by wayne h. sonntag - usgs · by wayne h. sonntag u.s. geological survey water-resources...

SUBSURFACE STORAGE OF FRESHWATER IN SOUTH FLORIDA:

EVALUATION OF SURFACE-WATER DISCHARGE DATA

AT SELECTED SITES

By Wayne H. Sonntag

U.S. GEOLOGICAL SURVEY

Water-Resources Investigations Report 84-4008

Prepared in cooperation with the

U.S. ARMY CORPS OF ENGINEERS

Tallahassee, Florida

1984

UNITED STATES DEPARTMENT OF THE INTERIOR

WILLIAM P. CLARK, Secretary

GEOLOGICAL SURVEY

Dallas L. Peck, Director

For additional information write to:

District ChiefU.S. Geological SurveySuite 3015227 North Bronough StreetTallahassee, Florida 32301

Copies of the report can be purchased from:

Open-File Services Section Western Distribution Branch U.S. Geological Survey Box 25425, Federal Center Denver, Colorado 80225 (Telephone: [303] 234-5888)

CONTENTS

Page

Abstract 1Introduction 2Availability of surplus water 3Presentation of discharge data 5

St. Lucie Canal at lock near Stuart, site 1 8West Palm Beach Canal at West Palm Beach, site 2 12Hillsboro Canal near Deerfield Beach, site 3 17Cypress Creek Canal at S-37A near Pompano Beach, site 4 20Middle River Canal at S-36 near Fort Lauderdale, site 5 22Plantation Road Canal at S-33 near Fort Lauderdale, site 6 24North New River Canal near Fort Lauderdale, site 7 26South New River Canal at S-13 near Davie, site 8 ; 28Snake Creek Canal at S-29, North Miami Beach, site 9 30Biscayne Canal at S-28 near Miami, site 10 33Little River Canal at S-27, Miami, site 11 35Miami Canal at N.W. 36th Street, Miami, site 12 37Tamiami Canal outlets, Monroe to Carnestown, site 13 38Tamiami Canal outlets, 40-Mile Bend to Monroe, site 14 42 Tamiami Canal outlets, Levee 67A to 40-Mile Bend, near Miami,

site 15 44Tamiami Canal outlets, Levee 30 to Levee 67A, near Miami, site 16 47Tamiami Canal near Coral Gables, site 17 49Snapper Creek Canal at S-22 near south Miami, site 18 52Black Creek Canal at S-21 near Goulds, site 19 54Mowry Canal at S-20F, site 20 56Canal 111 above S-18C near Florida City, site 21 58Barren River Canal near Everglades City, site 22 60Fahka Union Canal near Cope land, site 23 63Henderson Creek Canal near Naples, site 24 65Golden Gate Canal at Naples, site 25 67Cocohatchee River Canal at Willoughby Acre Bridge, site 26 69Caloosahatchee River at S-79 near Olga, site 27 71

Summary and conclusions 74Selected references 74

ILLUSTRATIONS

Figure 1. Map showing location of the area of investigation, rainfallstations, and selected canal sites 4

2. Map showing location of canal, canal site, and controlsin Martin County 9

3. Flow-duration curve for water years 1970-80, St. LucieCanal at lock near Stuart, site 1 10

4. Map showing location of canals, canal site, controls, andmajor roads in Palm Beach County 13

III

ILLUSTRATIONS -Cent inued

Page

Figure 5. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, West Palm Beach Canal at West Palm Beach, site 2 14

6. Frequency curves for the indicated number of consecutive days, June through November 1970-80, West Palm Beach Canal at West Palm Beach, site 2 14

7. Map showing location of canals, canal sites, controls,and major roads in Broward County 18

8. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Hillsboro Canal near Deerfield Beach, site 3 19

9. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Hillsboro Canal at Deerfield Beach, site 3 - 19

10. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Cypress Creek Canal at S-37A near Pompano Beach, site 4 21

11. Frequency curves for the indicated number of consecutivedays, June through November 1970-80, Cypress Creek Canalat S-37A near Pompano Beach, site 4 21

12. Flow-duration curves for water years 1970-80 and the May through October periods 1970-80, Middle River Canal at S-36 near Fort Lauderdale, site 5 23

13. Frequency curves for the indicated number of consecutive days, May through October 1970-80, Middle River Canal at S-36 near Fort Lauderdale, site 5 23

14. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Plantation Road Canal at S-33 near Fort Lauderdale, site 6 25

15. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Plantation Road Canal at S-33 near Fort Lauderdale, site 6 25

16. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, North New River Canal near Fort Lauderdale, site 7 27

17. Frequency curves for the indicated number of consecutive days, June through November 1970-80, North New-River Canal near Fort Lauderdale, site 7 27

IV

ILLUSTRATIONS Cont inued

Page

Figure 18. Flow-duration curves for water y^ars 1970-80 and the June through November periods 1970-80, South New River Canal at S-13 near Davie, site 8 29

19. Frequency curves for the indicated number of consecutive days, June through November 1970-80, South New River Canal at S-13 near Davie, site 8 29

20. Map showing location of canals, canal sites, controls, andmajor roads in northeast Dade County 31

21. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Snake Creek Canal at S-29, North Miami Beach, site 9 32

22. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Snake Creek Canal at S-29, North Miami Beach, site 9 32

23. Flow-duration curves for water years 1970-80 and the May through October periods 1970-80, Biscayne Canal at S-28 near Miami, site 10 34

24. Frequency curves for the indicated number of consecutive days, May through October 1970-80, Biscayne Canal at S-28 near Miami, site 10 34

25. Flow-duration curves for water years 1974-80 and the May through October periods 1974-80, Little River Canal at S-27, Miami, site 11 36

26. Frequency curves for the indicated number of consecutive days, May through October 1974-80, Little River Canal at S-27, Miami, site 11 36

27. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Miami Canal at N.W. 36th Street, Miami, site 12 39

28. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Miami Canal at N.W. 36th Street, Miami, site 12 39

29. Map showing location of the Tamiami Canal outlets 40

30. Flow-duration curves for water years 1970-80 and the July through October periods 1970-80, Tamiami Canal outlets, Monroe to Carnestown, site 13 41


Page

Figure 31. Frequency curves for the indicated number of consecutive days, July through October 1970-80, Tamiami Canal outlets, Monroe to Carnestown, site 13 41

32. Flow-duration curves for water years 1970-80 and the July through October periods 1970-80, Tamiami Canal outlets, 40-Mile Bend to Monroe, site 14 43

33. Frequency curves for the indicated number of consecutive days, July through October 1970-80, Tamiami Canal outlets, 40-Mile Bend to Monroe, site 14 43

34. Flow-duration curves for water years 1970-80 and the Sep tember through December periods 1970-80, Tamiami Canal outlets, Levee 67A to 40-Mile Bend near Miami, site 15 45

35. Frequency curves for the indicated number of consecutive days, September through December 1970-80, Tamiami Canal outlets, Levee 67A to 40-Mile Bend near Miami, site 15 45

36. Flow-duration curves for water years 1970-80 and the Sep tember through February periods 1970-81, Tamiami Canal outlets, Levee 30 to Levee 67A near Miami, site 16 48

37. Frequency curves for the indicated number of consecutive days, September through February 1970-81, Tamiami Canal outlets, Levee 30 to Levee 67A near Miami, site 16 48

38. Map showing location of selected canals, canal sites,controls, and major roads in Dade Couny 50

39. Flow-duration curves for water years 1970-80 and the July through December periods 1970-80, Tamiami Canal near Coral Gables, site 17 51

40. Frequency curves for the indicated number of consecutive days, July through December 1970-80, Tamiami Canal near Coral Gables, site 17 J-L

41. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Snapper Creek Canal at S-22 near south Miami, site 18 53

42. Frequency curves for the indicated number of consecutivedays, June through November 1970-80, Snapper Creek Canalat S-22 near south Miami, site 18 53

VI


Page

Figure 43. Flow-duration curves for water years 1970-77, 1979-80, and October through December 1977, and the June through No vember periods 1970-77, 1979-80, and October and November 1978, Black Creek Canal at S-21 near Goulds, site 19 55

44. Frequency curves for the indicated number of consecutive days, June through November 1970-77 and 1979-80, Black Creek Canal at S-21 near Goulds, site 19 55

45. Flow-duration curves for March 1970 through September 1980 and the June through November periods 1970-80, Mowry Canal at S-20F, site 20 57

46. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Mowry Canal at S-20F, site 20 57

47. Flow-duration curves for water years 1970-80 and the May through October periods 1970-80, Canal 111 above S-18C near Florida City, site 21 59

48. Frequency curves for the indicated number of consecutivedays, May through October 1970-80, Canal 111 above S-18C near Florida City, site 21 - 59

49. Map showing location of canals, canal sites, controls,and major roads in Collier County 61

50. Flow-duration curves for water years 1970-80 and the July through December periods 1970-80, Barron River Canal near Everglades City, site 22 62

51. Frequency curves for the indicated number of consecutive days, July through December 1970-80, Barron River Canal near Everglades City, site 22 62

52. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Fahka Union Canal near Copeland, site 23 64

53. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Fahka Union Canal near Copeland, site 23 64

54. Flow-duration curves for water years 1970-80 and the June through October periods 1970-80, Henderson Creek Canal near Naples, site 24 66

VII


Page

Figure 55. Frequency curves for the indicated number of consecutive days, June through October 1970-80, Henderson Creek Canal near Naples, site 24 66

56. Flow-duration curves for water years 1970-80 and the June through October periods 1970-80, Golden Gate Canal at Naples, site 25 68

57. Frequency curves for the indicated number of consecutive days, June through October 1970-80, Golden Gate Canal at Naples, site 25 68

58. Flow-duration curves for water years 1970-80 and the July through October periods 1970-80, Cocohatchee River Canal at Willoughby Acre Bridge, site 26 70

59. Frequency curves for the indicated number of consecutive days, July through October 1970-80, Cocohatchee River Canal at Willoughby Acre Bridge, site 26 70

60. Map showing location of canal, canal site, control, andmajor roads in Lee County 72

61. Flow-duration curves for water years 1970-80 and the June through October periods 1970-80, Caloosahatchee River at S-79 near Olga, site 27 73

62. Frequency curves for the indicated number of consecutivedays, June through October 1970-80, Caloosahatchee Riverat S-79 near Olga, site 27 73

TABLES

Table 1. Canals and structures for which data are presented 6

2. Monthly percentage of average annual discharge at 27 sitesfor water years 1970-80 7

3. Summary of flow-duration data at 27 canal sites for wateryears 1970-80 H

4. Summary of flow-duration data at selected sites for selectedperiods of consecutive months during 1970-81 water years 15

5. Discharges to the Everglades National Park through Tamiami Canal outlets, Levee 67A to 40-Mile Bend near Miami, site 15 46

VIII

SUBSURFACE STORAGE OF FRESHWATER IN SOUTH FLORIDA:

EVALUATION OF SURFACE-WATER DISCHARGE DATA AT SELECTED SITES

By Wayne H. Sonntag

ABSTRACT

One major requirement for injecting and storing freshwater in aquifers in south Florida is a reliable source of water for injec tion. During dry periods, drainage canals of the South Florida Water Management District transport controlled releases of fresh water from interior storage areas to recharge the coastal surficial aquifers which yield water for use in the urban areas. During wet periods, freshwater is discharged from the canals to the ocean to minimize flooding in urban and agricultural areas. Water discharged during wet periods may constitute a potential source of freshwater for injection into suitable aquifers.

Discharge data for the 1970-81 water years at 27 canal and river sites were analyzed. Analyses present 3Q-, 60-, 90-, 120-, and 183-consecutive day low-mean discharges at the 27 sites, to define minimum high-flow period fresh surface-water discharges potentially available for injection during the periods of highest canal flow (usually during wet periods). Curves show the magnitude and frequency of average minimum flows for consecutive-day periods during high-flow periods, assessing the lower limits of amounts of freshwater potentially available for injection during high-flow periods, and how often the discharges recur. Duration curves and tables show the percentage of time that selected discharges during the 1970-80 water years and high-flow periods were equaled or ex ceeded.

Canal discharge as high as 660 cubic feet per second occurred 70 percent of the time during the high-flow period at one site (Tam- iami Canal outlets, Levee 67A to 40-Mile Bend). At 11 other sites, discharges of 110 to 370 cubic feet per second occurred 70 percent of the time during the high-flow periods, while at 9 sites, dis charges of 21 to 100 cubic feet per second occurred 70 percent of the time during the high-flow periods. At other sites (those in the Biscayne, Plantation Road, Middle River, C-lll, and Cypress Creek Canals), discharges of 0.1 cubic foot per second occurred 70 percent of the time during the high-flow periods.

Criteria for amounts of surplus freshwater considered adequate to support injection systems cannot be established, as they would vary greatly with water needs to be satisfied and with the effi ciency of a particular injection system. However, based upon this analysis of discharge at 27 canal and river sites throughout south Florida, it appears that substantial amounts of surface water are potentially available for subsurface injection and storage.

INTRODUCTION

South Florida is an area of rapid urban and suburban expan sion that requires increasing quantities of freshwater for munic ipal and industrial uses. Traditional methods of meeting increased water needs by installing additional wells may no longer be desir able. Well fields, especially near coastal areas, may develop water-quality problems as a result of saltwater intrusion. Also, much of south Florida's freshwater is stored in inland storage areas (Lake Okeechobee and the water-conservation areas). A net work of drainage canals of the South Florida Water Management Dis trict connected to these storage areas discharge excess water to the ocean to prevent flooding of urban and agricultural areas. During dry periods, controlled releases of stored water are de livered to coastal urban areas to provide recharge to surficial aquifers. However, these storage areas and surficial aquifers may become inadequate to meet the demand for additional freshwater sup plies. Creating surface-water impoundments in south Florida is impractical because the land surface has little relief, large land areas are needed, evaporation losses are high, and water-quality degradation from surface runoff is possible. One method of water- supply augmentation under consideration is injection and storage of freshwater in suitable aquifers for subsequent recovery. A major requirement of this method is a reliable supply of freshwater for injection. A potential source of freshwater for injection is sur plus surface water discharged from canals to the ocean during high- flow periods (usually during wet periods).

