Citation
Rating Analyses for Pump Statons (S140, S331, S6, S7, S8)

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Title:
Rating Analyses for Pump Statons (S140, S331, S6, S7, S8)
Creator:
Wang,Youchao
Imru,Muluneh
South Florida Water Management District ( Contributor )
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South Florida Water Management District
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English
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vii, 43 pages, illustrations, charts, maps

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Florida
Water -- Florida -- Everglades National Park.
Pumping stations -- Florida -- Everglades National Park.
Hydraulics

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TECHNICAL PUBLICATION ERA # 436

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Florida International University
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South Florida Water Management District
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FI12090380

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Technical Publication ERA #434 Water Budget Analysis for Stormwater Treatment Area 1 West (May 1, 2004 to April 30, 2005) December 2005 By Wossenu Abtew Water Quality Assessment Division Environmental Resource Assessment Department South Florida Water Management District 3301 Gun Club Road West Palm Beach, FL 33406

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EXECUTIVE SUMMARY Stormwater Treatment Area 1 West (STA-1W) is a constructed wetland that is part of the Everglades Construction Project mandated by Florida's Everglades Forever Act (Section 373.4592, Florida Statutes [F.S.]). STA-1W was built as an expansion of the Everglades Nutrient Removal (ENR) Project, a constructed wetland to demonstrate the effectiveness of phosphorus (P) removal from agricultural runoff/drainage. The ENR Project was operated for five years (1994 to 1999), and STA-1W started operation on July 1, 1999. STA-1W currently covers 2,772 hectares (ha) (6,847 acres [ac]) and is located in South Florida (26 38' N, 80 25' W) at the eastern edge of the Everglades Agricultural Area (EAA). The EAA, with an approximate area of 223,855 ha (552,922 ac) under agriculture (Redfield et al., 1999), is a highly productive irrigation drainage basin with a major production of sugarcane. Ecological changes in the Everglades have been partially attributed to an increase in P concentrations in the inflow waters. Local, state and federal initiatives have been taken to reduce P loads from agricultural runoff/drainage. Water from the agricultural area flows to the south and southeast through four primary canals: Miami, North New River, Hillsboro, and West Palm Beach. The West Palm Beach canal, which carries runoff/drainage from the agricultural area and Lake Okeechobee releases, is the inflow source for STA-1W. A minimum of 25 percent of the P load from the EAA is required to be removed at the basin level through the application of various agricultural Best Management Practices (BMPs) (Whalen and Whalen, 1994). Further removal of P is to be achieved through constructed wetland systems, known as Stormwater Treatment Areas (STAs), to an initial outflow total P concentration of 0.05 milligrams per liter (mg L1). STA-1W is one of the large-scale constructed wetlands that followed the successful operation of the ENR Project. This report presents the sixth annual water budget for STA-1W. Water budget analyses for five years of the ENR Project and five years of STA-1W were reported in the South Florida Water Management District's (SFWMD's) technical publications (Guardo et al., 1996; Abtew and Mullen, 1997; Abtew and Downey, 1998; Abtew et al., 2000; Abtew et al., 2001; Abtew et al., 2002; Abtew and Reardon, 2003 and Abtew, 2004). The total inflow into STA-1W through the inflow spillway for the study period was 42,075 hectare-meters (ham) (341,094 acre-feet [ac-ft]), and the total outflow through the outflow pumps was 47,326 ha-m (383,663 acft). Estimated seepage inflow from the L-7 levee through the roadside culverts was 305 ha-m (2,477 ac-ft). The seepage recirculation pump had a total flow of 1,863 ha-m (15,104 ac-ft). The areal average rainfall for the study period was 106.4 centimeters (cm), or 41.9 inches (in), and the total areal average evapotranspiration (ET) was 128.7 cm (50.7 in). A comparison with the previous six years of water budget shows that the surface water inflow for this period was the second largest, which indicates a second highest hydraulic loading during this period. The sum of the errors and unknowns (remainders) was 5,166 ha-m (41,880 ac-ft), which represents 10% percent of the total inflow into the system. Rainfall (6% percent) and ET (7% percent) comprise a small fraction of the current mass balance. The mean hydraulic loading rate for the study period, based on the daily average inflow, was 4.2 centimeters per day (cm d-i), (1.65 inches per day [in d-1]). The mean hydraulic retention time was 10.1 days and was computed as the ratio of the mean estimated volume of STA-1W and the average of inflow and outflow. The mean estimated volume was computed using the area-weighted (by cell) mean depth of 45 cm (17.7 in) and total area of 2,772 ha (6,847 ac). Due to construction work, Cell 2, Cell 4 and Cell 5 were at times offline during the water year (Pietro et al., 2005). When a cell is offline, it results in reduction of effective treatment area and retention time.

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TABLE OF CONTENTS E X ECU TIV E SU M M A RY .................................. .... .... .... .... .... .... .... .... .... .... ......................... ii TABLE OF CONTENTS ............................................................................ .......................... iii LIST OF FIGURES ..................................... ...... ..................................iv LIST OF TABLES ........................... .......................... ......... ......................................v LIST OF ABBREVIATIONS AND ACRONYMS ...............................................................................................vi C O N V E R SIO N F A C T O R S ...................................................................................................................................vi ACKNOWLEDGEMENTS ............................................................. vii IN T R O D U C T IO N .............................................................................................. .................. .................... .....1 B ackground ......... ......................................................................... ......................... 1 Site D escription ........................................................................ ....................................................................1 Vegetation Cover .................. ............ ...............................................................................4 SYSTEM HYDRAULICS AND OPERATION ..............................................................................................5 Sy stem H y drau lics ............................................................................................................. ............................5 C urrent O peration................................................................................................ ......................... 10 HYDROLOGY AND HYDROLOGIC MONITORING.................................................10 R ain fall ................................ ....................................................................................... ......... .. ........ 10 Evapotranspiration ................ ............................................... 11 Flow s .........................................................................................................12 W ater L evels ................................. .... .......... ... .... .... ..................................... 12 W A TER BU D GET COM PU TA TION S ...................................................................................... ....................17 STA -1W W ater B alance M odel ................................................................... ................ .........................17 D iscussion ................... ........................... ................................................................... 18 W A TER B U D G ET SU M M A RY .................................. .... .... .... .... ...... .......................................20 R E F E R E N C E S ...................................................................................................................... .........................2 2 APPENDIX I: WATER BALANCE TERMS WITH CALCULATED REMAINDERS ....................................24

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LIST OF FIGURES Figure 1. Location of Stormwater Treatment Area 1 W est (STA-1W ) ...........................................2... Figure 2a. STA-1W structures and monitoring network ................................ .................3... Figure 2b. STA-1W new Cell configuration and structures ................................................................. 4 Figure 3. Daily distribution of areal average rainfall and evapotranspiration in STA-1W .............. 11 Figure 4. Daily STA-1W inflows and outflows ................................... 13 Figure 5. Daily pumping rates of the seepage/recirculation pump and seepage flow through L-7 levee roadside seepage collection culverts in STA-1W........................... 14 Figure 6. Daily mean water levels in Cell 1 and Cell 3 of STA-1W and WCA 1 .........................14 Figure 7. Daily mean water levels in Cell 2 and Cell 4 of STA-1W ..................... 15 Figure 8. Daily mean water levels in Cell 5 of STA-1W ................................ 15 Figure 9. Schematic hydrologic model for STA-1W ...........................................17 Figure 10. Distribution of daily remainders (errors and unknowns) from STA-1W water balance .......................... ............. 18

