.  and Mattraw, H.C.,  Jr.  "Comparison of Predictive Accur-
      acy of Models of  Urban Flow and Water Quality Processes," Proc. of
      National Symposium on Urban Hydrology, Hydraulics  and Sediment Control,
      University of Kentucky, Lexington, pp. 239-243, July 1976.

173.  Geiger, W.F., LaBella, S.A. and McDonald, G.C. "Overflow Abatement
      Alternatives Selected by Combining Continuous and  Single Event Simu-
      lations," Proc. of National Symposium on Urban Hydrology, Hydraulics
      and Sediment Control, University of Kentucky, Lexington, pp. 1-9, July
      1976.

174.  Geiger, W.F.  "Urban Runoff Pollution Derived from Long-Time Simulation"
      Proc. of National Symposium on Urban Hydrology, Hydraulics and Sediment
      Control, University of Kentucky, Lexington, pp. 259-270, July  1975.

175.  Eckhoff, D.W.,  Friedland, A.O. and Ludwig, H.F. "Characterization and
      Control of Combined Sewer Overflows, San Francisco," Water Research,
      Vol. 3, pp. 531-543, 1969.

176.  Putnam, A.L.  "Effect of Urban Development on Floods in the Piedmont
      Province of North Carolina," USGS  Open File Report, Water Resources
      Division, Raleigh, North Carolina, 1972.
                                   11-14

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177.  Anderson, D.G.   "Effects of Urban Developemnt on Floods in Northern
      Virginia," USGS Water Supply Paper 2001-C,  1970.

178.  Water Resources Engineers and The Hydrologic Engineering Center  "Manage-
      ment of Urban Storm Runoff," ASCE Urban Water Resources Research Program,
      Tech. Memo No.  24,  NTIS-PB 234 316, May 1974.

179.  James, I.C.  "Flood Runoff from Partially Urbanized Areas, Wichita,
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180.  Zuidema, F.C. "Urban Hydrological Modeling and Catchment Research in
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181.  Blaszczyk, P. "Urban Runoff Research in Poland," ASCE Urban Water Re-
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182.  Sarma, P.B.S., Delleur, J.W. and Rao, A.R.,  "A  Program in Urban Hydro-
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183.  Nunno, T.J., "Application and  Testing of Stortnwater Modeling  Techno-
      logy," Unpublished master of science project report, Dept. of Civil
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      Northampton, Massachusetts," Report No. Env. E  61-78-4, Environmental
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      achusetts, Amherst, 1978.

185.  Jewell, T.K., Nunno, T.J. and  Adrian, D.D.,  "Methodology for Calibrating
      Stormwater Models," J. Hyd. Div., Proc. ASCE, Vol. 104, No. EE3, pp.
      485-501, June 1978.

186.  Jewell, T.K., "Application and Testing of the U.S. Environmental Pro-
      tection Agency Storm Water Management Model  to Greenfield, Massachus-
      etts," Unpublished master of science project report, Dept. of Civil
      Engineering, University of Massachusetts, Amherst, 1974.

187.  Jewell, T.K., and Gaboury, D.R., "Environmental Protection Agency
      Storm Water Management Model Input/Output Data Handbook," Report
      prepared for short course on Applications of Storm Water Management
      Models, Dept. of Civil Engineering, University of Massachusetts, Am-
      herst, August  1974.
                                    11-15

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188.  DiGiano, F.A., Coler, R.A., Dahiya, R. and Berger, B.B., "Characteriza-
      tion of Urban Runoff - Greenfield Massachusetts Phase II," Publication
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      of Massachusetts, Amherst, August 1976.

189.  McAloon T.J., "Northampton Urban Runoff Characterization, Storage
      Treatment and Costs," Master of Env. Eng.  Thesis, Dept.  of Civil
      Engineering, University of Massachusetts,  Amherst, January 1978.

190.  Mattraw, B.C., Jr., Hardee, J. and Miller, R.A., "Urban Stormwater
      Runoff Data for a Residential Area, Pompano Beach, Florida,"  USGS
      Open  File-Report 78-324, Tallahassee, FL, 1978.

191.  Hardee, J., Miller, R.A. and Mattraw, H.C., Jr., "Stormwater-Runoff
      Data for a Highway Area, Broward County, Florida,"  USGS Open File
      Report 78-612, Tallahassee, FL, June 1978.

192.  Miller, R.A., Mattraw, H.C., Jr., and Hardee, J., "Stormwater-Runoff
      Data for a Commercial Area, Broward County, Florida," USGS Open File
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193.  Wilson, L.D., Miller, R.A. and Doyle, W.H., Jr., "Urban Storm-Water
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194.  Hardee, J.,  "Instrumentation of Urban Hydrology Monitoring Sites in
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195.  Mattraw, J.C., Jr., "Quality and Quantity of Storm Water Runoff from
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      Symposium on Urban Storm Water Management, University of Kentucky,
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196.  Miller, R.A., "The Hydraulically Effective Impervious Area of an Urban
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197.  Jennings, M.E. and Doyle, W.H., Jr., "Deterministic Modeling of Urban
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      Lexington, pp. 275-281, July 1978.

