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 Copies of the report can be write to: purchased from:
District Chief Open-File Services Section U.S. Geological Survey Western Distribution Branch Suite 3015 U.S. Geological Survey 227 North Bronough Street Box 25425, Federal Center Tallahassee, Florida 32301 Denver, Colorado 80225 (Telephone: [303] 234-5888) CONTENTS
Page Abstract 1 Introduction 2 Availability of surplus water 3 Presentation of discharge data 5 St. Lucie Canal at lock near Stuart, site 1 8 West Palm Beach Canal at West Palm Beach, site 2 12 Hillsboro Canal near Deerfield Beach, site 3 17 Cypress Creek Canal at S-37A near Pompano Beach, site 4 20 Middle River Canal at S-36 near Fort Lauderdale, site 5 22 Plantation Road Canal at S-33 near Fort Lauderdale, site 6 24 North New River Canal near Fort Lauderdale, site 7 26 South New River Canal at S-13 near Davie, site 8 ; 28 Snake Creek Canal at S-29, North Miami Beach, site 9 30 Biscayne Canal at S-28 near Miami, site 10 33 Little River Canal at S-27, Miami, site 11 35 Miami Canal at N.W. 36th Street, Miami, site 12 37 Tamiami Canal outlets, Monroe to Carnestown, site 13 38 Tamiami Canal outlets, 40-Mile Bend to Monroe, site 14 42 Tamiami Canal outlets, Levee 67A to 40-Mile Bend, near Miami, site 15 44 Tamiami Canal outlets, Levee 30 to Levee 67A, near Miami, site 16 47 Tamiami Canal near Coral Gables, site 17 49 Snapper Creek Canal at S-22 near south Miami, site 18 52 Black Creek Canal at S-21 near Goulds, site 19 54 Mowry Canal at S-20F, site 20 56 Canal 111 above S-18C near Florida City, site 21 58 Barren River Canal near Everglades City, site 22 60 Fahka Union Canal near Cope land, site 23 63 Henderson Creek Canal near Naples, site 24 65 Golden Gate Canal at Naples, site 25 67 Cocohatchee River Canal at Willoughby Acre Bridge, site 26 69 Caloosahatchee River at S-79 near Olga, site 27 71 Summary and conclusions 74 Selected references 74
ILLUSTRATIONS
Figure 1. Map showing location of the area of investigation, rainfall stations, and selected canal sites 4
2. Map showing location of canal, canal site, and controls in Martin County 9
3. Flow-duration curve for water years 1970-80, St. Lucie Canal at lock near Stuart, site 1 10
4. Map showing location of canals, canal site, controls, and major 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 consecutive days, June through November 1970-80, Cypress Creek Canal at 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, and major 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 ILLUSTRATIONS Cont inued
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 consecutive days, June through November 1970-80, Snapper Creek Canal at S-22 near south Miami, site 18 53
VI ILLUSTRATIONS Cont inued
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 consecutive days, 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 ILLUSTRATIONS Cont inued
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, and major 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 consecutive days, June through October 1970-80, Caloosahatchee River at 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 sites for water years 1970-80 7
3. Summary of flow-duration data at 27 canal sites for water years 1970-80 H
4. Summary of flow-duration data at selected sites for selected periods 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 hy- drogeologic, 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 1970-81 No.______1 Belle Glade Experimental Station 55.38 52.15 2 Stuart 54.78 51.64 3 West Palm Beach Airport 59.41 57.39 4 Pompano Beach 61.02 54.42 5 Fort Lauderdale 62.07 59.91 6 Miami Airport 57.32 52.44 7 Homestead Experimental Station 63.23 59.73 8 Tamiami Trail at 40-Mile Bend 53.51 47.40 9 Fort Myers Airport 53.58 52.63 10 Naples 52.42 48.61 82° 80°
CANAL, CONTROL, AND NUMBER A CANAL SITE AND NUMBER 27° 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
26°
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 Downstream Period of No. order No. Canal name and structure record used
1 02277000 St. Lucie Canal at lock near Stuart, S-80 10/69 - 9/80 2 02279000 West Palm Beach Canal at S-155 10/69 - 11/80 3 02281500 Hillsboro Canal at lock near Deerfield 10/69 - 11/80 Beach. 