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LIST OF TABLES Table la. Site characteristics of STA -1W ..................................2........................................................ Table lb. Site characteristics of STA-1W after enhancement .....................................3....................... Table 2. Structure information for STA-1W stations ................................................................... Table 3. Hydraulic information for STA-1W internal structures and seepage pump station............ 9 Table 4. Rainfall stations in STA-1 W, database retrieval keys and Theissen weights ................11 Table 5. STA-1W monthly flows, areal weighted rainfall and ET ........................................ 12 Table 6. Flow control structures, stage recorders and database retrieval keys used in the water budget analysis for STA-1W.............................13 Table 7. Observed water surface elevations (stages) and depths in STA-1W .............................14 Table 8. Summary of water budget for STA-1W (May 1, 2002 to April 30, 2003) ....................19 Table 9. Comparison of STA-1W water budget components to previous reporting years .............20

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LIST OF ABBREVIATIONS AND ACRONYMS ac acre ac-ft acre-feet BMP Best Management Practice cm centimeter cm d1 centimeter per day cfs cubic feet per second EAA Everglades Agricultural Area ENR Everglades Nutrient Removal ET Evapotranspiration ft feet ha hectare ha-m hectare-meter HW headwater in inch in d"1 inch per day m3S, cubic meter per second MAX maximum MIN minimum mm millimeter NGVD National Geodetic Vertical Datum P phosphorus Q discharge rpm revolutions per minute SFWMD South Florida Water Management District STA Stormwater Treatment Area TW Tailwater UVM Ultrasonic Velocity Meter WCA Water Conservation Area CONVERSION FACTORS Metric English mm 0.03937 inch cm 0.3937 inch mm 3.2808 ft ha 2.47 ac ha-m 8.1068 ac-ft

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ACKNOWLEDGEM ENTS The author would like to acknowledge M. Chimney, R. S. Huebner and M. Imru for reviewing the draft and Hedy Marshall for editorial review of this Technical Publication.

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INTRODUCTION Background Stormwater Treatment Area 1 West (STA-1W) is a constructed wetland that is part of the Everglades Construction Project (ECP) mandated by Florida's Everglades Forever Act (EFA) (Section 373.4592, Florida Statutes [F.S.]). STA-1W was built as an expansion of the Everglades Nutrient Removal (ENR) Project, a constructed wetland to demonstrate the effectiveness of phosphorus (P) removal from agricultural runoff/drainage. The ENR operated for five years (1994 to 1999), and STA-1W started operation on July 1, 1999. STA-1W covers 2,772 hectares (ha) (6,847 acres [ac]) and is located in South Florida (26 38' N, 80 25' W) at the eastern edge of the Everglades Agricultural Area (EAA). The area of STA-1W after enhancement is 6,670 acres (2700 ha). The EAA is approximately a 223,855 ha (552,922 ac) (Redfield et al., 1999), highly productive irrigation drainage basin with a major production of sugarcane. Ecological changes in the Everglades have been partially attributed to an increase in P concentrations in the inflow waters. Local, state and federal initiatives have been taken to reduce P loads from agricultural runoff/drainage. Water from the agricultural area flows to the south and southeast through four primary canals: Miami, North New River, Hillsboro and West Palm Beach. A minimum of 25 percent of the P load from the EAA is required to be removed at the basin level through the application of various agricultural Best Management Practices (BMPs) (Whalen and Whalen, 1994). Further removal of P is to be achieved through constructed wetland systems, known as Stormwater Treatment Areas (STAs), to an interim outflow total P concentration of 0.05 milligrams per liter (mg L-1). STA-1W is one of six large-scale constructed wetlands that followed the successful operation of the ENR Project (Figure 1). This report presents the sixth annual water budget for STA-1W (May 1, 2004 to April 30, 2005). Water budget analyses for five years of the ENR Project and five years of STA-1W were reported in the South Florida Water Management District's (SFWMD's) technical publications (Guardo et al., 1996; Abtew and Mullen, 1997; Abtew and Downey, 1998; Abtew et al., 2000; Abtew et al., 2001; Abtew et al., 2002; Abtew and Reardon, 2003 and Abtew, 2004). Site Description A survey of the ENR Project indicated that the area is primarily covered by Okeechobee muck soils where one to two meters of peat overlies several meters of carbonate rock (Jammal and Associates, Inc., 1991). The topography of STA-1W is relatively flat, with an average elevation of 2.99 meters (m) (9.8 feet [ft]) National Geodetic Vertical Datum (NGVD). To the east, the L-7 levee separates STA-1W from the Arthur R. Marshall Loxahatchee National Wildlife Refuge (Water Conservation Area 1 [WCA-1]). The seepage canal runs along the northern perimeter and the discharge canal on the west separates STA-1W from agricultural land. The narrow southern ENR levee separates STA-1W from the discharge area into WCA-1. STA-1W consists of five cells: cells 1, 2, 3, 4 and 5. Cells 1 and 3, and cells 2 and 4 (in series) comprise two parallel treatment trains of cells incorporated from the previous ENR. As shown in Figure 2a, the largest cell, Cell 5, has been added to the north and operates parallel to the other cells. The area and average ground elevation for each cell before the enhancement and reconfiguration of the cells are presented in Table la. Enhancement of STA-1W and reconfiguration of the cells is underway. Changes in area are made to the initial configuration Cell 1, Cell 2, cell 4, Cell 5A and Cell 5B. The modification will result in eight cells (1A, 1B, 2A, 2B, 3, 4, 5A and 5B). By June 2005, Cell 2 was split into Cell 2A and 2B. Completion of the project is in November 2006, although the remaining cell division is expected to be completed by June 2006 (Kevin Snell, 2005, personal communication). Table lb depicts cell by cell area and ground elevation after enhancement. Figure 2b depicts the new Cell configuration and major structures of STA-1W.