198.  Miller, R.A., Mattraw, H.C., Jr., and Jennings, M.E., "Statistical
      Modeling of Urban Storm Water Processes, Broward County, Florida','
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      University of Kentucky, Lexington, pp. 269-273, July 1978.
                                    11-16

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199.  Miller, R.A.,  "Characteristics of Four Urban Basins in South Florida,"
      USGS Report of Water Resources Investigations (in press), Tallahassee,
      FL, 1979.
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                                  TECHNICAL REPORT DATA
                           (Please read Instructions on the reverse before completing)
1. REPORT NO.
 EPA-600/8-79-004
                             2.
                                                           3. RECIPIENT'S ACCESSION NO.
4. TITLE AND SUBTITLE
 URBAN RAINFALL-RUNOFF-QUALITY DATA BASE
 Update With Statistical Analysis
                                                           5. REPORT DATE
                                                            August 1979 (Issuing Date)
                6. PERFORMING ORGANIZATION CODE
7. AUTHOR(S)
  Wayne C. Huber, James  P.  Heaney,  Kevin J. Smolenyak
  and Demetrios A. Aggidis	
                                                           8. PERFORMING ORGANIZATION REPORT NO.
9. PERFORMING ORGANIZATION NAME AND ADDRESS
 Department of Environmental Engineering Sciences
 University of Florida
 Gainesville, Florida  32611
                10. PROGRAM ELEMENT NO.
                 1BC822, SOS #1, Task 30
                11. CONTRACT/GRANT NO.
                    68-03-0496
12. SPONSORING AGENCY NAME AND ADDRESS
 Municipal Environmental  Research  Laboratory
 Office of Research and Development
 US  Environmental Protection Agency
 Cincinnati,  Ohio  45268
                                                           13. TYPE OF REPORT AND PERIOD COVERED
                   6/74-11/78
                14. SPONSORING AGENCY CODE
                   EPA/600/14
15. SUPPLEMENTARY NOTES
 Richard Field, Storm and Combined  Sewer  Section
 EPA,  Edison, NJ  08817   (201)  321-6674   FTS  340-6674
16. ABSTRACT
 Urban rainfall-runoff-quality data  gathered by others have been assembled
 on a storm event basis for 25 catchments  in the following eleven cities:   San
 Francisco, CA; Broward County, FL;  Lincoln, NB; Durham, NC; Windsor,  ONT;  Lancaster,
 PA;  Seattle, WA; Racine, WI; West Lafayette, IN;  Greenfield, MA; and Northampton,
 MA.   Rainfall-runoff data have been assembled for 22 more catchments  in  an additional
 14 cities:    Baltimore, MD; Chicago,  IL;   Champaign-Urbana, IL; Bucyrus,  OH; Falls
 Church,  VA; Los Angeles, CA; Portland,  OR;  Houston, TX; and Salt Lake City,  UT.
 The 25 cities contain data for a total  of  47 catchments.  Descriptions of  the catch-
 ments, parameters and sampling procedures  are provided in this report.   Actual data
 have been placed on a magnetic tape  and  are  also being placed on the EPA  STORET data
 retrieval system.  Additional data  for  the  above cities and data for  other cities will
 be included in the form of addenda  to  this  report.  This report also  includes
 a  statistical analysis of data from all catchments that include quality  sampling.  For
 each storm event (as defined by the sampling agency) the clock times,  duration and
 volume of rainfall and runoff are given.   For quality parameters, ranges,  flow
 weighted means, standard deviations and loadings (i.e., pounds per acre-inch of  runoff)
 are provided on an average basis across all events.  The same statistics are available
 for individual storm events in the  form of  voluminous computer output.
17.
                                KEY WORDS AND DOCUMENT ANALYSIS
                  DESCRIPTORS
 Hydrology, Precipitation, Water  pollution,
 surveys, Documentation, Data  storage,  Data
 retrieval, Combined sewers, Mathematical
 models   *Storm sewers, Surface water runoff
Storms, Rainfall, Runoff, Statistical
 analysis
   b.IDENTIFIERS/OPEN ENDED TERMS  C. COSATI Field/Group
    Rainfall runoff,  Water
    quality data,  Rainfall
    data,  Data  collection,
    Urban  runoff,  Urban run-
    off characteristics,
    Combined sewer overflows,
    Hydrology data,  Storm
    runoff.
      13B
18. DISTRIBUTION STATEMENT

 RELEASE TO PUBLIC
   19. SECURITY CLASS (ThisReport)
     UNCLASSIFIED
21. NO. OF PAGES

      282
                                              20. SECURITY CLASS (Thispage)
                                                UNCLASSIFIED
                                                                         22. PRICE
EPA Form 2220-1 (Rev. 4-77)
11-18
                                                                      US GOVERNMENT PRINTING OFFICE 1979 -657-060/5444

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