4 02282100 Cypress Creek Canal at S-37A 10/69 - 11/80 5 02282700 Middle River Canal at S-36 10/69 - 10/80 6 02283200 Plantation Road Canal at S-33 10/69 - 11/80 7 02285000 North New River Canal at Sewell Lock 10/69 - 11/80 8 02286100 South New River Canal at S-13 10/69 - 11/80 9 02286300 Snake Creek Canal at S-29 10/69 - 11/80 10 02286340 Biscayne Canal at S-28 10/69 - 10/80 11 02286380 Little River Canal at S-27 7/73 - 10/80 12 02288600 Miami Canal at S-26 10/69 - 11/80 13 02288800 Tamiami Canal, Monroe to Carnestown 10/69 - 11/80 14 02288900 Tamiami Canal, 40-Mile Bend to Monroe 10/69 - 11/80 15 02289040 Tamiami Canal, Levee 67A to 40-Mile Bend 10/69 - 12/80 16 02289060 Tamiami Canal, Levee 30 to Levee 67A 10/69 - 2/81 17 02289500 Tamiami Canal near Coral Gables 10/69 - 12/80 18 02290700 Snapper Creek Canal at S-22 10/69 - 11/80 19 02290710 Black Creek Canal at S-21 10/69 - 11/80 20 02290725 Mowry Canal at S-20F 3/70 - 11/80 21 02290769 Canal 111 above S-18C 10/69 - 10/80 22 02291000 Barren River Canal 10/69 - 12/80 23 02291143 Fahka Union Canal 10/69 - 11/80 24 02291270 Henderson Creek Canal 10/69 - 10/80 25 02291300 Golden Gate Canal 10/69 - 10/80 26 02291393 Cocohatchee River Canal 10/69 - 10/80 27 02292900 Caloosahatchee River at S-79 10/69 - 10/80 Table 2. Monthly percentage of average annual discharge at 27 sites for water years 1970-80
Mean Site Downstream dis No. order No. Canal name and structure Oct Nov Dec Jan Feb Mar Apr May June July Aug Sept charge X (ftVs) 1 02277000 St. Lucie Canal at lock near 14.8 14.2 1.28 7.83 10.2 12.1 15.6 2.36 3.16 3.04 11.0 4.45 395 Stuart, S-80. 2 02279000 West Palm Beach Canal at S-155 12.7 8.69 5.26 5.93 3.40 4.90 3.39 5.98 10.1 11.8 10.5 17.5 426 3 02281500 Hillsboro Canal at lock near 11.3 10.6 5.83 6.59 4.11 6.30 5.42 7.17 9.58 9.65 9.03 14.4 177 Deerfield Beach. 4 02282100 Cypress Creek Canal at S-37A 9.94 10.2 6.94 3.90 2.59 5.47 6.69 7.37 10.7 10.3 10.0 16.0 118 5 02282700 Middle River Canal at S-36 8.93 8.29 4.21 3.25 4.04 4.23 4.63 9.76 14.3 12.0 11.6 14.7 65.7 6 02283200 Plantation Road Canal at S-33 7.68 10.3 7.68 5.20 5.43 5.27 7.74 7.35 11.6 8.88 9.81 13.0 21.1 7 02285000 North New River Canal at Sewell 9.59 12.4 7.05 4.29 4.01 6.92 7.79 5.42 12.0 10.8 9.60 10.1 176 Lock. 8 02286100 South New River Canal at S-13 8.20 9.63 7.94 6.97 6.90 6.92 5.08 7.70 10.3 9.99 9.47 10.9 142 9 02286300 Snake Creek Canal at S-29 11.3 8.59 5.50 4.95 3.48 3.19 4.28 8.00 12.7 11.1 11.4 15.5 346 10 02286340 Biscayne Canal at S-28 11.9 7.34 2.99 3.16 1.87 1.63 4.55 10.1 16.5 13.3 10.9 15.5 77.5 1/11 02286380 Little River Canal at S-27 9.67 7.57 6.29 5.83 4.83 2.93 4.67 10.0 11.7 10.2 12.4 13.9 138 12 02288600 Miami Canal at S-26 12.0 10.4 7.08 7.34 5.93 4.40 5.72 6.77 9.24 8.65 9.29 13.2 225 13 02288800 Tamiami Canal, Monroe to 15.1 5.23 3.26 1.92 1.65 4.78 1.31 0.69 4.96 14.5 18.7 27.5 334 Carnestown. 14 02288900 Tamiami Canal, 40-Mile Bend to 6.6 7.24 3.81 2.41 2.15 4.16 2.50 1.48 5.72 13.6 18.0 22.3 210 Monroe. 15 02289040 Tamiami Canal, Levee 67A to 16.9 15.9 10.5 6.56 7.10 6.42 4.65 2.56 4.71 5.07 6.63 13.0 685 40-Mile Bend. 16 02289060 Tamiami Canal, Levee 30 to 15.3 13.2 8.18 6.62 5.53 3.18 3.16 4.93 5.58 6.66 1.18 15.8 64.1 Levee 67A. 17 02289500 Tamiami Canal near Coral Gables 10.2 10.1 9.86 8.23 6.47 5.21 4.43 6.74 8.20 8.79 9.69 12.1 131 , 18 02290700 Snapper Creek Canal at S-22 17.5 10.8 4.21 2.12 2.02 1.14 1.73 5.69 11.2 9.66 14.1 19.8 173 2/19 02290710 Black Creek Canal at S-21 12.3 10.5 5.13 2.99 1.97 1.26 1.65 7.05 11.4 12.0 13.0 20.7 127 3/20 02290725 Mowry Canal at S-20F 13.9 11.0 7.17 4.29 4.06 2.16 2.35 4.58 12.4 11.6 12.0 14.4 204 21 02290769 Canal 111 above S-18C 13.1 5.42 1.33 0.38 1.23 0.06 2.65 6.96 26.8 9.58 10.6 21.8 57.5 22 02291000 Barron River Canal 14.6 9.90 7.20 6.04 5.70 5.21 3.29 2.36 6.23 9.99 13.1 16.5 102 23 02291143 Fahka Union Canal 15.0 5.28 2.87 2.93 2.61 3.49 1.91 1.36 6.83 13.8 18.6 25.3 ' 226 24 02291270 Henderson Creek Canal 10.2 3.77 3.98 3.55 3.49 3.46 1.40 1.50 8.80 16.7 22.3 20.8 24.5 25 02291300 Golden Gate Canal 11.1 5.43 4.30 3.44 3.35 3.94 1.99 3.59 9.87 13.9 17.6 21.6 307 26 02291300 Cocohatchee River Canal 11.8 4.17 2.66 2.37 2.52 3.57 1.71 1.66 4.44 11.7 23.1 30.3 29.3 27 02292900 Caloosahatchee River at S-79 9.41 5.14 4.22 8.25 8.40 9.01 6.58 3.48 7.27 11.6 13.8 12.8 1,405
I/ Based on 7 water-year period (1974-80). II Based on 10 water-year period (1970-77, 1979-80) and October through December 1977. 37 Based on 10 water-year period (1971-80) and March through September 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:
Waterr ye 27° 15' - ST. LUCIE COUNTY MARTIN COUNTY MARTIN COUNTY 10 KILOMETERS S-80 EXPLANATION CANAL,CONTROL,AND NUMBER A. CANAL SITE AND NUMBER 27°00 - __ _MARTIN COUNTY PALM BEACH COUNTY Figure 2. Location of canal, canal site, and controls in Martin County i m 100,000 i i i i i i r o ow C/J 10,000 w PH H W W 000 O M WATER YEARS PQ & O 100 M W 10 en M Q J___L 6 2 p o o o o o o o o o o oo o> CJ rO ^- 10 <£) t*- 00 o> o> O) o> PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED Figure 3. Flow-duration curve for water years 1970-80, St. Lucie Canal at lock near Stuart, site 1. 10 Table 3. Sunnnary of flow-duration data at 27 canal sites for water years 1970-80 [Discharge in cubic feet per second] Mean Discharge equaled or exceeded for Site Downstream Canal name and structure dis indicated percentage of time No. order No. charge 95 90 75 70 50 25 10 1 02277000 St. Lucie Canal at lock near 395 10 11 13 17 19 28 680 Stuart, S-80. 