The U.S. Army Corps of Engineers is responsible for assess ing the feasibility of subsurface storage and recovery of surplus freshwater as a water-supply alternative for south Floria. The U.S. Geological Survey, in cooperation with the U.S. Army Corps of Engineers, is providing technical support by a study of the multiple and diverse facets of the storage and recovery concept. The study includes: (1) the quantity of surface water from canals and rivers which would constitute a potential source of freshwater for subsurface injection; (2) water needs and water-supply problems in south Florida; (3) location of suitable underground formations; (4) geologic testing and site evaluation; (5) system design and construction; (6) operational problems; and (7) the effect of hydrogeologic, design, and management parameters upon recoverability (Merritt, 1983, p. 3).

Aspects of the study concerned with water needs and water- supply problems, location of suitable injection zones, geologic testing and site evaluation, system design and construction, and operational problems are discussed by Merritt and others (1983). The effects of hydrogeologic, design, and management parameters upon recoverability are discussed by Merritt (1983).

The purpose of this report is to identify, using U.S. Geologi cal Survey discharge data for south Florida, the quantity of fresh surface water discharged from selected canals and rivers that would be potentially available for injection and storage. The area of investigation, referred to as south Florida (fig. 1), includes six of the southernmost counties of the State: Broward, Collier, Dade, Lee, Martin, and Palm Beach Counties.

Discharge data for the 1970-81 water years at 27 canal and river sites throughout south Florida were analyzed to define: (1) the period of time when quantities of fresh surface water are potentially available for injection and storage; (2) the lower lim its or minimum amounts of fresh surface-water discharge potentially available during high-flow periods for injection and storage; and (3) how often the minimum high-flow period discharges recur. The. analysis includes: (1) a general description of each canal system and location of the canal site where discharge data were analyzed; (2) tabulation of monthly percentage of average annual discharge at the 27 sites for the 1970-81 water years, indicating the period of 4 to 6 consecutive months when the greatest percentage of dis charge occurred; (3) maximum, minimum, and mean daily discharges for the period of record analyzed and the period of 4 to 6 consec utive months when the greatest percentage of discharge occurred; (4) number of days when discharge was zero or consisted of esti mated leakage through the control structure during the months of greatest discharge; (5) flow-duration curves for the 1970-80 water years and for the months having the greatest discharge during the 1970-81 water years; (6) lowest mean discharges for 30, 60, 90, 120, and 183 consecutive days for the months having the greatest discharge; and (7) frequency curves for 30, 60, 90, 120, and 183 consecutive days during the months having the greatest discharge.

AVAILABILITY OF SURPLUS WATER

Seasonal variation in rainfall significantly affects the avail ability of surface water. Also affecting the availability of sur face water is the uneven geographical distribution of rainfall in south Florida. The following table shows average rainfall (in in ches) during 1951-81 and 1970-81 at 10 selected rainfall stations in south Florida (shown in fig. 1):

Station Station 1951-81 1970-81No.__________________________________________________

1 Belle Glade Experimental Station 55.38 52.152 Stuart 54.78 51.643 West Palm Beach Airport 59.41 57.394 Pompano Beach 61.02 54.425 Fort Lauderdale 62.07 59.916 Miami Airport 57.32 52.447 Homestead Experimental Station 63.23 59.738 Tamiami Trail at 40-Mile Bend 53.51 47.409 Fort Myers Airport 53.58 52.63

10 Naples 52.42 48.61

82° 80°

27°

26°

CANAL, CONTROL, AND NUMBER

A CANAL SITE AND NUMBER

RAINFALL STATION AND NUMBER

MARTIN COUNTY PALM"BEACH COUNTY CANAL POINT

I HivEft ^"^CHARLOTTE COUNTY HL-X" f- -^-^S-P rrtllMTV -^ .~ I ^^" "* \ ..

HENDRY CO[COLLIER co

I X nomuADrX XftliUTV

Figure 1. Location of the area of investigation, rainfall stations,and selected canal sites.

This table shows the geographical variation in rainfall at the se lected rainfall stations and also shows that average rainfall at the stations during 1970-81 was less than the average long-term rainfall for 1951-81.

The availability of surface water in south Florida also is in fluenced by the character of the supplying watershed, recharge to the watershed, and water-management practices within the watershed. These factors influence the volume of water available, the distri bution of streamflow in time, and the quality of water.

The amount of surface water discharged through coastal-control structures is significantly affected by operation of the struc tures, the principal purpose of which is salinity or flood control. During wet periods, water is discharged through the control struc tures to minimize flooding. During dry periods, water is stored behind the controls to retard saltwater intrusion and to provide lateral recharge by outseepage to well-field areas. Thus, dis charge through the controls is chiefly caused by seasonal regula tion of water levels at the control structures.

With a few exceptions, discharge data for water years 1970-81 were used in this analysis to eliminate the major influences of regulation and management changes on canal discharge and to insure use of a homogeneous period of record. These years were selected because most modifications to the drainage basins and canal sys tems, particularly the construction of levees, canals, and controls that could affect flow in the canal systems, were completed and operational by the late 1960's.

PRESENTATION OF DISCHARGE DATA

Discharge records used in this report are stored in the U.S. Geological Survey's WATSTORE daily values files and are published annually in reports by the U.S. Geological Survey entitled "Water resources data for Florida, 1970, 1971, 1972, 1973, and 1974, Part I, surface-water records," (1972, 1973, 1974a, 1974b, 1975), and "Water resources data for Florida, 1975, 1976, 1977, 1978, 1979, and 1980, south Florida surface water" (1976, 1977, 1978, 1979, 1980, 1981). These reports give the location, drainage area, pe riod of record, notations of previously published records, type and history of gages, general remarks, average discharge, extremes of discharge, and comments for each canal site.

Table 1 lists the canals and structures for which discharge data are presented, their site numbers and downstream order num bers, and periods of record used. Figure 1 shows the location of the canal sites. Discussion of discharge data is by individual site and is in the order listed in table 1. Flow-duration and frequency curves and in-text tables of lowest mean consecutive-day discharges are based on periods of 4, 5, or 6 consecutive months when the greatest percentage of discharge occurred (referred to as the high-flow period). Table 2 presents the percentage of average annual discharge at each site by month for the 1970-80 water years or the period of record indicated in table 1.

Table 1. Canals and structures for which data are presented

Site No.

123

456789101112131415161718192021222324252627

Downstream order No.

022770000227900002281500

022821000228270002283200022850000228610002286300022863400228638002288600022888000228890002289040022890600228950002290700022907100229072502290769022910000229114302291270022913000229139302292900

Canal name and structure

St. Lucie Canal at lock near Stuart, S-80West Palm Beach Canal at S-155Hillsboro Canal at lock near Deerfield

Beach.Cypress Creek Canal at S-37AMiddle River Canal at S-36Plantation Road Canal at S-33North New River Canal at Sewell LockSouth New River Canal at S-13Snake Creek Canal at S-29Biscayne Canal at S-28Little River Canal at S-27Miami Canal at S-26Tamiami Canal, Monroe to CarnestownTamiami Canal, 40-Mile Bend to MonroeTamiami Canal, Levee 67A to 40-Mile BendTamiami Canal, Levee 30 to Levee 67ATamiami Canal near Coral GablesSnapper Creek Canal at S-22Black Creek Canal at S-21Mowry Canal at S-20FCanal 111 above S-18CBarren River CanalFahka Union CanalHenderson Creek CanalGolden Gate CanalCocohatchee River CanalCaloosahatchee River at S-79

Period record

10/69 -10/69 -10/69 -

10/69 -10/69 -10/69 -10/69 -10/69 -10/69 -10/69 -7/73 -10/69 -10/69 -10/69 -10/69 -10/69 -10/69 -10/69 -10/69 -3/70 -10/69 -10/69 -10/69 -10/69 -10/69 -10/69 -10/69 -

of used

9/8011/8011/80

11/8010/8011/8011/8011/8011/8010/8010/8011/8011/8011/8012/802/8112/8011/8011/8011/8010/8012/8011/8010/8010/8010/8010/80

Tabl

e 2. Monthly percentage of

av

erag

e an

nual

di

scha

rge

at 27

sites

for

water

year

s 19

70-8

0

Site

No. 1 2 3 4 5 6 7 8 9 10

1/11 12 13 14 15 16 17 ,18

2/19

3/20 21 22 23 24 25 26 27

Down

stre

am

orde

r No

.

022770

00

02279000

022815

00

02282100

02282700

022832

0002285000

0228

6100

022863

0002286340

02286380

02288600

02288800

022889

00

022890

40

022890

60

02289500

02290700

022907

1002

2907

2502290769

02291000

02291143

0229

1270

02291300

02291300

022929

00

Cana

l na

me and

stru

ctur

e

St.

Luci

e Ca

nal

at lo

ck near

Stuart,

S-80

.West Pa

lm Bea

ch Ca

nal

at S-

155

Hillsboro

Cana

l at

lo

ck near

Deer

fiel

d Be

ach.

Cypr

ess

Cree

k Ca

nal

at S-

37A

Middle Ri

ver

Cana

l at S-36

Plantation Road

Cana

l at

S-33

Nort

h New

Rive

r Ca

nal

at Se

well

Lock

.So

uth Ne

w Ri

ver

Cana

l at S-13

Snak

e Cr

eek

Canal

at S-29

Bisc

ayne

Canal

at S-28

Little R

iver Cana

l at S-27

Miami

Canal

at S-26

Tamiami

Canal, Monroe to

Carnestown.

Tamiami

Canal, 40

-Mil

e Bend to

Monr

oe.

Tami

ami

Canal, Le

vee

67A

to40

-Mil

e Bend.

Tamiami

Canal, Le

vee

30 to

Leve

e 67A.

Tamiami

Cana

l ne

ar Co

ral

Gabl

esSn

appe

r Creek

Canal

at S-22

Black

Cree

k Canal

at S-21

Mowr

y Canal

at S-20F

Cana

l 11

1 ab

ove

S-18

CBarron River Cana

lFahka

Union

Cana

lHe

nder

son

Creek

Canal

Golden Ga

te Ca

nal

Coco

hatc

hee

River

Cana

lCaloosahatchee Ri

ver

at S-79

Oct

14.8

12.7

11.3 9.94

8.93

7.68

9.59

8.20

11.3

11.9 9.67

12.0

15.1 6.6

16.9

15.3

10.2

17.5

12.3

13.9

13.1

14.6

15.0

10.2

11.1

11.8 9.41

Nov

14.2 8.69

10.6

10.2 8.29

10.3

12.4 9.63

8.59

7.34

7.57

10.4 5.23

7.24

15.9

13.2

10.1

10.8

10.5

11.0 5.42

9.90

5.28

3.77

5.43

4.17

5.14

Dec

1.28

5.26

5.83

6.94

4.21

7.68

7.05

7.94

5.50

2.99

6.29

7.08

3.26

3.81

10.5 8.18

9.86

4.21

5.13

7.17

1.33

7.20

2.87

3.98

4.30

2.66

4.22

Jan

7.83

5.93

6.59

3.90

3.25

5.20

4.29

6.97

4.95

3.16

5.83

7.34

1.92

2.41

6.56

6.62

8.23

2.12

2.99

4.29

0.38

6.04

2.93

3.55

3.44

2.37

8.25

Feb

10.2 3.40

4.11

2.59

4.04

5.43

4.01

6.90

3.48

1.87

4.83

5.93

1.65

2.15

7.10

5.53

6.47

2.02

1.97

4.06

1.23

5.70

2.61

3.49

3.35

2.52

8.40

Mar X

12.1 4.90

6.30

5.47

4.23

5.27

6.92

6.92

3.19

1.63

2.93

4.40

4.78

4.16

6.42

3.18

5.21

1.14

1.26

2.16

0.06

5.21

3.49

3.46

3.94

3.57

9.01

Apr

15.6 3.39

5.42

6.69

4.63

7.74

7.79

5.08

4.28

4.55

4.67

5.72

1.31

2.50

4.65

3.16

4.43

1.73

1.65

2.35

2.65

3.29

1.91

1.40

1.99

1.71

6.58

May

2.36

5.98

7.17

7.37

9.76

7.35

5.42

7.70

8.00

10.1

10.0 6.77

0.69

1.48

2.56

4.93

6.74

5.69

7.05

4.58

6.96

2.36

1.36

1.50

3.59

1.66

3.48

June 3.16

10.1 9.58

10.7

14.3

11.6

12.0

10.3

12.7

16.5

11.7 9.24

4.96

5.72

4.71

5.58

8.20

11.2

11.4

12.4

26.8 6.23

6.83

8.80

9.87

4.44

7.27

July 3.04

11.8 9.65

10.3

12.0 8.88

10.8 9.99

11.1

13.3

10.2 8.65

14.5

13.6 5.07

6.66

8.79

9.66

12.0

11.6 9.58

9.99

13.8

16.7

13.9

11.7

11.6

Aug

11.0

10.5 9.03

10.0

11.6 9.81

9.60

9.47

11.4

10.9

12.4 9.29

18.7

18.0 6.63

1.18

9.69

14.1

13.0

12.0

10.6

13.1

18.6

22.3

17.6

23.1

13.8

Sept 4.45

17.5

14.4

16.0

14.7

13.0

10.1

10.9

15.5

15.5

13.9

13.2

27.5

22.3

13.0

15.8

12.1

19.8

20.7

14.4

21.8

16.5

25.3

20.8

21.6

30.3

12.8

Mean

di

s

char

ge

(ftVs)

395

426

177

118 65.7

21.1

176

142

346 77.5

138

225

334

210

685 64.1

131

173

127

204 57.5

102

' 226 24.5

307 29.3

1,40

5

I/ Based

on 7 water-year pe

riod

(1

974-

80).

II Ba

sed

on 10

wat

er-y

ear

period (1

970-

77,

1979

-80)

and

October

thro

ugh De

cemb

er 19

77.

37 Ba

sed

on 10 w

ater

-yea

r pe

riod

(1971-80)

and

March

through

Sept

embe

r 1970.