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Big "" Cypress R National Preserve Figure 1. Location of Stormwater Treatment Area 1 West Table la. Site characteristics of STA-1W Cell Area Average gound elevation ha ac m NGVD ft NGVD Cell 1 580 1,433 3.13 10.27 Cell 2 414 1,023 2.94 9.65 Cell 3 404 998 3.10 10.17 Cell 4 146 361 3.00 9.84 Cell 5 1,228 3,033 2.90 9.51 Total 2,772 6,847 Average 2.99 9.80

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Table lb. Site characteristics of STA-1W after enhancement Cell Area Average ground elevation ha ac m NGVD ft NGVD Cell 1A 302 745 3.13 10.27 Cell 1B 302 745 3.13 10.27 Cell 2A 191 471 2.94 9.65 Cell 2B 190 470 2.94 9.65 Cell3 415 1026 3.10 10.17 Cell 4 145 358 3.00 9.84 Cell 5A 228 562 2.90 9.51 Cell 5B 928 2293 2.90 9.51 Total 2700 6670 Average 3 10 Figure 2a. STA-1W structures and monitoring network

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Figure 2b. STA-1W with new cell configuration and structures Vegetation Cover At STA-1W, vegetation cover generally varies from cell to cell and coverage changes with time. Cell 1 is covered mostly with emergent vegetation dominated by cattail (Typha spp.), but Cell 1 also contains significant coverage of submerged aquatic vegetation (SAV). A portion of Cell 1 contains the floating aquatics: water hyacinth (Eichhorina crassipes) and water lettuce (Pistia stratiotes) as well as leather fern (Acrostichum sp.), carolina willow (Salix caroliniana) and primrose willow (Ludwigia sp.). Cell 2 is mostly covered with floating islands that contain leather fern, carolina willow, primrose willow and cattail, but this cell also contains significant coverage of SAV and periphyton. Cell 2 contains the floating aquatics water hyacinth and water lettuce. Cell 3 is mostly covered with emergent vegetation dominated by cattail, but also contains significant coverage of pickerelweed (Pontederia cordata), arrowhead (Sagittaria latifolia), duck potato (Sagittaria lancifolia), spikerush (Eleocharis sp.) and carolina willow. Cell 4 is covered with SAV dominated by southern naiad (Najas guadalupensis), coontail (Ceratophyllum demersum), and pondweed (Potamogeton illinoensis) with naturally occurring periphyton. Cell 5A (eastern) is covered with mixed vegetation containing cattail, southern naiad, the floating aquatics water hyacinth and water lettuce. Cell 5B (western) is covered with submerged aquatic vegetation dominated by southern naiad, coontail and hydrilla (Hydrilla verticillata) with naturally occurring periphyton. Also, small amounts of cattail and water hyacinth are present in this cell (Neil Larson, SFWMD, personal communication, 2003).

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SYSTEM HYDRAULICS AND OPERATION System Hydraulics STA-1W Inflow and Distribution Water from West Palm Beach Canal (C-51) that previously was pumped into the Refuge (WCA-1) via the S5A pump station and flowed through the Refuge is presently diverted to STA-1W. A small portion of the area of WCA-1 near the S5A pump station is levied and forms the STA-1W inflow and distribution (STA-1 Inflow Basin) that serves as a storage area to divert water into STA-1W and into STA-1E (upon completion). There are two former and four new water control structures in the STA-1 I&D. The S5A pump station delivers water from C-51 (West Palm Beach Canal); the S5AS spillway controls WCA-1 inflow and outflow at the junction of L-8 and C-51. The junction has culvert structures S5AW and S5AE. The four spillway structures are G300, G301, G302 and G311. G300 is a two-bay, reinforced concrete, U-shaped spillway with vertical lift gates installed on the crest of ogeeshaped weirs. The purpose of this structure is to bypass flows from the STA-1 Inflow Basin area into the L-40 borrow canal that runs along the eastern edges of WCA-1. G301 is a three-bay, reinforced concrete, U-shaped spillway with vertical lift gates on weirs. The purpose of this structure is to bypass flow from the STA-1 Inflow Basin area into WCA-1 along the L-7 borrow canal on the western edge of WCA-1. G302 is a fixed-crest, concrete ogee spillway equipped with two vertical lift gates each of which are 6 m (20 ft) wide. The purpose of this structure is to supply inflow to the five cells of STA-1W from the STA-1 Inflow Basin area. G302 has a capacity of 92 cubic meters per second (m3 s1) (3,250 cubic feet per second [cfs]). G311 is designed as a threebay, reinforced concrete spillway with lift gates on weirs. The purpose of this structure is to supply water from the STA-1 Inflow Basin area to STA-1E, which is currently under construction. It can also transfer water from STA 1-E to STA 1-W via the inflow basin when needed. Current structure information for the STA-1W stations is provided in Table 2. Structure locations are shown in Figure 2a. After completion of the modification, an updated structure table will be provided in the coming year water budget publication. STA-1W Inflow, Internal, and Discharge Structures The supply canal to STA-1W is about 2.72 kilometers (km) (1.7 miles [mi]) long, extending between the inflow structure G302 and the flow-control structures into cells 1, 3, 2 and 4 (G303). The canal has a side slope of 2.5:1, with a bottom width of 18.3 m (60 ft) at elevation -1.52 m (-5 ft) NGVD. Expected velocities in the inflow canal vary between 0.232 m s1 (0.76 ft s1) and 0.418 m s1 (1.37 ft s1) (Hutcheon Engineers, 1996). G303 is a two-bay ogee spillway equipped with two lift gates with each 4.9 m (16 ft) wide and with a discharge capacity of 50.4 m3 s1 (1780 cfs). The perimeter and inter-cell levees facilitate vehicle transportation within the wetland. There are culverts situated below the levees for inflows, outflows, and inter-cell water delivery. Under each levee, the culverts are spread along the levee to facilitate distribution of flow over the downstream cell area. The uniformity of flow distribution depends on the ground surface elevations and vegetation cover of the receiving cell. Upstream of cells 1 and 2, there was initially a buffer cell that received flow from G250S (seepage return pumps) and the inflow spillway G303. Also, there was a levee with 10 culverts (G252A-J) between the Buffer Cell and Cell 1. However, the transition to STA-1W involved degrading about 70 percent of the levee and