2 02279000 West Palm Beach Canal at S-155 426 11 11 58 90 240 640 1,100 3 02281500 Hillsboro Canal at lock near 177 20 21 22 23 66 230 460 Deerfield Beach. 4 02282100 Cypress Creek Canal at S-37A 118 .0 .0 .1 .1 12 160 390 5 02282700 Middle River Canal at S-36 65.7 .0 .0 .0 .0 .1 80 240 6 02283200 Plantation Road Canal at S-33 21.1 .0 .0 .1 .1 16 33 51 7 02285000 North New River Canal at Sewell 176 15 16 17 17 90 210 380 Lock. 8 02286100 South New River Canal at S-13 142 .0 .1 42 55 110 220 310 9 02286300 Snake Creek Canal at S-29 346 .1 .1 .4 .4 240 570 920 10 02286340 Biscayne Canal at S-28 77.5 .0 .0 .0 .1 .1 120 260 1/11 02286380 Little River Canal at S-27 138 .0 .1 60 78 130 200 260 12 02288600 Miami Canal at S-26 225 .0 2.0 65 95 210 340 490 13 02288800 Tamiami Canal, Monroe to 334 .0 .0 23 34 97 510 1,000 Car nest own. 14 02288900 Tamiami Canal, 40-Mile Bend to 210 .0 .1 17 27 74 300 680 Monroe. 15 02289040 Tamiami Canal, Levee 67A to 685 30 41 100 140 380 940 1,900 40-Mile Bend. 16 02289060 Tamiami Canal, Levee 30 to Levee 64.1 .0 .0 14 20 42 81 170 67A. 17 02289500 Tamiami Canal near Coral Gables 131 6.5 28 75 83 120 190 250 18 02290700 Snapper Creek Canal at S-22 173 .0 .1 .1 .2 .3 310 530 1/19 02290710 Black Creek Canal at S-21 127 .0 .0 .1 .1 79 190 330 3/20 02290725 Mowry Canal at S-20F 204 .0 .0 .1 .1 160 340 500 21 02290769 Canal 111 above S-18C 57.5 .0 .0 .0 .0 .1 12 48 22 02291000 Barron River Canal 102 5.5 8.9 23 35 97 170 210 23 02291143 Fahka Union Canal 226 .0 .0 23 42 110 330 700 24 02291270 Henderson Creek Canal 24.5 .6 2.1 5.1 6.4 12 32 65 25 02291300 Golden Gate Canal 307 4.6 25 77 97 200 440 760 26 02291393 Cocohatchee River Canal 29.3 .9 1.6 4.3 5.2 10 29 85 27 02292900 Caloosahatchee River at S-79 1,405 8.7 9.3 12 26 300 1,500 5,200 I/ Based on 7 water-year period (1974-80). II Based on 10 water-year period (1970-77, 1979-80) and October through December 1977. T/ Based on 10 water-year period (1971-80) and March 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 2000 days discharge consisted of leakage 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 of consecutive ______June - November periods______days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 205 216 102 235 181 205 70 65 404 181 186 60 404 343 197 495 455 270 240 125 556 187 219 90 501 331 252 674 522 459 548 196 618 208 458 120 559 360 303 695 594 538 693 459 632 581 461 183____681 425 544 713 569 591 599 392 697 633 461 Figure 6 shows frequency curves based on the above data. 12 80°45' 30' 15' 80° 00* 27°00' I 1 MARTIN COUNTY_ _ LOCATION MAP PALM BEACH COUNTY EXPLANATION CANAL,CONTROL, AND NUMBER CANAL SITE AND NUMBER ROAD PALM BEACH COUNTY LAKE OKEECHOBEE 26°45' WEST PALM BEACH S-155 CONSERVATION AREA 26°30' CONSERVATION LEVEE 5 CANAL AREA 2A BROWARD COUNTY Figure 4. Location of canals, canal site, controls, and major roads in Palm Beach. County. DISCHARGE,IN CUBIC FEET PER SECOND DISCHARGE,IN CUBIC FEET PER SECOND ^2 a. OQ O (D 0> C O o CO **< l-J O o rr vO " J » '-J rr U O 3- O co H I CO I (D oo i-t, OO w o o O O H" - 3 s a. O s: M. n & w fD O 10 co rr CO 0} rt rr 2! (D *0 a Hj sCO fa W w 25 (D (U )_. 1 O vO =r -j o r-h o i O 50 &> OO S to r> 3 O 3 O Q) w fa 3 !- 0» X I 1 01 o a> (b 3a. w 0) O 00 I I I 1 Mill I I I I II 3* gw n> o Table 4. Summary of flow-duration data at selected sites for selected periods of consecutive months during 1970-81 water years [Discharge in cubic feet per second] Mean Discharge equaled or exceeded for indicated Site Downstream Canal name and structure dis percentage of time No. order No. charge 95 90 75 70 50 25 10 June through November, 1970-80 2 02279000 West Palm Beach Canal at S-155 573 50 98 210 240 430 800 1,200 3 02281500 Hillsboro Canal at lock near Deerfield Beach. 215 21 22 37 53 140 290 480 4 02282100 Cypress Creek Canal at S-37A 148 .0 .0 .1 .1 66 230 410 6 02283200 Plantation Road Canal at S-33 24.8 .0 .0 .1 .1 21 39 54 7 02285000 North New River Canal at Sewell Lock 207 16 19 71 92 160 250 390 8 02286100 South New River Canal at S-13 164 17 34 80 93 150 230 320 9 02286300 Snake Creek Canal at S-29 468 .2 .3 180 220 410 730 1,000 12 02288600 Miami Canal at S-26 264 2.9 35 150 170 260 380 510 18 02290700 Snapper Creek Canal at S-22 281 .1 .1 .3 81 270 440 630 Vl9 02290710 Black Creek Canal at S-21 203 .1 .2 85 100 160 260 420 20 02290725 Mowry Canal at S-20F 304 .0 .1 160 180 290 430 580 23 02291143 Fahka Union Canal 403 6.5 43 140 170 300 570 940 May through October , 1970-80 5 02282700 Middle River Canal at S-36 94.8 .0 .0 .1 .1 14 160 300 10 02286340 Biscayne Canal at S-28 119 .0 .0 .1 .1 78 190 310 21 