Tables that show the number of no-flow or leakage-only days and lowest mean discharge for each consecutive day period were gen erated by WATSTORE daily values computer programs. Flow-duration curves and tables and the frequency curves were also derived from WATSTORE programs. Frequency curves were graphically fitted using the plotting position formula:

Recurrence interval = (_n + l)/m

where n_ is the number of years, and in is the order number. The order number is the ranking from the smallest to the largest of an array of values of lowest mean discharge for specified consecutive days during the period of consecutive months having the greatest percentage of annual discharge.

Frequency curves are based upon and represent only those con ditions present during the period of record used. These frequency curves are applicable for the existing patterns of climate, regu lation, and diversions. Extrapolation of flow characteristics for large recurrence intervals should consider the effects that changes in the canal systems, climate, or management practices could have on discharge.

St. Lucie Canal at Lock near Stuart, Site 1

Water in the St. Lucie Canal flows from the east edge of Lake Okeechobee northeasterly to the South Fork of the St. Lucie River (fig. 2). Flow is regulated by navigation locks and control struc tures at Lake Okeechobee (S-308) and near the coast at S-80.

The gaging station is at the upstream end of the Stuart lock chamber (S-80), 6.3 miles southwest of Stuart. Mean daily discharge from October 1969 to September 1980 was 395 ft^/s. The maximum and minimum daily discharges were 11,500 and 4 ft-Vs, respectively. The minimum discharge represents the estimated leakage through the control that occurred for 58 days during 1976, when the locks were closed for repairs. Estimated leakage and lockage discharges, as determined by the U.S. Army Corps of Engineers, vary during the year and range from 12 to 20 ft^/s. There was no well-defined pe riod of high discharge during water years 1970-80 (table 2). For this reason, frequency analyses are not presented for this site. Only the flow-duration analysis for the 1970-80 water years is pre sented. The following table lists the number of days in each water year when discharge consisted of only leakage or lockage:

Water yearsr ye< 1975"__________1970 1971 1972 1973 1974 1973 1976 1977 1978 1979 1980

Number of 12 149 281 365 342 365 365 343 288 192 175days dischargeconsisted ofleakage orlockage only.__________________________________________

Flow-duration data are shown in figure 3 and are listed in table 3.

80°

30'

80°

15'

27

° 15

' -

27°0

0 -

ST.

LUC

IE

CO

UN

TY

M

AR

TIN

C

OU

NT

Y

MA

RT

IN

CO

UN

TY

10 K

ILO

ME

TE

RS

EX

PL

AN

AT

ION

S-80

CANAL,CONTROL,AND NUMBER

A.

CANAL SITE AND NUMBER

__ _MARTIN COUNTY

PALM BEACH COUNTY

Figure 2. Location of ca

nal,

canal

site,

and

cont

rols in

Martin County

o owC/J

wPH

H W W

OM PQ & O

M

W

enM Q

100,000

10,000

000

100

10

J___L6 2 p o

i i i i i i r i m

WATER YEARS

o o o o o o o CJ rO ^- 10 <£) t*-

o00

o o> o>

ooO)

o> o>

PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED

Figure 3. Flow-duration curve for water years 1970-80, St. Lucie Canalat lock near Stuart, site 1.

10

Tabl

e 3.

Sun

nnar

y of

flow-duration

data at 27

canal

sites

for wa

ter

years

1970-80

[Discharge in

cu

bic

feet per

seco

nd]

Site

No. 1 2 3 4 5 6 7 8 9 10

1/11 12 13 14 15 16 17 18

1/19

3/20 21 22 23 24 25 26 27

Downstream

order

No.

02277000

02279000

02281500

02282100

0228

2700

02283200

0228

5000

02286100

0228

6300

02286340

02286380

02288600

02288800

02288900

02289040

02289060

02289500

02290700

02290710

02290725

02290769

02291000

02291143

02291270

0229

1300

02291393

0229

2900

Canal

name

an

d st

ruct

ure

St.

Lucie

Cana

l at lock ne

arStuart,

S-80.

West Palm Bea

ch Canal

at S-

155

Hillsboro

Cana

l at

lock ne

arDeerfield

Beach.

Cypress

Cree

k Ca

nal

at S-

37A

Middle River

Canal

at S-36

Plan

tati

on Road

Cana

l at

S-33

North Ne

w Ri

ver

Canal

at Sewell

Lock.

Sout

h New

Rive

r Ca

nal

at S-13

Snak

e Cr

eek

Canal

at S-29

Bisc

ayne

Ca

nal

at S-28

Litt

le R

iver

Canal

at S-27

Miami

Canal

at S-

26Tamiami

Canal, Monroe to

Car n

est own.

Tamiami

Canal, 40

-Mil

e Be

nd to

Monr

oe.

Tamiami

Canal, Le

vee

67A

to40

-Mil

e Be

nd.

Tami

ami

Canal, Le

vee

30 to L

evee

67A.

Tamiami

Canal

near Coral

Gabl

esSnapper

Cree

k Canal

at S-22

Black

Cree

k Ca

nal

at S-

21Mowry

Cana

l at

S-20F

Canal

111

abov

e S-18C

Barr

on Riv

er Canal

Fahka Union

Cana

lHe

nder

son

Cree

k Canal

Golden G

ate

Cana

lCo

coha

tche

e Ri

ver

Cana

lCa

loos

ahat

chee

River

at S-79

Mean

dis

charge

395

426

177

118 65.7

21.1

176

142

346 77.5

138

225

334

210

685 64.1

131

173

127

204 57.5

102

226 24.5

307 29.3

1,40

5

Disc

harg

e eq

uale

d or

ex

ceed

ed fo

r indicated

perc

enta

ge of

time

95 10 11 20

.0 .0 .015

.0 .1 .0 .0 .0 .0 .0

30

.0

6.5 .0 .0 .0 .0

5.5 .0 .6

4.6 .9

8.7

90 11 11 21

.0 .0 .016

.1 .1 .0 .12.0 .0 .1

41

.0

28.1 .0 .0 .0

8.9 .0

2.1

251.

69.3

75 13 58 22

.1 .0 .117 42

.4 .060 65 23 17 100 14 75.1 .1 .1 .0

23 23 5.1

77 4.3

12

70 17 90 23

.1 .0 .117 55

.4 .178 95 34 27 140 20 83.2 .1 .1 .0

35 42 6.4

97 5.2

26

50 19 240 66 12.1

16 90 110

240.1

130

210 97 74 380 42 120.3

79 160.1

97 110 12 200 10

300

25

28 640

230

160 80 33 210

220

570

120

200

340

510

300

940 81 190

310

190

340 12 170

330 32 440 29

1,500

10 680

1,100

460

390

240 51 380

310

920

260

260

490

1,000

680

1,900

170

250

530

330

500 48 210

700 65 760 85

5,20

0

I/ Ba

sed

on 7 water-year pe

riod

(1

974-

80).

II Ba

sed

on 10

water-year

peri

od (1

970-

77,

1979

-80)

an

d October

thro

ugh December 1977.

T/ Ba

sed

on 10

water-year

peri

od (1971-80)

and Ma

rch

through

September

1970.

West Palm Beach Canal at West Palm Beach, Site 2

Water in the West Palm Beach Canal flows from Canal Point on the southeast edge of Lake Okeechobee to just south of West Palm Beach (fig. 4). Discharge and the water-surface elevation in the canal are regulated for irrigation and drainage purposes by opera tion of hurricane gate structure 5 (HGS-5) at Canal Point, S-5A control structure, and control structure and gate in the lock cham ber at West Palm Beach (control structure S-155). The lock chamber is not used for navigation.

The gaging station is on the upstream side of the lock and control structure (S-155), 0.6 mile upstream from the bridge on U.S. Highway 1 at West Palm Beach. Mean daily discharge from Oc tober 1969 to September 1980 was 426 ft^/s. The maximum and min imum daily discharges were 4,280 and 10 ftVs, respectively. The 10 ft^/s value is estimated leakage (U.S. Geological Survey Water Data Report FL-78-2A1). Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during June through November. Mean daily discharge for June through November 1970-80 was 573 ft^/s. The maximum and minimum daily discharges for the high-flow period were 4,280 and 10 ft-Vs, respectively. The fol lowing table lists the number of days in each June through November period when discharge consisted of leakage only:

_____________June - November periods____________ ___________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 006400 35 2000days dischargeconsisted ofleakage only._______________________________________________

Figure 5 shows flow-duration data for the 11 water years and the 11 June through November periods. Tables 3 and 4 list the flow-duration data for the water years and the June through No vember periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for West Palm Beach Canal at West Palm Beach:

Number ofconsecutive ____________June - November periods_________________

days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

30 205 216 102 235 181 205 70 65 404 181 18660 404 343 197 495 455 270 240 125 556 187 21990 501 331 252 674 522 459 548 196 618 208 458120 559 360 303 695 594 538 693 459 632 581 461183____681 425 544 713 569 591 599 392 697 633 461

Figure 6 shows frequency curves based on the above data.

12

27°0

0'

26°4

5'

26

°30'

80°4

5'

I

30

'

MA

RT

IN

CO

UN

TY

_ _

P

ALM

B

EA

CH

CO

UN

TY

15'

80

° 00*

1

LOC

AT

ION

M

AP

EX

PL

AN

AT

ION

CA

NA

L,C

ON

TR

OL,

AN

D

NU

MB

ER

C

AN

AL

S

ITE

A

ND

N

UM

BE

R

RO

AD

PA

LM B

EA

CH

C

OU

NTY

LA

KE

OK

EE

CH

OB

EE

CO

NS

ER

VA

TIO

N

AR

EA

CO

NS

ER

VA

TIO

N

AR

EA

2

ALE

VE

E 5

C

AN

AL

BR

OW

AR

D

CO

UN

TY

WE

ST

PA

LM

BE

AC

H

S-1

55

Figure 4. Location of

ca

nals

, ca

nal

site

, controls,

and

major

road

s in

Pa

lm Beach. County.

DISCHARGE,IN CUBIC

FEET

PE

R SECOND

DISCHARGE,IN CUBIC

FEET PE

R SE

COND

^2

a. O

Q(D

0>

C

CO

**

< l-J

rr

<n

(D

*T$

O\

c-

C

*| 3

3

I

Cd

>-»

(D

rr

fo

(to

3* J

3 O

1

C

3*

O

(D

«

C

3

00

O

CO

3"

*<

rt

25

O(D

OC

<

1K

» JD

<

3

(Da*

co

(D vO '-J

rr

O

3-

I (D

OO

O

H

"-

3 a.

s: M

.fD

O

CO

0}

rt

rr

(D*0

afa

r-h

O

to

r>3

O

fa

3I 1

01 a>

0)

O

w s 2!

Hj w

O

O

O o

o1.

01

1.05

I.I

I

1.25

10 25 50

00

ii i

Min

i

I I

I 1

Mill

I

I I

I II

(to

3*

C(-

' 1

>-»a

o »

c50

OQ

v-n

(D

3*

O

25

I3*

O

''J

2 o

co

3

<M

- O

* I

rr

fD

O.

<D

^

C

to "

d

(to

H-

O

O

3

Ou

eo

o c

" J »

O

co

I oo

i-t,

o

o

n

&

co

rr

(D (U

)_.

O

vO=r

-j o

o

i&>

O

O3

O

Q)

!-

0» 3(b

a. 3* n>

^>

«

JXI o w S! i w o H M U

H

CO

O O w s CO

W 1 S w X o w g w

o

I I

IIMIII

I

111

Tabl

e 4. Summary of

flow-duration

data

at

selected sites

for

selected pe

riod

s of

consecutive

months du

ring

1970-81

wate

r years

Site

No. 2 3 4 6 7 8 9 12 18

Vl9 20 23 5 10 21

Downstream

orde

r No

.

0227

9000

02281500

0228

2100

02283200

0228

5000

02286100

0228

6300

0228

8600

0229

0700

0229

0710

02290725

02291143

0228

2700

02286340

0229

0769

[Discharge in

cu

bic

Canal

name an

d st

ruct

ure

West Palm B

each Canal

at S-155

Hill

sbor

o Ca

nal

at lo

ck ne

arDe

erfi

eld

Beac

h.Cy

pres

s Cree

k Canal

at S-37A

Plantation Road

Cana

l at

S-33

North Ne

w River

Canal

at Se

well

Lock

Sout

h Ne

w River

Canal

at S-13

Snake

Cree

k Canal

at S-

29Mi

ami

Cana

l at S-

26Snapper

Cree

k Ca

nal

at S-22

Black

Cree

k Ca

nal

at S-21

Mowr

y Canal

at S-

20F

Fahk

a Union

Canal

Midd

le Ri

ver

Canal

at S-36

Biscayne Ca

nal

at S-

28Canal

111

abov

e S-18C

feet per

Mean

di

sch

arge

573

215

148 24.8

207

164

468

264

281

203

304

403 94.8

119 97.7

seco

nd]

Disc

harg

e equaled

or exceeded fo

r indicated

percentage of

ti

me95 50 21.0 .0

16 17.2

2.9 .1 .1 .0

6.5 .0 .0 .0

90 June

98 22.0 .0

19 34.3

35.1 .2 .1

43 May .0 .0 .0

75

through

210 37.1 .1

71 80 180

150.3

85 160

140

thro

ugh

.1 .1 .0

7050

2510

Nove

mber

, 19

70-8

0

240 53.1 .1

92 93 220

170 81 100

180

170

Octo

ber

.1 .1 .1

430

140 66 21 160

150

410

260

270

160

290

300

800

290

230 39 250

230

730

380

440

260

430

570

1,200

480

410 54 390

320

1,000

510

630

420

580

940

, 1970-80

14 78.1

160

190 32

300

310

350

1102

2863

80

Litt

le Ri

ver

Canal

at S-27

185

28

May

thro

ugh Oc

tobe

r, 1974-80

62

120

140

180

240

300

J7 Ba

sed

on J

une

through November 19

70-7

7, 1979-80, an

d Oc

tobe

r th

roug

h No

vemb

er 1978.

Tabl

e 4. Summary of flow-duration

data

at selected si

tes

for

selected pe

riod

s of

cons

ecut

ive

months during 19

70-8

1 water

[Dis

char

ge in cu

bic

feet

pe

r

Site

No.

24

25

27 13

14

26 17

22

Downstream

orde

r No

.