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removing all but three of the culverts (G252H, I, and J). The number of culverts between the buffer cell and Cell 2 originally was five (G255A through E), but the number was increased to seven (G255A-G) during the transition from ENR to STA-1W, which made a direct connection between Cell 1 and 2. Similarly, there were initially five G254 culverts between cells 2 and 4 under the ENR Project, but they were increased to nine as part of STA-1W (G254A, Al, B, B1, C, Cl, D, D1 and E). The levee between cells 1 and 3 has 10 culverts G253 (A through J), which did not change during the transition from ENR to STA-1W. Between cells 3 and 4 there are five culverts (G256A through E), which were not affected by the transition from ENR to STA-1W. The inflow to Cell 5 occurs through ten corrugated metal pipe culverts, which are 29.3 m (96 ft) long (G304A through J). The combined capacity of the inflow culverts (G304A through J) is 41.6 m3 s1 (1,470 cfs). The Florida Power and Light (FPL) levee runs across Cell 5 dividing the cell into two parts. Twenty-two culverts (G305A through V) were constructed to deliver water from the eastern part to the western part of the cell. Each of the G305 culverts is 213 cm (84 inches) in diameter and 27.4 m (90 ft) long, with an invert elevation of 1.07 m (3.5 ft) NGVD. Seepage and recirculated water from the discharge canal is pumped through G250S to Cell 1 through the former ENR Buffer Cell, which is now part of Cell 1. G250S has three main pumps with a combined capacity of 5.66 m3 s1 (200 cfs), and three supplemental pumps from the old ENR inflow pump station G250 with a combined capacity of 8.49 m3 s1 (300 cfs). At the west side of Cell 3 there are two outflow structures (G308 and G259) releasing to the discharge canal. Similarly, G258 and G309 are the two outflow structures releasing to the discharge canal from Cell 4, located at the west side. Hydraulic information for internal structures is shown in Table 3. The outflow from Cell 5 to the discharge canal flows through ten corrugated metal pipe culverts, which are 183 cm (72 in) in diameter and 39.6 m (130 ft) long and have a combined discharge capacity of 41.6 m3 s1 (1,470 cfs). G327A is a gated culvert, which is 213 cm (84 in) in diameter, and 39.6 m (130 ft) long with 2.83 m3 s1 (100 cfs) discharge capacity. G327C is a culvert 39.3 m (129 ft) long and has a discharge capacity of 2.83 m3 s1 (100 cfs). The discharge from Cell 1 into Cell 3 flows through ten culverts, which are 183 cm (72 in) diameter and 17.7 m (58 ft) long (G253A through J). Discharge from Cell 2 into Cell 4 flows through nine culverts (G252A, Al, B, B1, C, Cl, D, D1, and E), which are 183 cm (72 in) diameter and 16.5 m (54 ft) long. Discharge from Cell 3 is to the discharge canal through G308 and G259 and to WCA-1 through the G251 pump station. G308 is a gated weir with a discharge capacity of 15.85 m3 s1 (560 cfs). G259 is a gated culvert which is 183 cm (72 in) in diameter and 23.9 m (78.5 ft) long. Discharge from Cell 4 is into the discharge canal through G309, G258 and into Cell 3 through G256A through E. G309 is a gated weir with a discharge capacity of 15.85 m3 s1 (560 cfs). G258 is a gated culvert which is 183 cm (72 in) in diameter and 23.5 m (77 ft) long. G256A-E consists of five culverts which are 183 cm (72 in) in diameter and 16.6 m (54.5 ft) long. The STA-1W outflow structures are composed of the G251 and G310 pump stations. G251 has six identical pumps with a combined capacity of 12.74 m3 s1 (450 cfs). G310 is equipped with six pumps of three different capacities, with a total capacity of 86 m3 s(3,040 cfs). G310 has two electric pumps with a combined discharge capacity of 5.66 m3 s(200 cfs), two diesel pumps, with a combined discharge capacity of 26.6 m3 s1 (940 cfs), and two diesel pumps with a combined discharge capacity of 53.8 m3 s(1,900 cfs). Reconfiguration of STA -1W cells is underway. Changes are being made to the initial configuration of Cell 1, Cell 2, Cell 4, Cell 5A and Cell 5B. The modification will result in eight cells (lA, 1B, 2A, 2B, 3, 4, 5A and 5B). By June 2005, Cell 2 was split into Cell 2A and 2B. Completion of the project is scheduled for November 2006 although the remaining Cell division is expected to be completed by June 2006 (Kevin Snell, 2005, personal communication). Flow path with the new configuration of cells is from Cell lA to Cell 2A and to Cell

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3; from Cell 2A to Cell 2B and to Cell 4; from Cell 5A to 5B. New structures are designed to pass flow from Cell 1A to Cell 2B (G248A-H) and from Cell 2a to Cell 2B (G249A-E). Also an additional discharge structure from Cell 4 into the discharge canal is planned (G309).

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Table 2, Structure information for STA 1-W Error! Not a valid link.

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Table 3. Hydraulic information for STA-1W irnernal structures and seep age pun station Station i G250S tG252 G253 G254 i G255 G256 G258 G259 G305 I _. ....... Type purnp culvert culver! culvert culvrt c..lve.t cuvet cuvrt culvet Units 6 3 10 i 9 7 5 1 1 22 I 16237, i 16238, 16217, 15212 to 12E7, (16203 to 16731to 16736 to staons DBKEY i IK278 i 16235, 16215, 35 1594C 15939 16211, .6735 16744 no, active 16247 to 16450. ,. Bypass 5.5 ft. 155 ft 15.5 ft. 15.5 .1. 5 ft. 15.5 ft. 15 f. 15.3 1t. Eleovation Sft, 5 ft. S I ft. 5 ft. 2.Sft. 1.5 ft. 35, ft. Flow line 54.5 ft. 54.5 ft. 54.5 ft. 54.5 ft. 54.5 ft. 78 ft. Lenth barrel barrel barrel barrel barrel barre 3042 in. Cross Section 3036 in. 72 inches 72 inches 72 inches 72 inches 72 inches 60 inches 72 inches 34 inche Diameter pr.peller Error! Not a valid link

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The discharge canal extends between G327A at the northwest corner and the G310 pump station at the southwestern corner. The discharge canal is about 9.12 km (5.7 mi) long with bottom width varying from 15.2 m (50 ft) at G327A to 24.4 m (80 ft) at G308 and to 30.5 m (100 ft) at G259, to account for changes in flow magnitude and ground elevation. Current Operation S5A diverts water from the West Palm Beach canal into the STA-1 Inflow Basin area. From the STA-1 I&D area, water flows to STA-1W through spillway G302 or is bypassed to WCA-1 through G300 and G301 when the need arises. Water flows into Cell 5 via inflow canal and through culverts G304 A through J, and into Cells 1, 2, 3 and 4 through the gated weir structure G303. The old ENR seepage pumps (G250S) control stages in the seepage canal north of treatment Cell 5 and redirect flow to the former ENR (Cells 1, 2, 3 and 4). Culverts, installed beneath G302, deliver seepage return flow to the G250S pumps. The G250S pumps convey the seepage return flow into Cell 1 that also receives inflow from G303. Thus, inflow to Cell 1 is primarily direct flow from G303 and partly through the remaining culverts G252 (H, I, and J) from the old Buffer Cell of the ENR. Cell 2 receives flow from Cell 1 through culverts G255 (A through G). Water flows from Cell 1 to Cell 3 through culverts G253 (A through J). Water delivery between cells 2 and 4 occurs through nine culverts G254 (A, Al, B, B1, C, C1, D, Dl, and E). At the west end of Cell 3 there are two outflow structures releasing to the discharge canal, G309 spillway and G258 culvert. Similarly, G308 spillway and G259 culvert are the two outflow structures releasing to the discharge canal from Cell 4, located at the west end. Water delivery from Cell 4 to 3 is through culverts G256A through E as was during the former ENR project. Outflow from STA-1W is through pump stations G251 lifting water from Cell 3 to WCA 1 and G310 lifting water from the discharge canal to WCA 1. With the reconfiguration of the Cells as described earlier, the operation will change. When the new configuration is operational, changes in operation will be included in future reports. Operational decision making for STA-1W for water year 2005 is presented in Chapter 4, SFER 2006 (Pietro et al., 2005). In January 2005, Cell 2 and Cell 4 were taken offline to begin a divide levee in Cell 2 and an outflow structure in Cell 4. In February 2005, outflows from Cell 5 were recirculated through the seepage canal due to high outflow TP concentrations. Cell 5 was offline during lime rock berm improvement work (Pietro et al., 2005). HYDROLOGY AND HYDROLOGIC MONITORING Rainfall STA-1W has a six-gage rainfall monitoring network. The rainfall gauging stations along with their corresponding database keys and Theissen weights are presented in Table 4. The gage locations are depicted in Figure 2a. The areal average rainfall on the project site was computed using a Theissenweighted average of the six-gage network. Minimal data gaps at a station are estimated, while extended gaps result in areal rainfall computation using remaining stations with a new set of Theissen weights. The daily distribution of areal average rainfall for the study period is depicted in Figure 3. The monthly summary of areal average rainfall for STA-1W is shown in Table 5. The 12-month total areal average rainfall for STA-1W was 106.4 cm (41.9 in). The eleven year (May 1, 1994 to April 30, 2005) average areal rainfall for the previous ENR constructed wetland and the current STA-1W was 127.3 cm (50.1 inches).