02290769 Canal 111 above S-18C 97.7 .0 .0 .0 .1 .1 32 350 May through October, 1974-80 11 02286380 Little River Canal at S-27 185 28 62 120 140 180 240 300 J7 Based on June through November 1970-77, 1979-80, and October through November 1978. Table 4. Summary of flow-duration data at selected sites for selected periods of consecutive months during 1970-81 water years- Continued [Discharge in cubic feet per second] Mean Discharge equaled or exceeded for Site Downstream Canal name and structure dis indicated percentage of time No. order No. charge 95 90 75 70 50 25 10 June through October, 1970-80 24 02291270 Render son Creek Canal 46.3 3.8 7 .8 18 21 38 64 95 25 02291300 Golden Gate Canal 539 110 160 290 330 470 690 1 ,000 27 02292900 Caloosahatchee River at S-79 1,730 9.8 13 270 340 780 2,000 5 ,000 July through October , 1970-80 13 02288800 Tamiami Canal, Monroe to Carnestown 739 72 120 300 370 650 1,100 1 ,500 14 02288900 Tamiami Canal, 40-Mile Bend to Monroe 429 55 76 170 200 340 650 950 26 02291393 Cocohatchee River Canal 67 6.4 9 .8 21 24 40 91 160 July through December , 1970-80 17 02289500 Tamiami Canal near Coral Gables 156 58 73 98 110 150 210 260 22 02291000 Barren River Canal 139 27 43 85 98 140 190 240 September through December, 1970-80 15 02289040 Tamiami Canal, Levee 67A to 40-Mile 961 420 462 620 660 860 1,100 1,600 Bend. September through February, 1970-80 16 02289060 Tamiami Canal, Levee 30 to Levee 67A 69.4 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 87 20 13 15 40 22 36 13 38 28 days discharge consisted of leakage only. 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 of consecutive ______June - November___ periods days 1970 19 7 F Wtt WT3 1975" 1976 1978 1979 1980 30 25 22 38 119 92 24 79 30 93 30 70 60 154 23 84 188 167 54 86 47 118 54 79 90 194 34 123 307 216 122 158 140 161 60 123 120 177 70 144 375 202 213 195 223 176 137 126 183 252 125 214 353 248 241 190 204 210 182 141 Figure 9 shows frequency curves based on the above data. 17 25 20 15 10 80*03 2624' EXPLANATION CANAL,CONTROL,AND NUMBER CANAL SITE AND NUMBER 20 15 10 26°00' 25°55 Figure 7. Location of canals, canal sites, controls, and major roads in Broward County. 18 lopoo o ~nii i i i I = o w CO WATER YEARS i JUNE NOVEMBER H 1000 W WATER YEARS W u H PQ O JUNE NOVEMBER JUNE NOVEMBER 100 M W* O. WATER YEARS O CO 10 i i i i i i i i o o o o o o o o o o o 00 CM K) 5J- lf> to CO 0> PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 w CO PM H W 100 O H PQ £> O S3 M *v W 60 DAY O o 30 DAY CO H P 10 I I I _ 10 m o o OJ IT) O O OJ IT) o 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 91 1 31 26 73 99 111 53 97 85 no-flow days. 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 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 6.5 0 113 35 49 0 0 0 114 0 6.7 60 55 0 118 92 95 21 12 18 148 15 70 90 67 5 122 128 109 65 99 102 189 13 115 120 68 36 129 148 104 116 167 153 230 79 153 183 214 57 158 136 130 136 160 151 207 137 142 Figure 11 shows frequency curves based on the above data. 20 10,000 o w CO I 000 w H JUNE NOVEMBER wW 100 o M 10 53 M 1.0 CO M 0.10 I___I o-o oo- o o o o o o o o ID oo en CM to 4- in to oo en en en en PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 = 111 I o o W CO fe H 100 W W 183 DAY fe O 120 DAY M PQ S 53 90 DAY M ** 10 W O CO DAY 1.0 I I I ID o o rsi (M ID O (VI O RECURRENCE INTERVAL.IN YEARS 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 46 126 146 38 102 51 73 57 41 no-flow days.______ 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 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 0 0 14 0 0 3. 7 4. 7 40 9.5 54 94 60 0 0 26 0 24 37 68 59 51 92 135 90 0 0 38 18 22 87 116 102 94 97 155 120 37 0 50 22 32 114 108 102 123 108 163 183 35 3 64 29 32 150 128 135 150 151 161 Figure 13 shows frequency curves based on the above data. 22 10,000 o WATER YEARS wo CO I 000 w PM MAY OCTOBER aw 00 = MAY OCTOBER o H PQ 10 WATER YEARS w o. .0 CO H Q 0.10 O q - o oo- o o o o o o o o oo ej ro «* in to r» oo o> PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 CO p-lw EH W 100 W DAY o H PQ B 25 H W~ 10 183 DAY CO H Q 120 DAY O O r\j m o o m 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«* dailyJ dis- 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 29 19 14 70 32 49 24 77 92 no-flow days.______ 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: Number of consecutive June - November periods days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 0 0 2.6 14 18 0 4.3 2.3 11 0.13 0.96 60 0 0 14 26 28 9 19 9.1 16 11 2.6 90 7.9 0.06 27 33 29 16 28 21 19 11 4.1 120 9.4 3.0 29 34 30 20 36 20 21 18 6.6 183 17 6.5 33 35 31 24 37 29 23 25 12 Figure 15 shows frequency curves based on the above data. 24 .._, 1000 t= o o w 100 h= w w o M PQ t=> O S3 M W , Q I 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 o w 10 W PL. Hw O i.o M PQ o.io H o.oi _ to to o o CO to o o CJ to o RECURRENCE INTERVAL.IN YEARS 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 periods 1970 1971 1972 1973 1974 1975 W.JK1976 1977 1978^19 7T 19FO Number of 4 48 20 23 30 13 11 16 days discharge consisted of leakage only. 