02291270

0229

1300

02292900

02288800

02288900

02291393

02289500

02291000

Canal

name

an

d st

ruct

ure

Rend

er son

Cr

eek

Canal

Golden Gat

e Ca

nal

Calo

osah

atchee Ri

ver

at S-79

Tamiami

Canal, Mo

nroe

to Carnestown

Tamiami

Canal, 40-Mile

Bend

to

Monroe

Coco

hatc

hee

Rive

r Canal

Tami

ami

Canal

near Coral

Gabl

es

Barr

en Riv

er Ca

nal

Mean

di

s

char

ge

46.3

539

1,73

0

739

429 67 156

139

year

s- Continued

second] Disc

harg

e equaled

or ex

ceed

ed fo

r indicated

percentage of

time

95 3.8

110 9.

8

72

55 6.4

58

27

90

June

7 16

0 13

July 120 76 9

July 73

43

75

thro

ugh

.8

18

290

270

thro

ugh

300

170

.8

21

thro

ugh

98

85

7050

Octo

ber,

21

330

340

38

470

780

Octo

ber

,

370

200 24

650

340 40

Dece

mber

110 98

150

140

25

1970

-80

64

690

1 2,000

5

1970

-80

1,100

1 65

0 91

, 19

70-8

0

210

190

10 95,0

00

,000

,500

950

160

260

240

15

02289040

Tamiami

Canal, Levee

67A

to 40

-Mil

eBend.

961

16

02289060

Tamiami

Canal, Le

vee

30 to L

evee

67A

69.4

September

through

Dece

mber

, 19

70-8

0

420

462

620

660

860

1,100

1,60

0

September

thro

ugh

Febr

uary

, 19

70-8

0

7.5

13

28

33

51

84

150

Hillsboro Canal near Deerfield Beach, Site 3

The Hillsboro Canal extends 52 miles south and east from the southeast tip of Lake Okeechobee to the Intracoastal Waterway. At its upper end, it is joined in a common pool at Lake Okeechobee by the North New River Canal. Discharge into and out of Lake Okee chobee is regulated by hurricane gate structure 4 (HGS-4) and pump station 2 (S-2) (fig. 4). Pump station 6 (S-6) downstream from the lake maintains water levels in agricultural areas southeast of the lake. Water removed from the canal by S-6 is transferred into Con servation Area 1. The canal also collects and distributes water between Conservation Areas 1 and 2A. Discharge through the canal is also regulated at control structure 39 (S-39) which releases wa ter into Broward County, 10 miles west of Deerfield Beach (fig. 7). Water then flows eastward to a lock and dam near Deerfield Beach, where discharge to the Intracoastal Waterway is regulated by a con trol structure and gate in the lock chamber. The lock chamber is not used for navigation.

The gaging station is at the upstream end of the lock chamber, 2 miles west of Deerfield Beach and 4.4 miles east of State Road 7. Mean daily discharge from October 1969 to September 1980 was 177 ft^/s. The maximum and minimum daily discharges were 3,030 and 20 ft-Vs, respectively. The 20 ft-Vs is estimated leakage through the control (U.S. Geological Survey Water Data Report FL-78-2A1). Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during June through November. Mean daily dis charge for June through November 1970-80 was 215 ft^/s. The max imum and minimum daily discharges for the high-flow period were 2,620 and 20 ft 3 /s, respectively. The following table lists the number of days in each June through November period when discharge consisted of leakage only:

___ June "November periods 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 34 days discharge consisted of leakage only.

87 20 13 15 40 22 36 13 38 28

Figure 8 shows flow-duration data for the 11 water years and the 11 June through November periods. Tables 3 and 4 list the flow-duration data for the water years and June through November periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for Hillsboro Canal near Deerfield Beach:

Number ofconsecutive ____ __ __

days 1970 19 7 F Wtt WT3June - November periods___

1975" 1976 1978 1979 1980

306090120183

25154194177252

22233470

125

3884123144214

119188307375353

92167216202248

2454122213241

7986158195190

3047140223204

93118161176210

305460

137182

7079

123126141


17

25 20 15 10 80*032624'

20

15

10

26°00'

25°55

EXPLANATION

CANAL,CONTROL,AND NUMBER

CANAL SITE AND NUMBER

Figure 7. Location of canals, canal sites, controls, and major roads in Broward County.

18

lopooo owCO

H W W

uHPQ O

MW*

O.

O CO

1000

100

10

~nii i i iWATER YEARS

i JUNE NOVEMBER

WATER YEARS

I =

JUNE NOVEMBER JUNE NOVEMBER

WATER YEARS

i i i i i i i io o o o o o o o

CM K) 5J- lf>o to

oCO

o 0>00


Figure 8. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Hillsboro Canal near Deerfield Beach, site 3.

I 000

wCO

PM

H W

O H PQ £> O

S3 M

*v

W O

oCOH P

100

10

60 DAY

30 DAY

I I I_ 10 o o

mOJ

IT) OJ

OIT)

Oo

RECURRENCE INTERVAL.IN YEARS

Figure 9. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Hillsboro Canal at Deerfield Beach, site 3.

19

Cypress Creek Canal at S-37A near Pompano Beach, Site 4

The Cypress Creek Canal is connected to the Pompano Canal, 3 miles west of Pompano Beach (fig. 7). At this point, flow either continues eastward through the Pompano Canal or is diverted south eastward in the Cypress Creek Canal. Discharge in the Cypress Creek Canal is regulated by operation of the salinity-control structure 37A (S-37A) and control structure 37B (S-37B), 2.8 miles upstream of S-37A. Discharge into the Cypress Creek Canal is also affected by operation of control structure 38 (S-38) on the Pompano Canal at Levee 36 (fig. 7). Flow at S-37A is affected by tides and occa sionally reverses.

The gaging station is on the upstream side of the bridge on State Road 811, 300 feet upstream from S-37A and 3 miles southwest of Pompano Beach. Mean daily discharge from October 1969 to Sep tember 1980 was 118 ftVs. The maximum and minimum daily dis charges were 2,950 and 0.0 ftVs, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years oc curred during June through November. Mean daily discharge for June through November 1970-80 was 148 ft-Vs. The maximum and minimum daily discharges for the high-flow period were 1,910 and 0.0 ft-Vs, respectively. The following table lists the number of no-flow days in each June through November period:

June - November periods _1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 20 no-flow days.

91 1 31 26 73 99 111 53 97 85

Figure 10 shows flow-duration data for the 11 water years and the 11 June through November periods. Tables 3 and 4 list the flow-duration data for the water years and June through November periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for Cypress Creek Canal at S-37A near Pompano Beach:

Number of consecutive June - November periods

days

306090

120183

1970

6.5556768

214

1971

005

3657

1972

113118122129158

1973

3592

128148136

1974

4995

109104130

1975

02165

116136

1976

01299

167160

1977

018

102153151

1978

114148189230207

1979

0151379

137

1980

6.770

115153142


20

o owCO

w

HWw

oM

53 M

COM

10,000

I 000

100

10

1.0

0.10

JUNE NOVEMBER

I___I

o-o oo- o o o o o o CM to 4- in to o

ooo en

IDen

oo en

en en


Figure 10. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Cypress Creek Canal at S-37A near Porapano Beach, site 4.

I 000

o oW CO

fe

H W W fe

OMPQS53 M

**

W

O CO

100

10

1.0

= 111 I

183 DAY

120 DAY

90 DAY

DAY

I I I IDo o rsi

(M ID (VI

O O


Figure 11. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Cypress Creek Canal at S-37A near Pompano Beach, site 4.

21

Middle River Canal at S-36 near Fort Lauderdale, Site 5

The Middle River Canal extends eastward from Canal C-42 near Conservation Area 2B through the northern part of the Fort Lauder dale area to the Intracoastal Waterway (fig. 7). Discharge is regulated by operation of salinity-control structure 36 (S-36) and at times is affected by tides and reversed. A bypass feeder canal is connected to the north side of the Middle River Canal, 1 mile west of S-36. Discharge into the feeder canal from the Middle River Canal recharges the Biscayne aquifer in the area of Fort Lauderdale 1 s Prospect well field.

The gaging station is 120 feet upstream from S-36, 1.5 miles east of the bridge on U.S. Highway 441 and 5 miles west of Fort Lauderdale. Mean daily discharge from October 1969 to September 1980 was 65.7 ft Vs. The maximum and minimum daily discharges were 1,490 and -24 ft-Vs, respectively. Table 2 shows the greatest per centage of discharge for the 1970-80 water years occurred during May through October. Mean daily discharge for May through October 1970-80 was 94.8 ft-Vs. The maximum and minimum daily discharges for the high-flow period were 1,200 and 0.0 ft-Vs, respectively. The following table lists the number of no-flow days in each May through October period:

_____________May - October periods________________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 149 174 no-flow days._________

46 126 146 38 102 51 73 57 41

Figure 12 shows flow-duration data for the 11 water years and the 11 May through October periods. Tables 3 and 4 list the flow- duration data for the water years and the May through October pe riods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each May through October period for Middle River Canal at S-36 near Fort Lauderdale:

Number of consecutive May - October periods

days

306090

120183

1970

000

3735

1971

00003

1972

1426385064

1973

00182229

1974

024223232

1975

3.3787

114150

1976

7 4.68116108128

1977

7 4059102102135

1978

9.55194

123150

1979

549297

108151

1980

94135155163161


22

o owCO

wPM

awoH PQ

w o.

COH Q

10,000

I 000

00

10

.0

CO

w p-lEH W W

oH PQ

B25HW~

COH Q

0.10

WATER YEARS

MAY OCTOBER

= MAY OCTOBER

WATER YEARS

Oq - o oo- o o o o o o o

ej ro «* in to r»o oo

oo o>


Figure 12. Flow-duration curves for water years 1970-80 and the May through October periods 1970-80, Middle River Canal at S-36 near Fort Lauderdale, site 5.

000

100

10

DAY

183 DAY

120 DAY

O O r\jm o

mo o

RECURRENCE INTERVAL,IN YEARS

Figure 13. Frequency curves for the indicated number of consecutive days, May through October 1970-80, Middle River Canal at S-36 near Fort Lauderdale, site 5.

23

Plantation Road Canal at S-33 near Fort Lauderdale, Site 6

The Plantation Road Canal (fig. 7) is joined to the North Fork of the New River approximately 4 miles downstream of salinity- control structure 33 (S-33). It extends westward to the Holloway Canal which runs north and south about 1 mile west of the Florida Turnpike. Discharge in the Plantation Road Canal is regulated by S-33 and at times is affected by tides and reversed. Seaward flow in Plantation Road Canal at S-33 is generally small because of its relatively small drainage area (Sherwood and others, 1973, p. 24).

The gaging station is 130 feet upstream from S-33, 0.5 mile east of the bridge on U.S. Highway 441 and 4 miles west of Fort Lauderdale. Mean, daily discharge from October 1969 to September 1980 was 21.1 ft^/s. The maximum and minimum daily discharges were 614 and 0.0 ft-Vs, respectively. Table 2 shows the greatest per centage of discharge for the 1970-80 water years occurred during June through November. Mean daily discharge for June through No vember 1970-80 was 24.8 ft^/s. The maximum and minimum daily dis-«* J

charges for the high-flow period were 604 and 0.0 ftj /s. The fol lowing table lists the number of no-flow days in each June through November period:

____________June - November periods________________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 61 148 no-flow days.________

29 19 14 70 32 49 24 77 92

Figure 14 shows flow-duration data for the 11 water years and the 11 June through November periods. Tables 3 and 4 list the flow-duration data for the water years and the June through Novem ber periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for Plantation Road Canal at S-33 near Fort Lauderdale:


days

306090

120183

1970

007.99.4

17

1971

000.063.06.5

1972

2.614272933

1973

1426333435

1974

1828293031

1975

09

162024

1976

4.319283637

1977

2.39.1

212029

1978

1116192123

1979

0.1311111825

1980

0.962.64.16.6

12


24

.._, 1000 t=

oow

w w

oM PQ t=> O

S3 M

W ,Q I

100 h=

0.10

I PERCENTAGE OF TIME_ DISCHARGE WAS EQUALED OR EXCEEDED

Figure 14. Flow-duration curves for water years 1970-80 and the Jmn through November periods 1970-80, Plantation Road Canal at S-33 near Fort Lauderdale, site 6.

100

O ow

WPL.

Hw

OM PQ

H

10

i.o

o.io

o.oi _ to o o

toCO

toCJ

o too o


Figure 15. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Plantation Road Canal at S-33 near Fort Lauderdale, site 6.

25

North New River Canal near Fort Lauderdale, Site 7

The North New River Canal extends 60 miles from the lower east ern tip of Lake Okeechobee south and east to New River, and thence to the ocean (figs. 4 and 7). Its headwaters near Lake Okeechobee join those of the Hillsboro Canal. Like the Hillsboro Canal, dis charge between the lake and the canal is regulated by hurricane gate structure 4 (HGS-4) and pump station 2 (S-2). At the Palm Beach- Broward County line, about 30 miles downstream from Lake Okeechobee, the North New River Canal is joined by Levee 5 and 6 canals (fig. 4). At this point, discharge is regulated by pump station 7 (S-7) and gates at S-7 that remove floodwaters from agricultural areas to the north into Conservation Area 2A. Inside Conservation Area 2A, the North New River Canal is divided by levees into an upper and lower segment. The lower canal segment collects and distributes water between Conservation Areas 2A and 3A. From the southern edge of Conservation Area 2B, flow in the North New River Canal is southeastward to the control at Sewell Lock. In this reach, the discharge is augmented by seepage and inflow from several lateral canals. Flow at times is affected by tides.

The gaging station is 20 feet upstream from the salinity- control structure at Sewell Lock, 6 miles southwest of Fort Lauder dale. Mean daily discharge from October 1969 to September 1980 was 176 ft^/s. The maximum and minimum daily discharges were 2,160 and 15 ft^/s, respectively. The 15 ft^/s value is estimated leakage through the control (U.S. Geological Survey Water Data Report FL-78-2A1, 1979). Table 2 shows the greatest percentage of dis charge for the 1970-80 water years occurred during June through November. Mean daily discharge for June through November 1970-80 was 207 ft^/s. The maximum and minimum daily discharges for the high-flow period were 1,700 and 15 ft^/s, respectively. The fol lowing table lists the number of days in each June through November period when flow consisted of leakage only:

June - November periods1970 1971 1972 1973 1974 1975 1976 1977 1978^19 7T 19FOJKW.