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Table4. rainfall stations in STA-1W, database retrieval keys and Theissen weights Stations DBKEY .Theissen Weights ENR101 15851 0.087 ENR106 DU515 0.441 ENR203 15874 0.222 ENR301 15877 0.126 ENR308 15888 0.049 ENR401 15862 0.075 Evapotranspi ration The daily evpotranspiration (ET) was computed from high-resolution weather data using a radiationbased ET estimation model that was developed based on lysimeter studies in the ENR (Abtew, 1996a1996b). A complete weather station is located in Cell 3 (ENR 308). The daily distribution of ET for STA1W for the study period is depicted in Figure 3. Monthly summary of ET for STA-1W is shown in Table 5. The 12-month total areal ET for STA-1W was 128.7 cm (50.7 in). The ten year (May 1, 1995 to April 30, 2005) average areal ET for the previous ENR and current STA-1W was 132.2 cm (52.1 in). 30, 2005) average areal ET for the previous ENR and current STAIW was 132.2 cm (52.1 in). Daily Rainfall (mm) 160 140 E 120 v -100 : 80 60 40 20 0 0 0 0 0 0 0 0 0 0 0 0 T4 ,rI Day Figure 3. Daily distribution of areal average rainfall and evapotranspiration in STA-IW

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Table 5. STA-1W monthly flows, areal weighted rainfall and ET Inflow Outflow Seepage Seepage G251+G Rainfall ET L7 Year Month G302 310 Pump Culverts ha-m ha-m cm in cm in ha-m ha-m 2004 5 1232 631 1.90 0.75 15.89 6.25 84 0 2004 6 2741.671 2559.815 5.918 2.33 13.12 5.166 98.872 0 2004 7 2461.051 2247.319 14.63 5.76 12.86 5.064 95.494 0.101 2004 8 9785.533 11061.38 12.93 5.09 10.86 4.277 139.228 20.938 2004 9 13557.96 15470.86 45.41 17.88 10.11 3.981 89.35 45.883 2004 10 5646.775 8216.977 4.597 1.81 10.26 4.039 298.62 69.634 2004 11 343.369 262.277 1.549 0.61 7.736 3.046 81.855 58.369 2004 12 2109.888 1409.155 0.61 0.24 6.838 2.692 100.142 29.837 2005 1 856.794 1731.128 1.295 0.51 7.688 3.027 93.878 27.52 2005 2 732.317 527.932 2.311 0.91 8.324 3.277 278.488 14.001 2005 3 2113.497 3149.719 12.06 4.75 11.18 4.4 420.613 18.598 2005 4 493.777 58.118 3.15 1.24 13.8 5.432 82.297 20.301 1 ha-m = 8.1068 ac-ft Flows Database keys for STA-1W flow structures and stage gages are listed in Table 6. The total inflow spillway discharge for the study period was 42,075 ha-m (341,094 ac-ft), and the total outflow through the outflow pump stations was 47,326 ha-m (383,663 ac-ft). In the past, inflows through G302 were underestimated. In July 2003, new flow data for the period of record was loaded into the database after recalibration of the flow computation equations for G302 spillway. The daily discharge rates of the inflow spillway and outflow pumps are shown in Figure 4. The estimated seepage from L-7 levee flowing through the roadside culverts and the daily seepage recycling pumping is presented in Figure 5. The total seepage and recirculation pumping was 1,863 ha-m (15,104 ac-ft). The L-7 seepage through the roadside culverts was estimated using a regression equation developed from 42 data points. Guardo (1996) developed relationship between the seepage from L-7 through the roadside culverts, the stage rise in WCA-1 above 4.57 m (15 ft) NGVD, and the difference in stages between WCA-1 and the eastern cells of the ENR (Equation 1). The regression had a coefficient of determination (R2) of 0.93 and a standard error of 0.30 m3 s-1.The total estimated seepage from L-7 through roadside culverts was 305 ha-m (2,477 ac-ft). The monthly flow data for the study period are presented in Table 5. L7a = 0.217 AWCA1.311* Ah2.025 Where L-7a is seepage in m3 S"1, AWCA is rise in stage in WCA-1 above 4.57 m (15 ft) NGVD and Ah is the difference in stage between WCA-1 and the eastern cells of STA-1W. Water Levels Daily water levels or water surface elevations (stages) in each cell of STA-1W are dependent upon rainfall, evapotranspiration, seepage and daily operational decisions. Water levels have been regulated based on water depth, operation status of the S5A pump station, tests, maintenance and other operational decisions. The minimum, maximum and mean of the daily average stage observations for the study period

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are shown in Table 7. The mean observed stage in Cell 1 was Error! Not a valid link m (Error! Not a valid link.ft) NGVD. The mean stage in Cell 2 was Error! Not a valid link. m (Error! Not a valid linkft), and the mean stage in Cell 3 was Error! Not a valid link. m (Error! Not a valid link.ft). The mean stage in Cell 4 was Error! Not a valid link. m (Error! Not a valid linkft) NGVD, and the mean stage in Cell 5 was Error! Not a valid link. m (Error! Not a valid link.ft) NGVD. The average daily stages for Cell 5 were computed from the stage readings for G304 tailwater and G306 headwater. The average daily water level observations in Cell 1 and 3 of STA-1W and WCA-1 are shown in Figure 6. Water levels for cells 2 and 4 are shown in Figure 7 and the daily water levels for Cell 5 are shown in Figure 8. The mean water depths for cells 1, 2, 3, 4 and 5 were Error! Not a valid link. cm (Error! Not a valid link.in), Error! Not a valid link cm (Error! Not a valid link.in), Error! Not a valid link cm (Error! Not a valid linkin), Error! Not a valid link. cm (Error! Not a valid link.in) and Error! Not a valid link. cm (Error! Not a valid link.in), respectively. Error! Not a valid link ---G302 Inflow "G251+G310 Outflow" Error! Not a valid link Figure 4. Daily STA-iW inflows and outflows I II I It L Ln n n o a 0 a 0 0 0 a a 0 0 tO r. 07 01 O rl N rN M t ,-4 -4