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 of consecutive ______June - November periods days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 198IJ 30 95 25 55 35 34 15 32 38 137 68 146 60 197 27 112 61 152 100 54 72 156 119 189 90 217 37 149 93 141 139 102 133 181 118 200 120 227 39 166 134 155 186 150 202 184 145 227 183 540 91 205 134 161 182 149 224 203 166 217 Figure 17 shows frequency curves based on the above data. 26 10,000 o w w WATER YEARS H W 1000 W o H PQ JUNE NOVEMBER O JUNE NOVEMBER 53 H 100 W* o W M Q I I 10 q - q oo - o o o o o o o O O in CO PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 n I I T I = o o w w tf H PH H W H Fn CJ 100 M PQ & CJ 23 M w" Q w H Q 10 o_ oIO 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 periods ______1970 1971 1972 19/3 1974 1975 W>T£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 of consecutive ______June-November periods______days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 151 24 72 67 64 78 83 23 114 145 239 60 173 31 100 87 82 93 158 50 132 160 256 90 183 42 121 108 97 110 185 125 151 174 268 120 189 48 130 116 109 113 197 134 162 180 269 183____229 63 152 121 120 120 211 143 167 198 272 Figure 19 shows frequency curves based on the above data. 28 I 000 I i i i r o WATER YEARS cj w CO w 100 JUNE NOVEMBER H W Pn CJ 10 M M CJ WATER YEARS S3 a 1.0 CJ CO H P 0.10 5 2 q o o o o o o o o o o oo cj K> ^- m PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 o CJ H CO CJ 100 M 183 DAY cj 120 DAYH !3 90 DAY 60 DAY 30 DAY CJ CO 10 O - in O O CJ m o RECURRENCE INTERVAL,IN YEARS 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.______Figure 21 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 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 93 194 60 288 282 295 332 257 355 433 212 356 134 239 90 312 328 364 506 315 481 566 521 385 184 301 120 328 346 416 607 351 531 558 476 456 358 310 183____491 357 527 543 329 596 607 560 452 375 321 Figure 22 shows frequency curves based on the above data. 30 80° 20' ROWARB COUNTY DM)E COUNTY North M\a m i Beac n\ 9 BISCAYNE I CANAL 26°55' LITTLE RIVER CANAL HIALEAH 1 MIAMI I MiamilSpri ngs NW 36th Street < MIAMI SPR|NGS- HIALEAH WELLFIEL Coral Gables ALEXANDER ORR WELLFIELO LOCATION MAP cr^ ^i EXPLANATION ,S-22 2 3 4MILES Canal, Control, and Number i__i___i Canal Site and Number Figure 20. Location of canals, canal sites, controls, and major roads in northeast Bade County. 31 iopoo o CJw GO JUNE NOVEMBER w 1000 Hw w WATER YEARS 100 w~M O 10 00 M O q - q oo- o o o o o o O o m oo CM rO < in PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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. I 000 = 11 I I = o MCJ oo 183 DAY 120 DAY H wM 100 CJ 30 DAY S3 M ** o 00 H 10 _ 10 in o o - PJ in O O CM in 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 Number of 93 98 63 40 57 70 34 75 83 26 69 no-flow days. 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 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 5.5 4 42 0 24 20 53 7. 1 38 40 12 60 14 37 60 52 64 36 132 58 62 51 24 90 31 56 67 97 96 46 154 124 72 73 61 120 51 47 107 113 113 83 191 114 88 106 81 183 85 84 135 130 123 85 178 157 98 148 77 Figure 24 shows frequency curves based on the above data. 33 I 000 I I I I I T WATER YEARS w CO Pi w 100 H MAY OCTOBER W W u M 10 PQ WATER YEARS MAY OCTOBER M t* W 1.0 o CO 0.10 I___I 9-0 oo- o o o o o o o 10 oo CM fO < in N- oo PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 till o u w CO w P-4 H too W CJ M PQ 8 M 10 e> u CO M O 30 DAY 1.0 _ 10 o o - 10 10 O O t\i 10 O RECURRENCE INTERVAL,IN YEARS 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 of consecutive May - October periods days 1974 1975 1976 1977 1978 1979 1980 30 124 99 130 82 121 57 100 60 196 129 163 165 147 64 113 90 199 165 170 174 147 73 152 120 207 174 191 171 154 99 160 183 205 176 196 222 155 166 172 Figure 26 shows frequency curves based on the above data. 35 DISCHARGE,IN CUBIC FEET PER SECOND DISCHARGE,IN CUBIC FEET PER SECOND a OQ o Pi C O o o o en (D 1.01 rr 00 . cr C I I II III -) i-J CO PJ O H- 3 s rr a M | 10 H 5 2! (/> pd rt) H. a w < o 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: ______June - November periods______1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 Number of 4000560003 76 no-flow days.