Number of 4 days discharge consisted of leakage only.

48 20 23 30 13 11 16

Figure 16 shows the flow-duration data for the 11 water years and the 11 June through November periods. Tables 3 and 4 list the flow-duration data for the water years and the June through Novem ber periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for North New River Canal near Fort Lauderdale:

Number ofconsecutive _________________________________________

days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 198IJJune - November periods

306090

120183

95197217227540

2527373991

55112149166205

356193

134134

34152141155161

15100139186182

3254

102150149

3872

133202224

137156181184203

68119118145166

146189200227217


26

10,000o ow

w

H W W

oH PQ

O

53 HW*

oW M Q

1000

100

10

WATER YEARS

JUNE NOVEMBERJUNE NOVEMBER

I I

q - q oo - o o o o o o o

<M ro ^- in to h_O 00

O O)

in O)

CO O)


Figure 16. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, North New River Canal near Fort Lauderdale, site 7.

000

o o w wtfH PH

H W H Fn

CJM PQ &CJ

23 Mw" Q

wH Q

100

10

n I I T I =

_ IOo o

o o

RECURRENCE INTERVAL, IN YEARS

Figure 17. Frequency curves for the indicated number of consecutive days, June through November 1970-80, North New River Canal near Fort Lauderdale, site 7.

27

South New River Canal at S-13 near Davie, Site 8

The South New River Canal originates in Conservation Area 3A in western Broward County and flows eastward for 23 miles to the junction with the Dania Cutoff Canal and the South Fork New River (fig. 7). The South Fork New River flows northeastward joining the New River system, whereas the Dania Cutoff Canal continues eastward to the Intracoastal Waterway. Between Conservation Area 3A and the Florida Turnpike, many drainage and irrigation canals enter the South New River Canal from both sides.

The amount and direction of flow in the South New River Canal are regulated by three control structures (fig. 7). Backpumping station 9 (S-9), 15 miles west of U.S. Highway 441, is the only pumping station on the southeast boundary of the conservation areas. Station S-9 re moves floodwaters from the canal into Conservation Area 3A for use dur ing dry periods (Sherwood and others, 1973, p. 27). Control structure 13A (S-13A) regulates flow in the central reach of the canal. Pumping station 13 (S-13) and the gate at S-13 assist gravity flow by pumping seaward excess water during flood periods. During dry periods, S-13 is used to regulate discharge from the South New River Canal. Flow is af fected by tides and sometimes reversed.

The gaging station is 150 feet upstream from S-13, 300 feet west of U.S. Highway 441, and 1.5 miles east of Davie. Mean daily discharge from October 1969 to September 1980 was 142 ft^/s. The maximum and minimum daily discharges were 987 and -111 ft^/s, respectively. The -111 ft^/s discharge represents reverse flow. Table 2 shows the great est percentage of discharge for the 1970-80 water years occurred during June through November. Mean daily discharge for June through November 1970-80 was 164 ft-^/s. The maximum and minimum daily discharges for the high-flow period were 871 and -111 ft^/s, respectively. The fol- following table lists the number of backpumping or no-flow days in each June through November period:

June - November periodsT£ W>_____________1970 1971 1972 19/3 1974 1975 1976 1977 1978 1979 1980

Number of back- 0 17 4 16 9239 102 pumping, no- flow, or reverse

flow days.__________________________________________________

Figure 18 shows flow-duration data for the 11 water years and the 11 June through November periods. Tables 3 and 4 list the flow-duration data for the water years and the June through November periods, respec tively .

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for South New River Canal at S-13 near Davie:

Number ofconsecutive _____________June-November periods______________

days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

30 151 24 72 67 64 78 83 23 114 145 23960 173 31 100 87 82 93 158 50 132 160 25690 183 42 121 108 97 110 185 125 151 174 268

120 189 48 130 116 109 113 197 134 162 180 269183____229 63 152 121 120 120 211 143 167 198 272


28

o cjwCO

w

H W

Pn

CJM M

CJ

S3

aCJ CO H P

I 000

100

10

1.0

0.10

I i i i rWATER YEARS

JUNE NOVEMBER

WATER YEARS

5 2 q o o o o o o o o cj K> ^- m <o ^ o00

off>oo


Figure 18. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, South New River Canal at S-13 near Davie, site 8.

000

oCJH CO

CJM

cj!3

CJ CO

100

10

183 DAY120 DAYH

90 DAY

60 DAY

30 DAY

O -

inCJ

O m

O o


Figure 19. Frequency curves for the indicated number of consecutive days, June through November 1970-80, South New River Canal at S-13 near Davie, site 8.

29

Snake Creek Canal at S-29, North Miami Beach, Site 9

The Snake Creek Canal originates in Conservation Area 3B in western Broward County (fig. 7). The canal is the primary drainage canal for the coastal area along the Dade-Broward County boundary and forms the south hydraulic boundary for Broward County (Sherwood and others, 1973, p. 27). Discharge into the canal is chiefly by ground-water inflow, although a considerable amount of surface runoff can occur during rainy periods. Water from the conservation areas to the canal is manipulated by control structure 30 (S-30), 0.75 mile east of Levee 33 (Sherwood and others, 1973, p. 27). Flow is regulated by the operation of the salinity-control struc ture 29 (S-29) that provides flood protection during wet periods and prevents saltwater intrusion during dry periods. Flow is af fected by tides and is sometimes reversed.

The gaging station is on the downstream side of the West Dixie Highway bridge in North Miami Beach, 0.3 mile upstream from S-29 (fig. 20). Mean daily discharge from October 1969 to September 1980 was 346 ft-Vs. The maximum and minimum daily discharges were 2,250 and 0.0 ft-Vs, respectively. Table 2 shows the greatest per centage of discharge for the 1970-80 water years occurred during June through November. Mean daily discharge for June through No vember 1970-80 was 468 ft-Vs. The maximum and minimum daily dis charges for the high-flow period were 1,790 and 0.0 ft-Vs, respec tively. The following table lists the number of no-flow days in each June through November period:

_____________June - November periods____________ __________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 13 10 3 21 27 23 16 54 35 55 49

no-flow days.___________________________________________


The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for Snake Creek Canal at S-29, North Miami Beach:

Number of consecutive ____________June - November periods_____________

days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

30 169 209 199 195 49 147 313 67 251 93 19460 288 282 295 332 257 355 433 212 356 134 23990 312 328 364 506 315 481 566 521 385 184 301120 328 346 416 607 351 531 558 476 456 358 310183____491 357 527 543 329 596 607 560 452 375 321


30

80° 20'

26°55'

ROWARB COUNTY DM)E COUNTY

North M\a m i Beac n\ 9

BISCAYNE I CANAL

LITTLE RIVER CANAL

HIALEAH

1 MIAMI INW 36th Street <

MiamilSpri ngs

MIAMI SPR|NGS- HIALEAH WELLFIEL

Coral Gables

ALEXANDERORR

WELLFIELO

LOCATION MAP

cr^ ^i

2 3 4MILESi__i___i

,S-22EXPLANATION

Canal, Control, and Number Canal Site and Number

Figure 20. Location of canals, canal sites, controls, and major roadsin northeast Bade County.

31

oCJwGO

w

Hw w

Mw~O

00M O

iopoo

1000

100

10

q - q oo-

JUNE NOVEMBER

WATER YEARS

o o o o o o CM rO < in <O

ON-

o oo m oo o>


Figure 21. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Snake Creek Canal at S-29, North Miami Beach, site 9.

oCJM oo

HM w

CJ

S3M

**

o

00 H

I 000

100

10

= 11 I

_ 10 o o -

in PJ

183 DAY

I =

120 DAY

30 DAY

in CM

O in

O O

RECURRENCE INTERVAL, IN YEARS

Figure 22. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Snake Creek Canal at S-29, North Miami Beach, site 9.

32

Biscayne Canal at S-28 near Miami, Site 10

The Biscayne Canal extends east about 10 miles from State Road 826 and then southeast to upper Biscayne Bay in north Dade County (fig. 20). Discharge is regulated by the operation of salinity-control structure 28 (S-28), 1.2 miles upstream of the canal's mouth. Flow is at times affected by tides and is occa sionally reversed.

The gaging station is 100 feet upstream from S-28, 0.7 mile upstream from U.S. Highway 1, and 1.7 miles north of Miami. Mean daily discharge from October 1969 to September 1980 was 77.5 ft^/s The maximum and minimum daily discharges were 1,260 and 0.0 ft^/s, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during May through October. Mean daily discharge for May through October 1970-80 was 119 ft^/s the maximum and minimum daily discharges for the high-flow period were 956 and 0.0 ft^/s, respectively. The following table lists the number of no-flow days in each May through October period:

_____________May - October periods___________________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980


98 63 40 57 70 34 75 83 26 69

Figures 23 shows flow-duration data for the 11 water years and the 11 May through October periods. Tables 3 and 4 list the flow- duration data for the water years and the May through October peri ods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each May through October period for Biscayne Canal at S-28 near Miami:

Number of consecutive May through October periods

days

306090

120183

1970

5.514315185

1971

437564784

1972

426067

107135

1973

05297

113130

1974

246496

113123

1975

2036468385

1976

53132154191178

1977

7.58

124114157

1978

1 3862728898

1979

405173

106148

1980

1224618177


33

wCO

Pi w

H W W

uM PQ

Mt*

W

oCO

I 000

100

10

1.0

0.10

I I I I I TWATER YEARS

MAY OCTOBER

WATER YEARS MAY OCTOBER

I___I

9-0 oo- o o o o o

CM fO < inoN-

ooo 10 oo


Figure 23. Flow-duration curves for water years 1970-80 and the May through October periods 1970-80, Biscayne Canal at S-28 near Miami, site 10.

000

o uwCO

wP-4

H W

CJM PQ

8M

e>

uCOMO

too

10

1.0

till

30 DAY

_ 10 o o -

10 10t\i

O 10

O O


Figure 24. Frequency curves for the indicated number of consecutive days, May through October 1970-80, Biscayne Canal at S-28 near Miami, site 10.

34

Little River Canal at S-27, Miami, Site 11

The Little River Canal is approximately 11 miles long and extends from upper Biscayne Bay 4.5 miles northwesterly and then westerly to 87th Avenue, 0.1 mile northeast of the Miami Canal (fig. 20). Discharge in Little River Canal is affected by inflow from numerous lateral canals and is regulated by operation of salinity-control structure 27 (S-27), 1.6 miles upstream of its mouth. Flow is at times affected by tides and is sometimes re versed.

The gaging station is at N.E. 2nd Avenue in Miami, 0.4 mile upstream from S-27. Mean daily discharge from July 1973 to Septem ber 1980 was 138 ft^/s. The maximum and minimum daily discharges were 921 and 0.0 ft^/s, respectively. Table 2 shows the greatest percentage of discharge for the 1974-80 water years occurred during May through October. Mean daily discharge for May through October 1974-80 was 185 ft^/s. The maximum and minimum daily discharges for the high-flow period were 892 and 0.0 ft^/s, respectively. The following table lists the number of no-flow days in each May through October period:

____________May - October periods____________ ____________1974 1975 1976 1977 1978 1979 1980

No-flow days____5_____9_____0_____4_____4____9_____6_

Figure 25 shows flow-duration data for the 7 water years and the 7 May through October periods. Tables 3 and 4 list the flow- duration data for the water years and the May through October pe riods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each May through October period for Little River Canal at S-27, Miami:

Number ofconsecutive

days

306090120183

1974

124196199207205

1975

99129165174176

May - October periods1976

130163170191196

1977

82165174171222

1978

121147147154155

1979

57647399166

1980

100113152160172


35

DISCHARGE,IN CUBIC

FEET PER SECOND

DISCHARGE,IN CUBIC

FEET

PER SECOND

a O

QP

i C

en

(D

CO

PJ

rt> i n

o>

(-

O

X>

c c

00

<t>cr

3 n

o^s

o rr

nO

C

cr i

-tft>

<

i ft) CO

00

rrO

=T

f rt)

H-

3rr

a

pd

rt)

H. a

<

<D

3

o c

r0)

0)

0) T

O OCO

3

I co

(O

rt>

«>j

n-

c rr

H-

< 0)

O § O M M M | H

2!

O oo

o

o

1.01

1.0

5

III

1.25

10 25 50

100

I I

II III

O

P

II

rr

00

. cr

C

-)

i-J

O

<D

C'

00

S3

cr

LH

O

*l

n

irr

ht

jO

h

-C

T O

(D

^M

I a

13

C<t)

1-1

O

H.

CX

oco

3

i

O^o

c"«

4 -)

P* <

I (D

00

CO

O ft)

PJ

t

i-J COO PJ

i-

' 3

vO

PJ

-«J

H-

* I

PJ

00

rt

O

CO

PJI

3N

) C

u

3* n>

w ?3

O

W w

o o M (/>

o s M 5 (/> w

o I M

O O

*» W

X o

w s §

Miami Canal at N.W. 36th Street, Miami, Site 12

The Miami Canal is a manmade extension of the Miami River. The Miami River originally extended inland from Biscayne Bay to just west of N.W. 27th Avenue (fig. 20). Dredging of the Miami Canal began in 1909 and proceeded northwestward into the Everglades. The lower section of the canal was completed in 1932 and extended from Miami to the South New River Canal. The middle section extended from the South New River Canal to the Bolles Canal and the upper section from Bolles Canal to Lake Okeechobee. However, because of the poor conveyance capacity of the middle section, the upper and lower sections were essentially independent of each other (Parker and others, 1955, p. 406). Because of this, a new canal was con structed during 1967-69, in place of and parallel to the old Miami Canal to more effectively route water from Lake Okeechobee (Meyer, 1972, p. 46).