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Table 6. Flow control structures, stage recorders and database retrieval keys used in the water budget analysis for STA-1W Station Description Location DBKEY Remark G302 spillway I & D / Supply Canal JW221 inflow G250S pump Seepage Canal/Cell1 JK278 seepage return, recirculation G251 pump Cell 3/WCA1 JW222 outflow G310 pump Discharge Canal/WCA-1 M2901 outflow ENR101 stage Cell 1 15850 center of cell ENR203 stage Cell 2 15873 center ENR301 stage Cell 3 15876 center ENR401 stage Cell 4 15727 center of cell G304E_H stage Supply Canal/Cell 5 OH559 Cell 5 stage close to WCA-1 G304E_T stage Supply Canal/Cell 5 OH560 tailwater G306A H stage Cell 5/Discharge Canal L9951 headwater G306J_H stage Cell 5/Discharge Canal L9954 headwater G251 _T stage G251 Tailwater 16219 WCA-1 G301_T stage Inflow and Distribution/WCA-1 KS686 tailwater | 17 rnarIcira cnann I o o 0 0 0 0 0 0 .D4 -, ...-H W N 00 84 -4 .Day Figure 5. Daily pumping rates of seepage/recirculation pump and seepage through L-7 roadside seepage collection culverts to STA-1W (1 ha-m = 8.1068 ac-ft) Error! Not a valid link. Table 7. Observed water surface elevations and depth in STA-1W Water Surface Elevation Depth Cell Min Max Mean Mean m ftft m ft m ft cm in Cell 1 3.43; 1l.24: 4.32: 14.16; 3.74: 12.281 61 24. Cell 2 0.00: 9.00. 4.06: 13.32: 3.40:.11.15: 46: 18.0 Cell 3 3.34: 10.95, 4.08, 13.38: 3.60: 11.81: 50: 19.7 Cell 4 0.00 0.00 3.94 12.93 3.34 10.95 34 13.3 Cell 5 0.00 0.00: 4.02: 13.18 3.26 10.70: 36 14.2 Error! Not a valid link Error! Not a valid link Error! Not a valid link

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-Cell 1 (m) ---Cell 3 (m) WCA1 (m) fy jf.. jv~ t~l !tI 1 Jv o 0 0 0 0 0 0 0 0 u D n Wf 0 0 N L1) L1) LAy o o 0 IN M W Figure 6. Daily mean water level in Cell 1 and 3 of STA-1W and Water Conservation Area 1 d 6.0m 5.50 2 5s.o4.5 0m 4.0 3.5m IJ .3

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-Cell 2 (m) --Cell 4 (m) .m 4.2 ae a 4.0 U -. 3.8 Z 3.6 z E 3.4 2 3.2 S 3.0 al v v v V V V v V Ln LA LA Ln 0 0 0 0 0 0 0 0 0 0 0 0 LA 'fD N CO ON 0 N N in ri ri ri Day Figure 8. Daily mean water level in Cell 5 of STA-1W .---1Ivl Ln UL Ln o o 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O tL iD N W 4 N +-N i Day Figure 7. Daily mean water level in Cell 2 and 4 of STA-1W m 4.0 A 3.9 a 3.8 3.7 S> 3.6 U> Z 3.5 4z mE 3.4 ea 3.3 3.2 > 3.1 _. 3.0 ,1 r L

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WATER BUDGET COMPUTATIONS STA-1W Water Balance Model A schematic hydrologic model for STA-1W is depicted in Figure 9. The inflow supplied through the G302 spillway accounts for about 83% of the inflow to the system. The known inflows to the system are G302 spillway inflows, rainfall and seepage through the roadside L-7 levee culverts (L-7a). Rainfall accounts for 6%, and seepage through the roadside culverts (L-7a) accounts for 1%. Outflow pumping (G251 and G310) accounts for 93.0% of the outflows, with evapotranspiration constituting 7% of the total outflows. The unknowns in the system are ungaged subsurface inflows, outflows and errors that account for 10% of the total inflows. The schematic model (Figure 9) and the following set of water balance equations represent the hydrologic system of STA-1W for water budget analysis purposes. INFLOW -OUTFLOW = AS + ET (2) Where INFLOW is the amount of water that enters the system from external sources, and OUTFLOW is water that leaves the system boundary and is not recirculated. AS is the change in storage in the system during the time interval of interest. The sum of all errors is represented by eT. Because all inflows and outflows cannot be entirely quantified, the following equation is introduced to represent the remainders, errors and unknowns: REMAINDERS = T + UNKNOWNS (3) Figure 9 shows the possible inflows and outflows to and from the STA-1W system. The seepage canal, which encompasses the northern side of STA-1W, is designed to capture seepage from STA-1W to the neighboring area and to recirculate discharge from the discharge canal when needed. Seepage through the former ENR supply canal is represented as SEEP1, and seepage in and out of the seepage canal to the north is represented as SEEP2. SEEP3 represents the two seepage possibilities into or out of the discharge canal to the west, regardless of the magnitude. SEEP4 represents the possible seepage loss or gain through the southern levee from WCA-1. The unmeasured inflow from WCA-1 into STA-1W from the east is represented by L-7b. In computing the water balance for STA-1W, it is essential to identify quantifiable variables from unquantifiable variables, making reasonable assumptions to reduce the quantity of unknowns as much as possible. Since the purpose of the seepage canal is to recirculate seepage and recycle water, it is assumed that the seepage return pump flows are recirculation in the system. This assumption does not rule out the possibility of external seepage inflow being part of recirculation flow or seepage loss out of the seepage canal. The change in storage is represented as follows: AS = G302+R+L7a+L7b-G251-G310-ET+SEEP1+SEEP2+SEEP3+SEEP4+ET (4) Where AS is change in storage in the system; G302 is inflow; R is rainfall; L-7a is seepage flow from WCA-1 through the roadside culverts; L-7b is unknown subsurface seepage flow from WCA-1 into STA1W; ET is evapotranspiration losses. G310 and G251 represent outflow pumping; ET represents total error in inflow and outflow terms.