______ 37 Figure 27 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 Miami Canal at N.W. 36th Street, Miami: Number of consecutive June - November periods days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 297 36 90 77 96 64 167 194 249 176 0.33 60 380 50 176 158 115 116 196 220 272 194 30 90 446 68 228 215 149 131 230 287 305 222 52 120 428 135 260 277 167 165 259 283 341 269 90 183 493 158 304 282 165 199 288 305 361 278 75 Figure 28 shows frequency curves based on the above data. 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 DISCHARGE,IN CUBIC FEET PER SECOND H- o co a. OQ o o rr to Ci-J o o CO ft) 1.01 NJ C» to n i-j I 05 H.B co ro H- 0> I I. I I - OQsr --JKJ w TJ H- 2J I til 125 ft O I O C 0) < ^J B C 0) ft) I 1 W 00 P H- a o KJ cr 3 25 . 01 i i-J CL O O C i M < c T3 i-J 0) i-J S 0) to O 3 < i-J rr hd cr ft> H- H- 0) CO O O i-j § Cu P i-h O w I-1 O w o VO i-J !- C --J VO i-J o O rr " J < I P4 O 0) H M C/3 00 ft) I CD O OJ o 00 O hh - I-Jo 3 o. 1 10 O H- H- w 03 O 3 to 2! CU to H- rr 3 rr HJ 0) H- ft) gC/2 O CX 03 w P P Co ^< (U g w 25 P (D i-1 3 Cu Oi cr H-1 i-J to o> cn rr i-j 03 S 2! O 50 o HI td S3 w 00 X CO o o 00 o> w P oM a. M O i-J ft) 0) 0) t-i rr c - P BIG CYPRESS SWAMP IF" STATION 15 EXPLANATION GULF OF ; DIRECTION OF FLOW MEXICO \ EVERGLADES NATIONAL CANAL Ok PARK LEVEE LOCATION FLOW IS TO SOUTH THROUGH FLOW IS TO SOUTH THROUGH 19 OUTLETS 29 OUTLETS AND S-14 STATION 13, MONROE TO CARNESTOWN STATION 14,40-MILE BEND TO MONROE FLOW IS TO SOUTH FLOW IS TO SOUTH THROUGH THROUGH 4 CONTROL STRUCTURES 19 OUTLETS AND S-I2E CONTROL STRUCTURES CULVERT LEVEE 29 J 40-MIL BEND STATION 15 COOPERTOWN STATION 16 EVERGLADES NATIONAL PARK 19______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 10,000 o o w CO 000 w H W W 00 o 55 w Q .0 o CO 0.10 I___I 5 2 o- o o o o o o O oo OJ rO 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 o o w CO w PM 000 W W 90 DAY O H PC O 55 00 w Q o CO H Q 10 _ IO IO O O co m O o CVJ in o RECURRENCE INTERVAL,IN YEARS 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 40 60 660 678 158 825 351 444 630 921 405 416 242 90 738 1,140 367 1,000 551 586 859 824 433 746 475 120____857 1,250 320 929 611 660 886 937 430 815 451 Figure 31 shows frequency curves based on the above data. 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 periods ______19/1 1972 1973 19/4 1975 W>T£19/61977 1978 1979 1980 Number of 00000000000 no-flow days.______Figure 32 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. 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 62 116 60 232 361 145 453 191 287 383 178 292 176 251 90 342 559 154 589 322 318 518 406 374 261 405 120 ____ 472 606 162 591 368 389 505 396 450 390 355 Figure 33 shows frequency curves based on the above data. 42 DISCHARGE,IN CUBIC FEET PER SECOND o DISCHARGE,IN CUBIC FEET PER SECOND o o b o o o o o o o W O. 00 o 0.01 re co c O o H- o o rr OQ CL oo ft ft) 3* C * 1.01 rr u> 3CL o O t-i Lo C C 1.05 rr 00 O 3* ro I. I I *l S O ^ O O W O fl» fD ft *Q 1.25 O (- 8 » O C CT O W C fl» ft) C z on 00 3 M I H- rr o CL rr -< X> C § ft) O fl» -! w O o i-j Co fD I-1 - rr o C* O ft S 2 O H- »n cr < a o ft) ft) w eo 3 "-! 0> 25 n w v£> O -4 i-! O < o O I H 3 o CD (x I tt 3 H. I-" O (D (13 3 rt g »- "I CO M- ft) a w n Co rD XD 03 3 3 Co a 25 Co -! I 0> w O H- o o n C vo C rt ««4 o rr o i O j^ i 1 H> 50 fD I fD rt 00 t=d rr o on O o> O \» 8 - 3 Co w en ^> 3 t=d -P* fl» 00 O CL O O O w I C o H- < ft) fD C-. C 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 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 407 519 584 485 713 524 583 528 620 596 564 60 765 678 709 647 893 772 758 740 835 935 742 90 823 777 775 786 1,040 859 873 889 1,130 1,220 826 120 769 736 762 773 1,440 816 1,040 862 1,280 1,140 972 Figure 35 shows frequency curves based on the above data. 44 lopoo 1 I I I I I o o w WATER YEARS CO W 1000 ^ SEPTEMBER DECEMBER H W SEPTEMBER DECEMBER W WATER YEARS 100 w o 10 o C/3 i i i i o o O o o o o o o o o o m oo CM to ^j- in to r- 00 o> o> PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 o u w w tf w wH w 120 DAY 90 DAY I 000 o 60 DAY 525 w 30 DAY o. 100 m m O c\j O o in O RECURRENCE INTERVAL,IN YEARS 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] Discharge Water year Value (acre- feet x 1000) 1970 Actual 1,753.33 Scheduled 260.00 Surplus 1,493.33 1971 Actual 255.86 Scheduled 250.20 Surplus 5.66 1972 Actual 316.90 Scheduled 249.42 Surplus 67.48 1973 Actual 268.21 Scheduled 260.00 Surplus 8.21 1974 Actual 428.34 Scheduled 260.00 Surplus 168.34 1975 Actual 304.09 Scheduled 260.00 Surplus 44.09 1976 Actual 344.37 Scheduled 260.00 Surplus 84.37 1977 Actual 273.21 Scheduled 260.00 Surplus 13.21 1978 Actual 516.87 Scheduled 260.00 Surplus 256.87 1979 Actual 371.50 Scheduled 260.00 Surplus 111.50 1980 Actual 623.20 Scheduled 260.00 Surplus 363.20 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 to 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 1981 Number of 0 0 0 0 18 0 0 0 0 no-flow days. 