Excess water in the upper Miami Canal drainage area is pumped by pumping station 3 (S-3) into Lake Okeechobee (fig. 4). In the middle reach of the canal from the Bolles Canal, 40 miles southward to the L-30 Canal, excess water is pumped southward by pumping sta tion 8 (S-8) and gate into Conservation Area 3A. Control structures 151 (S-151) and 31 (S-31) regulate flow from Conservation Areas 3A and 3B to the lower reach of the Miami Canal, and control struc tures 32 (S-32) and 32A (S-32A) regulate seepage from Conservation Area 3B into the lower reach of the Miami Canal (figs. 1 and 7). The lower reach drains Hialeah and Miami Springs and is an impor tant source of recharge to Miami Springs-Hialeah well fields (fig. 20). Discharge is affected by levee and control structures 31 (S-31), 32 (S-32), and 32A (S-32A) and by salinity-control struc ture 26. Seepage losses above the gaging station occur through the canal bed into the surficial aquifer in the vicinity of the Miami Springs-Hialeah well field also. Flow at times is affected by tides and is sometimes reversed.

The gaging station is at the downstream end of the N.W. 36th Street bridge fender at Miami, 200 feet upstream from S-26. Mean daily discharge from October 1969 to September 1980 was 225 ft 3 /s. The maximum and minimum daily discharges were 1,220 and 0.0 ft^/s, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during June through Novem ber. Mean daily discharge for June through November 1970-80 was 264 ft^/s. The maximum and minimum daily discharges for the high- flow period were 1,000 and 0.0 ft-Vs, respectively. The following table lists the number of no-flow days in each June through Novem ber period:


Number of 4000560003 76

no-flow days._____________________________________________

37


The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for Miami Canal at N.W. 36th Street, Miami:


days

306090120183

1970

297380446428493

1971

365068135158

1972

90176228260304

1973

77158215277282

1974

96115149167165

1975

64116131165199

1976

167196230259288

1977

194220287283305

1978

249272305341361

1979

176194222269278

1980

0.3330529075


Tamiami Canal Outlets, Monroe to Carnestown, Site 13

The Monroe to Carnestown section is the westernmost section of the Tamiami Canal outlets (fig. 29). Flow is to the south through 19 outlets. Discharge consists of runoff from the Big Cypress Swamp watershed through the Tamiami Canal outlets from Monroe, 55 miles west of Miami to a point 1 mile east of State Highway 29 at Carnes town. Flow at the westernmost outlets is slightly affected by tides.

Mean daily discharge from October 1969 through September 1980 was 334 ft^/s. The maximum and minimum daily discharges were 4,980 and 0.0 ft^/s, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during July through October. Mean daily discharge for July through Octo ber 1970-80 was 739 ft^/s. The maximum and minimum daily dis charges for the high-flow period were 4,980 and 5.2 ft^/s, respec tively. The following table lists the number of no-flow days in each July through October period:

________________July - October periods__________________________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 00000000000

no-flow days._______________________________________________

Figure 30 shows flow-duration data for the 11 water years and the 11 July through October periods. Tables 3 and 4 list the flow- duration data for the water years and the July through October pe riods, respectively.

38

DISCHARGE,IN CUBIC

FEET PER

SECOND

OJ

coH

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S § O w M 1 2!

HJ w

DISCHARGE,IN CUBIC

FEET PER SECOND

o

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1.01

I 05

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12

5

10

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to n

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25 i M

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o

w M o M

O

BIG CYPRESS SWAMP

IF"STATION

15

EVERGLADES NATIONAL

Ok PARK

GULF OF ; MEXICO \

EXPLANATION DIRECTION OF FLOW

CANAL LEVEE

LOCATION

FLOW IS TO SOUTH THROUGH 19 OUTLETS

FLOW IS TO SOUTH THROUGH 29 OUTLETS AND S-14

STATION 13, MONROE TO CARNESTOWN STATION 14,40-MILE BEND TO MONROE

FLOW IS TO SOUTHTHROUGH

4 CONTROL STRUCTURES

CONTROL STRUCTURES

40-MIL BEND

STATION 15

EVERGLADES NATIONAL PARK

FLOW IS TO SOUTHTHROUGH

19 OUTLETS AND S-I2E

LEVEE 29CULVERTJ

STATION 16

19________

COOPERTOWN

5MILES

STATION 15,LEVEE 67-A TO 40-MILE BEND STATION 16,LEVEE 30 TO LEVEE 67A

Figure 29. Location of the Tamiami Canal outlets.

40

o owCO

w

H W W

o55

w Q

oCO

o o wCO

wPM

W W

OH PC

O

55

w Q

oCO H Q

10,000

000

00

.0

0.10 I___I

5 2o- o o o o o

OJ rO <fr tooto

O 00

oo


Figure 30. Flow-duration curves-for water years 1970-80 and the July through October periods 1970-80, Tamiami Canal outlets, Monroe to Carnestown, site 13.

10,000

000

00

10

90 DAY

_ IO IO O O co

mCVJ

Oino o


Figure 31. Frequency curves for the indicated number of consecutive days, July through October 1970-80, Tamiami Canal outlets, Monroe to Carnestown, site 13.

41.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each July through October period for Tamiami Canal outlets, Monroe to Carnestown:

Number of"~~~

consecutive ^______July - October periods___________________days T970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

30 428 283 118 476 171 393 324 277 287 247 4060 660 678 158 825 351 444 630 921 405 416 24290 738 1,140 367 1,000 551 586 859 824 433 746 475120____857 1,250 320 929 611 660 886 937 430 815 451


Tamiami Canal Outlets, 40-Mile Bend to Monroe, Site 14

Discharge for Tamiami Canal outlets, 40-Mile Bend to Monroe, consists of runoff from the Big Cypress Swamp watershed. Discharge is to the south through 29 bridges (fig. 29).

Mean daily discharge from October 1969 through September 1980 was 210 ft^/s. The maximum and minimum daily discharges were 1,690 and 0.0 ft^/s, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during July through October. Mean daily discharge for July through Octo ber 1970-80 was 429 ft^/s. The maximum and minimum daily discharges for the high-flow period were 1,690 and 4.7 ft^/s, respectively. The following table lists the number of no-flow days in each July through October period:

July - October periodsT£ W>__________19/1 1972 1973 19/4 1975 19/61977 1978 1979 1980

Number of 00000000000 no-flow days._____________________________________________


The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each July through October period for Tamiami Canal outlets, 40-Mile Bend to Monroe:

Number or consecutive u- ~^cer____________ _ ,_

days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

30 143 94 65 262 141 227 243 136 219 62 11660 232 361 145 453 191 287 383 178 292 176 25190 342 559 154 589 322 318 518 406 374 261 405

120 ____ 472 606 162 591 368 389 505 396 450 390 355


42

DISCHARGE,IN CUBIC FEET PER SECOND

DISCHARGE,IN CUBIC FEET PER SECOND

W

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rr

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t-

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o

o

o

o b o o

Tamiami Canal Outlets, Levee 67A to 40-Mile Bend near Miami, Site 15

Discharge for Taraiami Canal outlets, Levee 67A to 40-Mile Bend, consists of discharge through S-12 structures A, B, C, and D from Conservation Area 3A (fig. 29).

Mean daily discharge from October 1969 through September 1980 was 685 ft^/s. The maximum and minimum daily discharges were 4,700 and 0.0 ft-Vs, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during September through December. Mean daily discharge for September through December 1970-80 was 961 ft-Vs. The maximum and minimum daily discharges for the high-flow period were 3,860 and 270 ft^/s, respectively. The following table lists the number of no-flow days in each September through December period:

__________September - December periods___________ __________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 00000000000

no-flow days._____________________________________________

Figure 34 shows flow-duration data for the 11 water years and the 11 September through December periods. Tables 3 and 4 list the flow-duration data for the water years and the September through December periods, respectively.

Table 5 presents discharges to the Everglades National Park through the S-12 structures (A-D) for site 15 and shows the actual, scheduled, and surplus discharge to the park for the indicated water years.

The following table shows the lowest mean discharge (in cubic feet per secon<}) for selected periods of consecutive days in each September through December period for Tamiami Canal outlets, Levee 67A to 40-Mile Bend near Miami:

Number of consecutive __________September - December periods

days

306090

120

1970

407765823769

1971

519678777736

1972

584709775762

1973

485647786773

1974

713893

1,0401,440

1975

524772859816

1976

583758873

1,040

1977

528740889862

1978

620835

1,1301,280

1979

596935

1,2201,140

1980

564742826972


44

lopooo owCO

W 1000

HW W

100

w o

oC/3

o u w wtf w

Hw w

o525

w o.

10

1 I I I I IWATER YEARS

^SEPTEMBER DECEMBER

WATER YEARS

SEPTEMBER DECEMBER

i i i i o o O

o o o o o o o o CM to ^j- in to r-

o00

m o>

ooo>


Figure 34. Flow-duration curves for water years 1970-80 and the September through December periods 1970-80, Tamiami Canal outlets, Levee 67A to 40-Mile Bend near Miami, site 15.

10,000

I 000

100

120 DAY90 DAY

60 DAY

30 DAY

m m O c\j

Oin

oO


Figure 35. Frequency curves for the indicated number of consecutive days, September through December 1970-80, Tamiami Canal outlets, Levee 67A to 40-Mile Bend near Miami, site 15.

45

Table 5. Discharges to the Everglades National Park through Tamiami Canal outlets, Levee 67A to 40-Mile Bend near Miami, site 15

[Discharge in thousands of acre-feet]

Water year

1970

1971

1972

1973

1974

1975

1976

1977

1978

1979

1980

Value

Actual ScheduledSurplus

ActualScheduledSurplus










Discharge (acre- feet x 1000)

1,753.33 260.00

1,493.33

255.86250.20

5.66

316.90249.4267.48

268.21260.008.21

428.34260.00168.34

304.09260.0044.09

344.37260.0084.37

273.21260.0013.21

516.87260.00256.87

371.50260.00111.50

623.20260.00363.20

46

Tamiami Canal Outlets, Levee 30 to Levee 67A near Miami, Site 16

Discharge for Tamiami Canal outlets, Levee 30 to Levee 67A near Miami, consists of seepage through Levee 29 from Conservation Area 3B and occasional releases through a culvert in Levee 29 at Coopertown. Flow is through 19 outlets and S-12E (fig. 29).

Mean daily discharge from October 1969 through September 1980 was 64.1 ft^/s. The maximum and minimum daily discharges were 456 and 0.0 ft-Vs, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during September through February. Mean daily discharge for September through Feb ruary 1970-81 was 69.4 ft^/s. The maximum and minimum daily dis charges for the high-flow period were 380 and 0.0 ft^/s, respec tively. The following table lists the number of no-flow days in each September through February period:

___________September - February periods___________1970 1971 1973 1973 1974 1975 1976 1977 1978 1979 1980 to to to to to to to to to to to1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 1981


0 0 0 18 0 0 0 0

Figure 36 shows flow-duration data for the 11 water years and the 11 September through February periods. Tables 3 and 4 list the flow-duration data for the water years and the September through February periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each September through February period for Tamiami Canal outlets, Levee 30 to Levee 67A near Miami (no 183 consecutive-day value was com puted as there are only 181 days in the months September through February):

___________September - February periods_____________Number of 1970 1971 1973 1973 1974 1975 1976 1977 1978 1979 1980 consecutive to to to to to to to to to to to

days 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 1981

306090120

6.69.4

1630

16273034

15212332

1.87.9

1330

11182532

8.9132243

16263553

41454951

55617283

50515759

2.68.5

1826


47

oCJW CO

w

Hw w PnCJH PQ !=> O

w

COMQ

I 000 i=

100 =:

SEPTEMBER FEBRUARYSEPTEMBER FEBRUARY

CJ ro sfr m CO00-


Figure 36. Flow-duration curves for water years 1970-80 and the September through February periods 1970-81, Tamiami Canal outlets, Levee 30 to Levee 67A near Miami, site 16.

100

wCO

wP-4

HWw

CJ HPQ8Bw"

oCOH Q

10

1.0

|

30 DAY

J_|__I_ in _ o o -

inCJ

inCJ

o in

o o


Figure 37. Frequency curves for the indicated number of consecutive days, September through February 1970-81, Tamiami Canal outlets, Levee 30 to Levee 67A near Miami, site 16.

48

Tamiami Canal near Coral Gables, Site 17

Discharge for Tamiami Canal near Coral Gables consists of flow in Tamiami Canal eastward from Levee 30 (fig. 38). Discharge in the canal is controlled by control structure 334 (S-334), 10.5 miles upstream from the gaging station (site 17), and is regulated by salinity-control structure 25B (S-25B), 4.7 miles downstream from the gaging station (fig. 20). Flow is diverted to and from Snapper Creek Canal, 3.5 miles upstream from the gaging station, and can be affected by tide.

The gaging station is 0.5 mile upstream from Coral Gables Canal and 3.5 miles west of Coral Gables. Mean daily discharge from Octo ber 1969 to September 1980 was 131 ft^/s. The maximum and minimum daily discharges were 490 and -28 ft^/s, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during July through December. Mean daily discharge for July through December 1970-80 was 156 ft^/s. The maximum and minimum daily discharges for the high-flow period were 384 and 10 ft^/s, respectively. The following table lists the number of no-flow days in each July through December period:

____________July - December periods_____________ __________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 00000000000

no-flow days._____________________________________________

Figure 39 shows flow-duration data for the 11 water years and the 11 July through December periods. Tables 3 and 4 list the flow-duration data for the water years and the July through Decem ber periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each July through December period for Tamiami Canal near Coral Gables:

Number of consecutive ____________July - December periods

days

306090

120183

1970

148151172185183

1971

7788

120132125

1972

789391

101108

1973

109111121139145

1974

7089

102111110

1975

5369939299

1976

25718895

110

1977

47122164149178

1978

197202209224228

1979

186200204217219

1980

173179180201202


49

80°55 26°00'

80° 05'

COUNTY SNAKE CR

COUNTY

£/ CONSERVATION jfff AREAS

3 A */ 3 B

SEE FIG. 20

EVERGLADES

S-I76«,L MOMESTE

EXPLANATION

CANAL^ONTROLAND NUMBER

19 CANAL SITE AND NUMBER

25 10'-

Figure 38. Location of selected canals, canal sites, controls, and majorroads in Bade County.

50

o o w co

w

Hw w PnoM

S5 M

*»

W O

oCO

o uwCO

PL*

HwW

OH

oS5 Hf

W

oCOH


Figure 39. Flow-duration curves, for water years 1970-80 and the July through December periods 1970-80, Taraiami Canal near Coral Gables, site 17.