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The daily change in storage for STA-1W was computed as the sum of storage changes in each of the five cells (cells 1, 2, 3, 4, and 5). The change in storage volume in each cell was computed based on the area of the cell and change in stage in the cell. The remainders in the computation of daily water balances are the sum of all errors and unknowns in the system. Daily remainders were computed for the one-year study period based on the following equation: Figure 9. Schematic hydrologic model for STA 1-W REMAINDERS = AS -INFLOWS + OUTFLOWS Discussion The total inflow through the inflow spillway wasError! Not a valid link.ha-m (Error! Not a valid link.ac-ft) and total outflow through the outflow pumps wasError! Not a valid link.ha-m (Error! Not a valid link.acft). Seepage inflow from L-7 levee through the roadside culverts was a total ofError! Not a valid link.ham (Error! Not a valid link.ac-ft). The seepage and recirculation pump had a total flow ofError! Not a valid link.ha-m (Error! Not a valid link.ac-ft). Total average areal rainfall for the study period wasError! Not a valid link.cm (Error! Not a valid link.inches) and the total average areal evapotranspiration wasError! Not a valid link.cm (Error! Not a valid link.inches). For the study period, the mean daily remainders (errors and unknowns) was Error! Not a valid link. ha-m d-1 (Error! Not a valid link.ac-ft d"'), with total remainder being Error! Not a valid link.ha-m d-1(Error! Not a valid link.ac-ft d-1). The standard deviation of the

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remainders is Error! Not a valid link.ha-m d-1 (Error! Not a valid link.ac-ft d-1), which signifies high variation. Figure 10 depicts the daily remainder distribution. The remainder is 2 percent of the total inflows. The known outflow from the system is higher than the known inflow and the remainder is accounted as inflow. A summary of the one-year water budget is shown in Table 8. Details of the daily water balances terms and calculations results are shown in Appendix I. The mean hydraulic loading rate for the study period, based on the average inflow, wasError! Not a valid link.centimeters per day (cm d-), or Error! Not a valid link.inches per day (in d"). The mean retention time was computed as the ratio of the mean estimated water volume of STA-1W and the average daily flow rate, inflow and outflow. The estimated mean volume was computed from the area-weighted (by cell) mean depth of Error! Not a valid link.cm (Error! Not a valid link.inches) and a total area of Error! Not a valid link.ha (6,847 ac). The estimated mean hydraulic retention time was Error! Not a valid link. days. LV0 1500 1000-500 r 0 E -500o -1000 -1500 --------------------------------------------------------------------------------------------o -----------------------*--------------------------------------------------0 .... .------. --------------------------------------------------------------e-------------------------------------------------------------------------------------------------------------------000000000000000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 in1 int '0 ID n n O M --400 -4-4 N N .-4 N M t Day Figure 10. Distribution of daily remainders (errors and unknowns) from STA-1W water balance

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Error! Not a valid link. 1 ha-m = 8.1068 ac-ft WATER BUDGET SUMMARY This water budget study covers the sixth year of operation of STA-1W. The period of analysis is from May of previous year to April of current year in order to coincide with the reporting period of the South Florida Environment Report. For the period of analysis, the total inflow through the spillway (G302) was 42,075 ha-m, or 341,094 ac-ft. The total outflow through the outflow pump stations (G251 and G310) was 47,326 ha-m (383,663 ac-ft). Seepage inflow from L-7 levee through the roadside culverts was 305 ha-m (2,477 ac-ft). The seepage and recirculation pump had a total flow of 1,863 ha-m (15,104 ac-ft). Total areal average rainfall for the study period was 106.4 cm (41.9 in), and the total areal average evapotranspiration was 128.7 cm (50.7 in). The sum of the errors and unknowns was 5,166 ha-m (1,881 ac-ft), which represents 10 % of the total inflows to the system. The mean hydraulic loading rate for the one-year period, based on the average flow, was 4.2 cm d"1 (1.6 in d-1). The mean hydraulic retention time was computed as the ratio of the estimated mean volume of STA1W and the average daily flow rate. The estimated mean volume was computed using the area-weighted (by cell) mean depth of 45 cm (17.6 inches) and a total area of 2,772 ha (6,847 ac). The estimated mean hydraulic retention time was 10.1 days. Due to construction work, Cell 2, Cell 4 and Cell 5 were at times offline during the water year (Pietro et al., 2005). When a cell is offline, it results in reduction of effective treatment area and retention time. The change in storage was -397 ha-m (-3,220 ac-ft). A comparison with the previous five years of water budget shows that surface water inflow and outflow for this period was the second largest following water year 2003. Inflow through the G302 spillway that was used for the previous three water budgets for STA-1W was underestimated by the flow computation equations. In July 2003, after recalibration of the flow equations, new flow data for the G302 spillway was loaded into the database for the period of record. Comparison of previous years' and current year water budgets are shown in Table 9. Inflows into STA-1W through the G302 spillway were updated based on the new dataset in DBHYDRO.

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Table 9. Comparison of STA-1W water budget components to previous reporting years# (7/1/1999(5/1/2000(5/1/2001(5/1/2002(5/1/2003(5/1/2004Year 4/30/2000)* 4/30/2001) 4/30/2002) 4/30/2003) 4/30/2004) 4/30/2005) Inflows (ha-m) Spillway inflow 14,296 11,573 34,398 73,006 36,104 42,075 Rain 2,623 2,467 3,704 2,901 2,337 2,949 L-7 Culverts (L7a) 541 288 440 393 429 305 Remainders 1,374 562 5,166 Total 17,460 14,328 38,542 77,674 39,432 50,495 Outflows (ha-m) Outflow um 13,379 11,166 33,012 73,518 36,710 47,326 ET 2,955 3,946 3,715 3,595 3,495 3,566 Remainders 1410 331 1,313 Total 17,744 15,443 38,040 77,113 40,205 50,893 Change in Storage (ha-m) (284) (1,113) 503 654 (785) (397) Seepage Pump (ha-m) 5,475 3,386 1,449 1,431 1,294 1,863 Loading Rate (cm/d) 1.70 1.14 3.40 7.41 3.65 4.16 Average Depth (cm) 54.3 53.4 57.5 61.1 59.0 44.7 Retention Time (days) 38.7 46.3 16.8 8.2 16.0 10.1 1 ha-m = 8.1068 ac-ft # water budget for previous years was recalculated to reflect the updated G302 spillway inflows 10-month period