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 30 6.6 16 15 1.8 11 8.9 16 41 55 50 2.6 60 9.4 27 21 7.9 18 13 26 45 61 51 8.5 90 16 30 23 13 25 22 35 49 72 57 18 120 30 34 32 30 32 43 53 51 83 59 26 Figure 37 shows frequency curves based on the above data. 47 I 000 i= o CJ W CO 100 =: w H SEPTEMBER FEBRUARY SEPTEMBER FEBRUARY w w Pn CJ H PQ !=> O w CO M Q 00- CJ ro sfr m CO PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 | w CO w P-4 H W w CJ 10 H 8PQ Bw" o 30 DAY CO H Q 1.0 J_|__I _ in _ in o o - CJ in o o CJ in o RECURRENCE INTERVAL,IN YEARS 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 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 148 77 78 109 70 53 25 47 197 186 173 60 151 88 93 111 89 69 71 122 202 200 179 90 172 120 91 121 102 93 88 164 209 204 180 120 185 132 101 139 111 92 95 149 224 217 201 183 183 125 108 145 110 99 110 178 228 219 202 Figure 40 shows frequency curves based on the above data. 49 80°55 80° 05' 26°00' COUNTY SNAKE CR COUNTY £/ CONSERVATION jfff AREAS 3 A */ 3 B SEE FIG. 20 EVERGLADES S-I76«,L MOMESTE EXPLANATION CANAL^ONTROL AND NUMBER 19 CANAL SITE AND NUMBER 25 10'- Figure 38. Location of selected canals, canal sites, controls, and major roads in Bade County. 50 o o cow w H w Pn o M S5 M *» W O o CO PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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= I o uw CO PL* Hw W DAY O 100 120 DAY ZZ H o S5 H Wf o CO H 10 _ to tO O O co IT) o O CJ IT) O RECURRENCE INTERVAL,IN YEARS 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 1970 1971 1972 1973 1974 1975 1975 1977 1978 1979 1980 30 81 6 224 0 0 83 186 4. 5 153 0 51 60 150 20 288 115 82 209 340 99 201 13 121 90 198 28 355 213 146 271 476 215 209 44 203 120 203 120 361 310 157 262 498 300 229 108 251 183 255 157 381 269 181 321 507 287 246 240 249 Figure 42 shows frequency curves based on the above data. 10,000 o o w JUNE NOVEMBER I 000 w WATER YEARS H W W 00 CJ H PQ CJ 10 25 JUNE NOVEMBER C? .0 O WATER YEARS CO 0.10 I___I I I I I I o - o oo- o o o o o o o o m oo c\j ro 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 cj w CO 183 DAY w 100 120 DAY PL, H W W CJ H PQ fa CJ 10 W C) CJ CO 1.0 _ m in (VJ in o o in o RECURRENCE INTERVAL,IN YEARS 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 52 11 50 52 22 20 no-flow days. 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: Number of consecutive June - November periods days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 104 11 136 11 0 62 61 132 67 135 60 139 19 160 52 77 122 142 191 130 169 90 152 87 188 123 93 128 219 220 135 225 120 147 171 186 185 103 129 237 327 -- 176 236 183 205 165 223 157 114 153 255 297 199 236 Figure 44 shows frequency curves based on the above data. 54 10,000 o CJ w JUNE NOVEMBER CO I 000 Pi! W H W W 100 CJ M PQ O 10 S5 W O .0 CJ CO M Q 0.10 I____I a 2 o o o - O O O O O O o o o m oo cvj ro ^ in to N> oo O) PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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== 111 o CJw CO w 183 DAY w 100 M « 8 O CJ CO M 30 DAY Q J_J__I 10 _ in _ m o o - CJ m o O CM in o RECURRENCE INTERVAL,IN YEARS 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 30 28 27 128 69 0 154 275 124 186 65 221 60 46 41 223 164 117 265 346 193 307 84 237 90 129 71 265 241 163 275 427 274 417 102 270 120 180 130 281 285 165 294 430 288 430 155 301 183 231 173 345 266 180 333 488 323 430 237 340 Figure 46 shows frequency curves based on the above data. 56 10,000 I I I I T WATER YEARS w CO 1000 wPi JUNE NOVEMBER H W W 100 H PQ 10 WATER YEARS .0 o CO 0.10 o - o o o o o o o o O o lO 00 CM ro 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 T T W CO W 183 DAY H W W 120 DAY 100 PQ B W Q CO M O 10 _' 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 Number of 46 89 17 58 184 132 58 33 144 138 128 no-flow days. 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 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 0 0 10 0 0 0 16 0 0 0 3.4 60 7.8 .25 35 .03 0 6.1 122 0 0 20 103 90 14 1.4 47 10 0 42 159 67 20 14 106 120 31 1.19 81 53 0 65 133 64 15 27 107 183 26 6.6 277 68 0 69 161 124 109 76 147 Figure 48 shows frequency curves based on the above data. 58 10,000 o o w co I 000 w CM H W MAY OCTOBER W 00 CO M PQ D CJ C) .0 CJ M P 0.10 I I I I I O-o oo- o o o o o o o O o 10 oo o> CM ro if if) «> ^ 00 or> or> or> o> PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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. 