I 000 r=

100

10

I

DAY120 DAY ZZ

_ to tOO O co

IT) CJ

oIT)

O O


Figure 40. Frequency curves for the indicated number of consecutive days, July through December 1970-80, Tamiami Canal near Coral Coral Gables, site 17.

51

Snapper Creek Canal at S-22 near South Miami, Site 18

Snapper Creek Canal is about 19 miles long and extends from just south of the Pennsuco Canal, due south about 9 miles to a junction with the Tamiami Canal, then south and east to Biscayne Bay (fig. 38). From north to south, the canal is joined by nu merous canals that, depending on head differentials, contribute to the discharge or divert it into other canals. Flow is generally to the south, but because of the lateral canals and regulation of salinity-control structures on the Tamiami and Snapper Creek Ca nals, flow occasionally reverses. Discharge is affected by seepage losses through the canal bed into the Miami-Dade Water and Sewer Authority's Alexander Orr Well Field in southwest Miami (fig. 20).

The gaging station is 300 feet upstream from salinity-control structure 22 (S-22), 1.4 miles upstream from the mouth of the ca nal, and 2.5 miles south of South Miami (fig. 20). Mean daily dis charge from October 1969 to September 1980 was 173 ft^/s. The max imum and minimum daily discharges were 1,280 and 0.0 ft^/s, respec tively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during June through November. Mean daily discharge for June through November 1970-80 was 281 ft^/s. The maximum and minimum daily discharges for the high-flow period were 1,280 and 0.0 ft^/s, respectively. The following table lists the number of no-flow days in each June through November period:

__________________June - November periods______________________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 50 82 12 56 47 24 17 73 32 73 57

no-flow days.___________________________________________

Figure 41 shows flow-duration data for the 11 water years and the 11 June through November periods. Tables 3 and 4 list the flow- duration data for the water years and June through November periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for Snapper Creek Canal at S-22 near South Miami:

Number of consecutive _____ June - November periods

days

306090120183

1970

81150198203255

1971

62028120157

1972

224288355361381

1973

0115213310269

1974

082146157181

1975

83209271262321

1975

186340476498507

1977

4.99215300287

1978

5 153201209229246

1979

01344108240

1980

51121203251249


o ow

w

H W W

CJHPQCJ

25

C?

O CO

10,000

I 000

00

10

.0

0.10

JUNE NOVEMBER

WATER YEARS

I___I

WATER YEARS

I I I I I

JUNE NOVEMBER

o - o oo- o o o o o o

c\j ro <t m to o o r^. oom oo

O)


Figure 41. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Snapper Creek Canal at S-22 near south Miami, site 18.

000

o cjwCO

wPL,

H W W

CJH PQfaCJ

WC)

CJ CO

100

10

1.0

183 DAY

120 DAY

_ m in(VJ

in oin o o


Figure 42. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Snapper Creek Canal at S-22 near south Miami, site 18.

53

Black Creek Canal at S-21 near Goulds, Site 19

Black Creek Canal extends from Levee 31-N Canal in central Dade County to Biscayne Bay at Black Point (fig. 38). Flow is regulated by operation of control structure 148 (S-148), by salinity-control structure 21 (S-21), and by pumpage for irrigation. Flow is af fected by tide and is occasionally reversed.

The gaging station is in the control house of S-21, 0.5 mile upstream from the mouth and 3.5 miles east of Goulds. Mean daily discharge from October 1969 to September 1980 was 127 ft 3 /s,not including the period January through September 1978 when no record was available. The maximum and minimum daily discharges were 2,290 and 0.0 ft3 /s, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during June through November. Mean daily discharge for June through November 1970-77 and 1979-80 was 203 ft3 /s. The maximum and minimum daily discharges for the high-flow period were 2,290 and 0.0 ft 3 /s, re spectively. The following table lists the number of no-flow days in each June through November period:

____________June - November periods__________________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of no-flow days.

52 11 50 52 22 20

Figure 43 shows flow-duration data for the 10 water years, the 10 June through November periods, plus October and November 1978. Tables 3 and 4 list the flow-duration data for the water years and the June through November periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for Black Creek Canal at S-21 near Goulds:


days

306090

120183

1970

104139152147205

1971

111987

171165

1972

136160188186223

1973

1152

123185157

1974

07793

103114

1975

62122128129153

1976

61142219237255

1977

132191220327297

1978 1979

67 130 135-- 176 199

1980

135169225236236


54

oCJwCO

Pi! W

HW W

CJ M PQ

O

S5

W O

CJ COM Q

10,000

I 000

100

10

.0

0.10

JUNE NOVEMBER

I____I

oCJwCO

w

w

M«8

O

CJ COMQ

a 2 o o o - O O O O O O o

cvj ro ^ in to N>o oo

oO)

m oo


Figure 43. Flow-duration curves for water years 1970-77, 1979-80, and October through December 1977, and the June through November periods 1970-77, 1979-80, and October and November 1978, Black Creek Canal at S-21 near Goulds, site 19.

I 000 c=

100

10

= 111

183 DAY

30 DAYJ_J__I

_ in _ o o -

mCJ

mCM

o in

O o


Figure 44. Frequency curves for the indicated number of consecutive days, June through November 1970-77 and 1979-80, Black Creek Canal at S-21 near Goulds, site 19.

55

Mowry Canal at S-20F, Site 20

Mowry Canal extends from Levee 31-N Canal in a easterly direc tion to Biscayne Bay, 2 miles north of Turkey Point (fig. 38). Flow in the Mowry Canal is regulated by operation of control struc tures 196 (S-196), 167 (S-167), and 179 (S-179), by salinity-control structure 20F (S-20F), and by pumpage for irrigation. Flow is af fected by tides and is occasionally reversed.

The gaging station is in the control house for S-20F, 0.5 mile upstream from the mouth of Mowry Canal and 8 miles east of Home stead. Mean daily discharge from March 1970 to September 1980 was 204 ft-Vs. The maximum and minimum daily discharges were 1,870 and 0.0 ft-Vs, respectively. Table 2 shows the greatest percent age of discharge for the period March 1970 through September 1980 occurred during June through November. Mean daily discharge for June through November 1970-80 was 304 ft^/s. The maximum and minimum daily discharges for the high-flow period were 1,720 and 0.0 ft-Vs, respectively. The following table lists the number of no-flow days in each June through November period:

_______________June - November periods____________________________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 33 60 11 23 43 26 5 11 3 37 10

no-flow days.______________________________________________________

Figure 45 shows flow-duration data for the 10 1/2 water years and the 11 June through November periods. Tables 3 and 4 list the flow-duration data for the water years and the June through Novem ber periods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for Mowry Canal at S-20F:

Number of consecutive ____________June - November periods________________

days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

306090120183

2846129180231

274171

130173

128223265281345

69164241285266

0117163165180

154265275294333

275346427430488

124193274288323

186307417430430

6584102155237

221237270301340


56

wCO

Pi w

H W W

H PQ

10,000

1000

100

10

.0oCO

W CO

W

H W W

PQ

B

W Q

COM O

0.10

I I I I T

WATER YEARS

JUNE NOVEMBER

WATER YEARS

o - o o o o o o o o

CM ro <fr 10 U>O 00

o0>

lO 0>

00 O)


Figure 45. Flow-duration curves for March 1970 through September 1980 and the June through November periods 1970-80, Mowry Canal at S-20F, site 20.

I 000 rn

100

10

T T

183 DAY

120 DAY

_' in _O O -

O O

RECURRENCE INTERVAL,IN fEARS

Figure 46. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Mowry Canal at S-20F, site 20

57

Canal 111 Above S-18C near Florida City, Site 21

Canal 111 ext'ends from Levee 31-N Canal at control structure 176 (S-176), about 5 miles west of Homestead, south and southeast to Barnes Sound (fig. 38).

The gaging station is in the control house of control struc ture 18C (S-18C), 8.5 miles south of Florida City (fig. 38). Mean daily discharge from October 1969 to September 1980 was 57.5 ft-Vs, The maximum and minimum daily discharges were 1,570 and 0.0 ft^/s, respectively. Table 2 shows the percentage of discharge for the 1970-80 water years occurred during May through October. Mean daily discharge for May through October 1970-80 was 97.7 ft^/s. The maximum and minimum daily discharges for the high-flow period were 1,570 and 0.0 ft^/s, respectively. The following table lists the number of no-flow days in each May through October period:

May - October periods _1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980


89 17 58 184 132 58 33 144 138 128

Figure 47 shows flow-duration data for the 11 water years and the 11 May through October periods. Tables 3 and 4 list the flow- duration data for the water years and the May thorugh October peri ods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each May through October period for Canal 111 above S-18C near Florida City:

Number of consecutive May - October periods

days

306090

120183

1970

07.8

143126

1971

0.25

1.41.196.6

1972

10354781

277

1973

0.03

105368

1974

00000

1975

06.1

426569

1976

16122159133161

1977

00

6764

124

1978

00

2015

109

1979

020142776

1980

3.4103106107147


58

o o w co

wCM

H W W

CO M PQ D CJ

C)

CJ

M P

10,000

I 000

00

.0

0.10

MAY OCTOBER

I I I I I

O-ooo- o o o o o o o

CM ro if if) «> ^O 00

o or>

10or>

oo or>

o> o>


Figure 47. Flow-duration curves for water years 1970-80 and the May through October periods 1970-80, Canal 111 above S-18C near Florida City, site 21.

o o

PM

H W

OM PQ

000

100 =

CJ CO

0.10 =

0.01


Figure 48. Frequency curves for the indicated number of consecutive days, May through October 1970-80, Canal 111 above S-18C near Florida City, site 21.

59

Barren River Canal near Everglades City, Site 22

The Barren River Canal originates in north-central Collier County near Immokalee and flows approximately 35 miles southward to the Gulf of Mexico (fig. 49). Discharge in the Barron River Canal is seasonally regulated by operation of control structures at, above, and below the gaging station.

The gaging station is 40 feet upstream from the control struc ture, 0.7 mile north of Copeland, and 7.5 miles upstream from the canal's mouth on the Chokoloskee Bay (fig. 49). Mean daily dis charge from October 1969 to September 1980 was 102 ft 3 /s. The max imum and minimum daily discharges were 283 and 0.0 ft^/s, respec tively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during July through December. Mean daily discharge for July through December 1970-8X) was 139 ft^/s. The maximum and minimum daily discharges for the high-flow period were 270 and 9.5 ft-Vs, respectively. The following table lists the number of no-flow days in each July through December period:

July - December periods__________ 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 00000000000

no-flow days. _____________________________________________

Figure 50 shows flow-duration data for the 11 water years and the 11 July through December periods. Tables 3 and 4 list the flow- duration data for the water years and the July through December pe riods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each July through December period for Barron River Canal near Everglades City:

Number of consecutive July - December periods

days

306090

120183

1970

5283

116138170

1971

2674

119146151

1972

8193

103125128

1973

81113152166156

1974

233566

100129

1975

2972

115137133

1976

4583

120136148

1977

245389

119131

1978

355975

105133

1979

93109143166169

1980

4555668782


60

H- 00

o o* a00

o o

o oc

DADE"COUNTY" I BROWARD

o o w co

w &H

CJM

o53M

oCO

000

100

10

1.0

0.10

0.01q - o oo- o o o o o o o o

CM IO <f in <O N> 00o 0>

IO 00

oO M CO

A.

H

oM W

O

2;

CJ CO


Figure 50. Flow-duration curves for water years 1970-80 and the July through December periods 1970-80, Barron River Canal near Everglades City, site 22.

I 000 pz

100

10 _ in _ o o -

IO CVJ

T T T

30 DAY

10CVJ

oin

o o


Figure 51. Frequency curves for the indicated number of consecutive days, July through December 1970-80, Barron River Canal near Everglades City, site 22.

62

Fahka Union Canal near Copeland, Site 23

The Fahka Union Canal in central Collier County extends north ward about 30 miles from the Gulf of Mexico nearly to Lake Trafford (fig. 49). In its northwest reaches, several secondary canals of the Fahka Union Canal system are connected to the Golden Gate Canal system, which helps provide partially controlled drainage of the Golden Gate Estates east of Naples (McCoy, 1962, p. 9). Drainage from the shallow aquifer to the canal is limited by several control structures or weirs. A coastal weir on the main canal just north of U.S. Highway 41 retards saltwater intrusion (Swayze and McPher- son, 1977).

The gaging station is 0.5 mile north of U.S. Highway 41 and 9.3 miles west of Copeland. Mean daily discharge from October 1969 to September 1980 was 226 ft^/s. The maximum and minimum daily discharges were 3,190 and 0.0 ft-Vs, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years oc curred during June through November. Mean daily discharge for June through November 1970-80 was 403 ft-Vs. The maximum and minimum daily discharges for the high-flow period were 3,190 and 0.0 ft3/s, respectively. The following table lists the-number of no-flow days in each June through November period:


Number x>f 0 17 0 34 6 22 0 0 0 0 0

no-flow days.______________________________________________


The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through November period for Fahka Union Canal near Copeland:

Number of consecutive ____________June - November periods______________

days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

30 221 115 192 3 47 7.8 43 62 128 62 3060 310 189 265 232 165 298 109 195 268 66 8490 411 356 309 427 456 487 157 244 354 93 150120 468 763 311 591 641 509 172 254 410 191 282183____476 706 338 484 638 517 217 250 379 174 265


63

oCJw

6P-i

H W W

CJH PQ

CJ

g*

W

CJ COHQ

10,000

I 000

00

1.0

0.10

i i r 1 =

5 2 o00-

JUNE NOVEMBER.

o o o o o o tvj ro ^- m <o o oo

m oo enCD

oCJ W CO

WPL)

H

W

CJM PQ

CJ

» M

I*

M

CJ CO


Figure 52. Flow-duration curves for water years 1970-80 and the June through November periods 1970-80, Fahka Union Canal near Copeland site 23. *

000

100

10

1.0 I i I_ m o o

120 DAY

30 DAY

intv

O in

o o

RECURRENCE INTERVAL. IN YEARS

Figure 53. Frequency curves for the indicated number of consecutive days, June through November 1970-80, Fahka Union Canal near Copeland, site 23.