000 ^ o o 100 = PM H W O M PQ 0.10 = CJ CO 0.01 RECURRENCE INTERVAL,IN YEARS 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 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 52 26 81 81 23 29 45 24 35 93 45 60 83 74 93 113 35 72 83 53 59 109 55 90 116 119 103 152 66 115 120 89 75 143 66 120 138 146 125 166 100 137 136 119 105 166 87 183 170 151 128 156 129 133 148 131 133 169 82 Figure 51 shows frequency curves based on the above data. 60 H- 00 o o* a 00 o o o o c DADE"COUNTY" I BROWARD 000 o o w co 100 w & H 10 CJ M o 1.0 53 M 0.10 o CO 0.01 q - o oo- o o o o o o o o o IO 00 CM IO PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 T T T o O M CO A. H o 100 M W O 2; 30 DAY CJ CO 10 _ in _ IO o o - CVJ 10 o o CVJ in o RECURRENCE INTERVAL,IN YEARS 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: ______June - November periods______1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 Number x>f 0 17 0 34 6 22 0 0 0 0 0 no-flow days.______Figure 52 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 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 30 60 310 189 265 232 165 298 109 195 268 66 84 90 411 356 309 427 456 487 157 244 354 93 150 120 468 763 311 591 641 509 172 254 410 191 282 183____476 706 338 484 638 517 217 250 379 174 265 Figure 53 shows frequency curves based on the above data. 63 10,000 i i r 1 = o CJw I 000 6P-i H JUNE NOVEMBER. W W 00 CJ H PQ CJ g * W 1.0 CJ CO H Q 0.10 5 2 o 00- o o o o o o o m oo en tvj ro ^- m PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 o CJ W CO W 120 DAY PL) H 100 W CJ M PQ CJ » M 10 I* M 30 DAY CJ CO I i I 1.0 _ m o o in O o tv in 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 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 37 4.2 26 3.5 16 15 19 18 22 5.2 3.8 60 42 16 29 14 38 46 25 47 42 8.2 10 90 43 29 38 55 47 55 29 74 57 13 17 120 50 38 42 54 48 62 44 89 58 19 25 Figure 55 shows frequency curves based on the above data. 65 DISCHARGE,IN CUBIC FEET PER SECOND o o p o o b 6 o o (- DISCHARGE,IN CUBIC FEET PER SECOND 0.01 52 0.00 (b (b C* 0 10 t-1 05 fD fD « o 05 tn o « c_« \j\ 1.01 C co 3 I TITTT I I I I MM H. fD I rr ^*j 1.05 fD rr r-j 3* fD 1.1 I 10 4> O C C fD 1.25 003* O3 20 O 30 O o IT C O i-J 40 cr < fD fD "-J CO 50 50 o I rr 70 00 3- o n> 80 0) (X 3 H. o. o fD (U 10 "I cr CO 0) o a 90 3 o c * 3 a> cr ro re 25 95 o o CD hh 3 01 O 50 H- O 3 3 » fD fD 0> O 98 "I C I I I I 111 rr 100 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.______Figure 56 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 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 90 205 230 159 176 101 60 416 279 474 325 628 228 386 532 296 198 219 90 426 446 531 597 815 297 409 590 428 264 253 120____431 656 616 766 901 347 418 616 432 392 344 Figure 57 shows frequency curves based on the above data. 67 10,000 "I == O O M CO 1000 & JUNE OCTOBER W CM H H W 100 M PQ 10 Mw" C) 1.0 O CO 0.10 oo o o o o o o O o in oo en OJ rO ^- 10 «D 00 0> en PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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 I I o o w CO 120 DAY w 90 DAY PH H 60 DAY W W 100 O 30 DAY M O S3 CO M Q 10 _ m _ m O O cvj m O O cvi m o RECURRENCE INTERVAL,IN YEARS 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.______Figure 58 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. 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 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 16 30 27 24 19 14 18 26 9.2 5.0 14 60 28 52 35 125 77 30 26 40 35 7.2 26 90 45 85 49 182 110 39 26 58 73 33 53 120 39 88 47 149 129 38 30 52 70 47 54 Figure 59 shows frequency curves based on the above data. 69 1000 8 pa CO 100 H pa u 10 1.0 u CO M Q 0.10 9-0 oo- o o o o o o o o m oo o> 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 = r w CO W 100 CJ M PQ 90 DAY 50 DAY M 10 30 DAY CO M Q in If) O o- CM to o O CO in O RECURRENCE INTERVAL,IN YEARS 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.______Figure 61 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 Caloosahatchee River at S-79 near Olga: Number of consecutive ______June - October periods days 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 30 439 274 87 548 249 654 139 67 633 157 167 60 540 639 210 1,090 2,630 1,100 610 540 1 ,190 225 471 90 860 783 225 1,580 5,290 1,070 949 896 2 ,160 289 717 120 2,050 1,200 236 1,830 5,780 1,270 899 911 2 ,110 1,170 937 Figure 62 shows frequency curves based on the above data. 71 OS' tt*00* CHARLOTTE COUNTY to LEE COUNTY EXPLANATION o i t s 4 »*«>.« CANAL, CONTROL,AND NUMBER i LEE COUNTY CANAL SITE AND NUMBER ROAD COLLIER COUNTY I Figure 60.--Location of canal, canal site, control, and major roads in Lee County. 100,000 o o WATER YEARS w C/i 10,000 p-lw H Ww I 000 JUNE OCTOBER PQ P O g 100 wA 10 O C/i - o O-o o o - o o o o o o o o o CO (\J lO if if) «3 h- 00 o> o> PERCENTAGE OF TIME DISCHARGE WAS EQUALED OR EXCEEDED 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= o w en P-.w H 000 W DAY W 90 DAY PQ 6 60 DAY 100 30 DAY O O CO 10 _ in in o o (M If) O O CVJ If) O RECURRENCE INTERVAL,IN YEARS 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