64

Henderson Creek Canal near Naples, Site 24

The Henderson Creek Canal in western Collier County flows south 7 miles from the main stem of the Golden Gate Canal into the Hen derson Creek estuary (fig. 49). Flow is uncontrolled, except for a structure at the Everglades Parkway. During peak rainy periods, the Henderson Creek Canal may receive some discharge from the Golden Gate Canal (McCoy, 1972, p. 12).

The gaging station is 3.8 miles south of the Everglades Park way, 5 feet downstream of a private bridge, and about 6 miles south east of Naples. Mean daily discharge from October 1969 to Septem ber 1980 was 24.5 ft^/s. The maximum and minimum daily discharges were 353 and 0.0 ft-Vs, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during June through October. Mean daily discharge for June through Octo ber 1970-80 was 46.3 ft-Vs. The maximum and minimum daily dis charges for the high-flow period were 353 and 0.0 ft-Vs, respec tively. The following table lists the number of no-flow days in each June through October period:

_____________June - October periods_____________ __________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 0002 10 002000 no-flow days._________________________________________________________

Figure 54 shows flow-duration data for the 11 water years and the 11 June through October periods. Tables 3 and 4 list the flow- duration data for the water years and the June through October pe riods, respectively.

The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through October period for Henderson Creek Canal near Naples:

Number of consecutive ____________June - October periods

days

306090

120

1970

37424350

1971

4.2162938

1972

26293842

1973

3.5145554

1974

16384748

1975

15465562

1976

19252944

1977

18477489

1978

22425758

1979

5.28.2

1319

1980

3.8101725


65

DISCHARGE,IN CUBIC

FEET PER SECOND

o

b(-

52

0.0

0

(b

(b

C*

t-1

05

fD

fD

« 05

tn

« c_«

\j

\C

co

3

IH

. fD

I

rr

^*j

fD

rr

r-j3*

fD

4>

O

C

C

fD00

3

3*

O

O

O

oIT

C

O

i-Jcr

<fD

fD

"-J

CO

o I rr

00

3-

o n

>

0)

(X3

H.

o. o

fD

(U"I

cr

CO

0)o

a3 o

c*

3a>

crro

re

o

oCD

hh

3

01

OH

- O 3

3

»

fD

fD

0>

O

"I

C rr

DISCHARGE,IN CUBIC

FEET PER SECOND

o

o1.

01

1.0

5

1.1

I

1.25

10 25 50

10

0

TITT

TI

I I

I M

M

I I

I I 1

11

0.0

1

0

10

p

6o

o

o

o

o

10 20 30 40 50 50 70 80

90 95 98 99

Golden Gate Canal at Naples, Site 25

The Golden Gate Canal is the primary drainage canal in western Collier County. It extends about 20 miles inland from the Gordon River, draining the western sections of the Golden Gate Estates (fig. 49). The eastern sections are drained by the Fahka Union Ca nal. These two canal systems drain surface-water runoff, prevent ing flooding of developed lands (McCoy, 1973, p. 11).

The gaging station is 1.4 miles upstream from the Gordon River and 1.5 miles east of Naples city limits. Mean daily discharge from October 1969 to September 1980 was 307 ft-Vs. The maximum.and minimum daily discharges were 3,060 and 0.0 ft-^/s, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during June through October. Mean daily dis charge for June through October 1970-80 was 539 ft-Vs. The maximum and minimum daily discharges for the high-flow period were 3,060 and 5.2 ftVs, respectively. The following table lists the number of no-flow days in each June through October period:

____________June - October periods____________ ____________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 00000000000

no-flow days._____________________________________________


The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through October period for Golden Gate Canal at Naples:

Number of consecutive _________________June - October periods__________________

days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

30 291 118 366 123 299 90 205 230 159 176 10160 416 279 474 325 628 228 386 532 296 198 21990 426 446 531 597 815 297 409 590 428 264 253120____431 656 616 766 901 347 418 616 432 392 344


67

O OMCO

&W CM

H H W

MPQ

Mw" C)

O CO

10,000

1000

100

10

1.0

0.10

"I ==

JUNE OCTOBER

o owCO

wPH

H W W

OM

O

S3

COM Q

oo o o o o o o OJ rO ^- 10 «D

O 00

o 0>

in oo en en


Figure 56. Flow-duration curves for water years 1970-80 and the June through October periods 1970-80, Golden Gate Canal at Naples, site 25.

I 000

100

10

I I

120 DAY

90 DAY

60 DAY

30 DAY

_ m _ m O O cvj

m cvi

Om

Oo


Figure 57. Frequency curves for the indicated number of consecutive days, June through October 1970-80, Golden Gate Canal at Naples, site 25.

68

Cocohatchee River Canal at Willoughby Acre Bridge, Site 26

The Cocohatchee River Canal is the northernmost outlet for the Gulf American Corporation (GAG) Canal system. It drains most of the area southwest of Lake Trafford, and during peak wet periods aids drainage of the Golden Gate area. Water from the Cocohatchee River Canal discharges into the Cocohatchee River estuary and ulti mately flows into the Gulf of Mexico by way of Wiggins Pass (fig. 49).

The gaging station is on the downstream side of the center of the Willoughby Acre Bridge, 2.3 miles east of the intersection of U.S. Highway 41 and State Highway 846 at Naples Park. Mean daily discharge from October 1969 to September 1980 was 29.3 ft 3 /s. The maximum and minimum daily discharges were 454 and 0.0 ft^/s, re spectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during July through October. Mean daily discharge for July through October 1970-80 was 67.0 ft^/s. The maximum and minimum daily discharges for the high-flow period were 454 and 3.0 ft-vs, respectively. The following table lists the number of no-flow days in each July through October period:

_____________July - October periods_____________ __________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 00000000000

no-flow days._____________________________________________


The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each July through October period for Cocohatchee River Canal at Wil loughby Acre Bridge:

Number of consecutive July - October periods

days

306090120

1970

16284539

1971

30528588

1972

27354947

1973

24125182149

1974

1977110129

1975

14303938

1976

18262630

1977

26405852

1978

9.2357370

1979

5.07.2

3347

1980

14265354


69

8pa CO

H pa

u

uCOM Q

1000

100

10

1.0

0.109-0 oo- o o o o o o o

<M ro ^- m <o r^o00

m oo en

o> en


Figure 58. Flow-duration curves for water years 1970-80 and the July through October periods 1970-80, Cocohatchee River Canal at fcilloughby Acre Bridge, site 26.

000

wCO

W

CJMPQ

M

CO M Q

100

10

= r

90 DAY

50 DAY

30 DAY

in O o- If)CM

toCO

oin O O


Figure 59 . Frequency curves for the indicated number of consecutive days, July through October 1970-80, Cocohatchee River Canal at Willoughby Acre Bridge, site 26.

70

Caloosahatchee River at S-79 near Olga, Site 27

The Caloosahatchee, River flows from spillway and lock S-77 at Lake Okeechobee near Moore Haven along southern Glades and north western Hendry Counties towards the Gulf of Mexico (fig. 1). Flow is regulated by control structures 77 (S-77) and 78 (S-78) at Moore Haven and Ortona, respectively (fig. l), and by salinity-control structure 79 (S-79) at Olga about 15 miles east of Fort Myers (fig. 60).

The gaging station is in the control house of S-79 at the southeast end of the lock and S-79, 1.2 miles east of Olga. Mean daily discharge from October 1969 to September 1980 was 1,405 ft^/s, The maximum and minimum daily discharges were 21,400 and 1.5 ft^/s, respectively. Table 2 shows the greatest percentage of discharge for the 1970-80 water years occurred during June through October. Mean daily discharge for June through October 1970-80 was 1,730 ft^/s. The maximum and minimum daily discharges for the high-flow period were 15,100 and 2.4 ft-Vs, respectively. The following table lists the number of no-flow days in each June through October period:

_____________June - October periods___________' __________1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980

Number of 00000000000

no-flow days._____________________________________________


The following table shows the lowest mean discharge (in cubic feet per second) for selected periods of consecutive days in each June through October period for Caloosahatchee River at S-79 near Olga:

Number of consecutive _____________June - October periods

days

306090

120

1970

439540860

2,050

1971

274639783

1,200

1972

87210225236

1973

5481,0901,5801,830

1974

2492,6305,2905,780

1975

6541,1001,0701,270

1976

139610949899

1977

67540 1896 2911 2

1978

633,190,160,110

1979

157225289

1,170

1980

167471717937


71

OS'

tt*0

0*

to

CH

AR

LO

TT

E

CO

UN

TY

LE

E

CO

UN

TY

EX

PL

AN

AT

ION

CA

NA

L,

CO

NT

RO

L,A

ND

N

UM

BE

R

CA

NA

L S

ITE

A

ND

N

UM

BE

R

RO

AD

i

LEE

COUN

TY

CO

LL

IER

C

OU

NT

Y

I

o i

t s

4 »*

«>.«

Figure 60.--Location

of canal, ca

nal

site

, co

ntro

l, and

major

road

s in

Lee

County.

o owC/i

w p-lHWw

PQ P O

gA

w

O C/i

100,000

10,000

I 000

100

10

o owen

w P-.H W W

PQ

6

O

O CO

WATER YEARS

JUNE OCTOBER

- oO-o

o o - o o o o o o o (\J lO if if) «3 h-

o00

o o>

COo>


Figure 61. Flow-duration curves for water years 1970-80 and the June through October periods 1970-80, Caloosahatchee River at S-79 near Olga, site 27.

10,000 r=

000

100

10

DAY

90 DAY

60 DAY

30 DAY

_ in o o

in(M

If) CVJ

O If)

O O


Figure 62. Frequency curves for the indicated number of consecutive days, June through October 1970-80, Caloosahatchee River at S-79 near Olga, site 27.

73

SUMMARY AND CONCLUSIONS

As south Florida's population increases, so will the demand for additional sources of freshwater. One method of augmenting ex isting freshwater supplies may be by injection into suitable aqui fers of surplus freshwater when available. A major requirement of this method is a reliable supply of freshwater for injection. A potential source of freshwater for injection is surplus surface wa ter discharged from canals and rivers to the ocean during high-flow periods (usually during wet periods).

Analyses of discharge data for the 1970-81 water years at 27 canal and river sites show that canal discharge as high as 660 cubic feet per second occurred 70 percent of the time during the high-flow period at one site (Tamiami Canal outlets, Levee 67A to 40-Mile Bend). At 11 other sites, discharges of 110 to 370 cubic feet per second occurred 70 percent of the time during the high- flow periods, while at 9 sites, discharges of 21 to 100 cubic feet per second occurred 70 percent of the time during the high-flow periods. At other sites (those in the Biscayne, Plantation Road, Middle River, C-lll, and Cypress Creek Canals), discharges of 0.1 cubic foot per second occurred 70 percent of the time during the high-flow periods.

Criteria for amounts of surplus freshwater considered adequate to support injection systems cannot be established, as they would vary greatly with water needs to be satisfied and with the effi ciency of a particular injection system. However, based upon this analysis of discharge at 27 canal and river sites throughout south Florida, it appears that substantial amounts of surface water are potentially available for subsurface injection and storage.

SELECTED REFERENCES

McCoy, H. J., 1962, Ground-water resources of Collier County,Florida: Florida Geological Survey Report of Investigations no. 31, 82 p.

1972, Hydrology of western Collier County, Florida: Florida Bureau of Geology Report of Investigations no. 63, 32 p.

1973, Summary of hydrologic conditions in Collier County, Florida, 1972: U.S. Geological Survey open-file report FL-73022, 118 p.

Merritt, M. L. , 1983, Subsurface storage of freshwater in south Florida: A digital model analysis of recoverability: U.S. Geological Survey Open-File Report 83-536, 73 p.

Merritt, M. L. , Meyer, F. W., Sonntag, W. H., and Fitzpatrick,D. J., 1983, Subsurface storage of freshwater in south Florida: A prospectus: U.S. Geological Survey Water Resources Investi gations 83-4214, 69 p.

74

Meyer, F. W. , 1972, Preliminary evaluation of infiltration from the Miami Canal to well fields in the Miami Springs-Hialeah area, Dade County, Florida: U.S. Geological Survey open-file report FL-72027, 85 p.

Parker, G. G., Ferguson, G. E., and Love, S. K., 1955, Water resources of southeastern Florida: U.S. Geological Survey Water-Supply Paper 1255, 965 p.

Sherwood, C. B., McCoy, H. J., and Galliher, C. F., 1973, Water re sources of Broward County, Florida: Florida Bureau of Geology Report of Investigations no. 65, 141 p.

Swayze, L. J., and McPherson, B. F., 1977, The effect of the Fahka Union Canal system on water levels in the Fahkahatchee Strand, Collier County, Florida: U.S. Geological Survey Water-Resources Investigations 77-61, 26 p.

U.S. Geological Survey, 1972, Water resources data for Florida, 1970, Part I, Surface water records, 202 p.

1973, Water resources data for Florida, 1971, Part I, Surface water records, 234 p.

1974a, Water resources data for Florida, 1972, Part I, Surface water records, 229 p.

1974b, Water resources data for Florida, 1973, Part I, Surface water records, 237 p.

1975, Water resources data for Florida, 1974, Part I, Surface water records, 241 p.

1976, Water resources data for Florida, water year 1975, v. 2, southern Florida: U.S. Geological Survey Water-Data Report FL-75-2, 770 p.

1977, Water resources data for Florida, 1977, Water resources data for Florida, water year 1976, v. 2, south Florida: U.S. Geological Survey Water-Data Report FL-76-2, 634 p.

1978, Water resources data for Florida, water year 1977,v. 2A, southern Florida: U.S. Geological Survey Water-Data Report FL-77-2A, 662 p.

1979, Water resources data for Florida, water year 1978,v. 2A1, south Florida surface water: U.S. Geological Survey Water-Data Report FL-78-2A1, 293 p.

1980, Water resources data for Florida, water year 1979,v. 2A, south Florida surface water: U.S. Geological Survey Water-Data Report FL-79-2A, 688 p.

1981, Water resources data for Florida, water year 1980,v. 2A, south Florida surface water: U.S. Geological Survey Water-Data Report FL-80-2A, 564 p.

75

by wayne h. sonntag - usgs · by wayne h. sonntag u.s. geological survey water-resources...

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