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REFERENCES Abtew, W. 1996a. Evapotranspiration Measurements and Modeling for Three Wetland Systems in South Florida. Journal of American Water Resources Association, 32(3): 465-473. Abtew, W. 1996b. Lysimeter Study of Evapotranspiration from a Wetland. C. R. Camp, E. J. Sadler and R. E. Yoder (eds.). In: Evapotranspiration and Irrigation Scheduling. Proceedings of the ASAE International Conference. November 3-6, 1996. San Antonio, TX. Abtew, W. and V. Mullen. 1997. Water Budget Analysis for the Everglades Nutrient Removal Project (August 20, 1996 to August 19, 1997). Technical Memorandum WRE # 354. South Florida Water Management District, West Palm Beach, FL. Abtew, W. and D. Downey, 1998. Water Budget Analysis for the Everglades Nutrient Removal Project (August 20, 1997 to August 19, 1998). Technical Memorandum WRE # 368. South Florida Water Management District, West Palm Beach, FL. Abtew, W., J. Raymond and M. Imru. 2000. Water Budget Analysis for the Everglades Nutrient Removal Project and Stormwater Treatment Area 1 West (August 20, 1998 to June 30, 2000). Technical Publication EMA # 388. South Florida Water Management District, West Palm Beach, FL. Abtew, W., J. Raymond and M. Imru. 2001. Water Budget Analysis for Stormwater Treatment Area 1 West (July 1, 2000 to June 30, 2001). Technical Publication EMA # 398. South Florida Water Management District, West Palm Beach, FL. Abtew, W., M. Imru and J. Raymond. 2002. Water Budget Analysis for Stormwater Treatment Area 1 West (July 1, 2001 to June 30, 2002). Technical Publication EMA # 406. South Florida Water Management District, West Palm Beach, FL. Abtew, W. and A. Reardon. 2003. Water Budget Analysis for Stormwater Treatment Area 1 W (May 1, 2002 to April 30, 2003). Technical Publication EMA # 411. South Florida Water Management District, West Palm Beach, FL. Abtew, W. 2004. Water Budget Analysis for Stormwater Treatment Area 1 West (May 1, 2003 to April 30, 2004). Technical Publication ERA # 420. South Florida Water Management District, West Palm Beach, FL. Guardo, M., W. Abtew, L. Fink and A. Cadogan. 1996. Water Budget Analysis for the Everglades Nutrient Removal Project (August 19, 1994 to August 19, 1996). Technical Memorandum WRE # 347. South Florida Water Management District, West Palm Beach, FL. Guardo, M. 1996. Hydrologic Balance of a Subtropical Wetland Constructed for Nutrient Removal. Presented at AWRA 32nd Annual Conference and Symposium on GIS and Water Resources. September 22-26, 1996. Hutcheon Engineers. 1996. Everglades Construction Project Stormwater Treatment Area 1-W, Detailed Design Report, Report submitted to the South Florida Water Management District, West Palm Beach, FL. Jammal and Associates, Inc. 1991. Geotechnical Services SFWMD Everglades Nutrient Removal Project. (draft) Report submitted to the South Florida Water Management District, West Palm Beach, FL.

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Pietro, K., R. Bearzotti, M. Chimney, G. Germain, N. Iricanin and T. Piccone. 2005. Chapter 4: Stormwater Treatment Area Performance, Compliance and Optimization. South Florida Environmental Report 2006 (in production). South Florida Water Management District. West Palm Beach, FL. Redfield, G., J. Van Arman, K. Rizzardi and M. Chimney. 1999. Chapter 1: Introduction to the Everglades Interim Report. Everglades Interim Report. South Florida Water Management District, West Palm Beach, FL. Whalen, B. M. and P. J. Whalen. 1994. Nonpoint Source Regulatory Program for the Everglades Agricultural Area. ASAE Paper FL94-101.

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APPENDIX I: WATER BALANCE TERMS WITH CALCULATED REMAINDERS

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Change in Inflow Seepage Rain ET Remainde Date storage Spillway G302 Pum P L7a 62505 P 6251G/6310 L7a ai E ai ha-r ha-m ha-r ha-r ha-r hahaha-r 1-May-04 -16.076 2-May-04 -19.864 3-May-04 -8.357 4-May-04 2.514 5-May-04 -26.054 6-May-04 -26.156 7-May-04 -21.523 8-May-04 -17.549 9-May-04 -16.815 10-May-04 -18.047 11-May-04 -14.911 12-May-04 -19.577 13-May-04 -3.478 14-May-04 38.974 15-May-04 130.722 16-May-04 177.134 17-May-04 199.746 18-May-04 52.208 19-May-04 -0.882 20-May-04 -46.275 21-May-04 -64.73 22-May-04 -74.137 23-May-04 -74.682 24-May-04 -74.453 25-May-04 69.8 26-May-04 158.216 27-May-04 -35.339 28-May-04 -88.338 29-May-04 -70.105 30-May-04 -51.538 31-May-04 -41.268 1-Jun-04 -35.781 2-Jun-04 -18.403 3-Jun-04 -29.957 4-Jun-04 -20.738 5-Jun-04 -25.863 6-Jun-04 -15.386 7-3un-04 211.111 8-3un-04 524.885 9-3un-04 -36.313 10-3un-04 -75.799 11-Jun-04 -22.454 12-3un-04 29.422 13-3un-04 39.169 14-3un-04 11.059 15-3un-04 -61.282 16-Jun-04 -40.763 17-3un-04 33.246 18-Jun-04 -28.024 19-3un-04 -78.476 20-3un-04 2.531 21-Jun-04 127.836 22-3un-04 90.866 23-3un-04 45.961 24-3un-04 -152.367 1 ha-m = 8.1068 ac-ft 0.000 2.908 0 2.221 0 2.186 0 3.383 0 0 0 0 0 0 0 0 26.275 122.248 190.65 229.77 135.739 70.384 41.07 41.882 0 0 0 55.434 209.161 109.821 0 0 0 0 0 0 22.179 10.051 100.952 49.557 194.799 385.518 175.451 153.566 210.448 125.923 151.77 144.77 122.304 20.699 137.464 117.825 0 0 110.619 116.662 162.939 199.238 28.922 3.612 2.3 0 2.229 2.09 2.265 2.369 2.692 4.174 2.058 2.265 3.244 5.668 2.446 4.476 2.233 2.424 4.547 2.049 2.167 2.336 3.81 2.971 2.353 2.164 2.383 2.217 2.326 2.267 2.691 4.033 2.304 2.261 2.857 4.84 2.484 2.555 3.897 6.381 2.44 4.646 2.475 2.376 4.534 2.814 4.364 3.397 4.758 2.681 4.205 3.134 0.000 0.082 0 0.071 0 0.054 1.17 0.046 0 0 0 0 0 0 0 0 0 7.514 0 0 30.613 37.642 39.656 52.55 51.882 47.143 44.691 43.543 36.362 56.386 73.814 48.934 27.305 18.35 13.797 9.151 6.241 30.209 56.222 58.272 59.29 42.019 108.96 218.948 199.614 194.65 101.187 101.239 95.922 91.356 76.948 76.177 78.186 72.047 65.945 69.672 81.489 191.837 191.259 0.039 0.016 0.007 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.000 12.446 0 9.84 17.602 6.736 0 13.472 0 16.576 0 14.497 0 13.472 0 14.497 0 13.472 0 10.367 0 13.998 0 13.472 0 13.472 2.112 13.472 0.704 12.945 23.235 12.945 2.112 15.551 0 11.919 0 15.551 0 16.05 0 13.998 0 16.05 0 17.103 0 16.05 0 16.05 0 16.05 0 16.576 0 16.576 0 15.551 5.633 17.103 1.408 14.497 0.704 12.945 8.449 12.945 0 12.945 5.633 5.184 2.816 13.472 7.041 15.551 4.224 7.263 3.52 6.736 4.224 13.472 4.929 8.815 2.816 9.84 6.337 15.024 0 11.919 0 14.497 0 10.894 0 13.472 3.52 11.393 12.673 7.263 10.561 16.05 39.428 17.103 7.041 15.024 1.408 11.393 0 13.998 0 13.998 -3.712 -10.095 -19.277 17.11 -9.517 -11.675 -8.058 -3.052 -3.343 -7.68 -0.913 -6.105 -16.281 -64.4 -47.687 -62.926 108.059 31.385 13.255 -19.557 1.15 -10.944 -12.888 -70.294 -86.949 120.831 55.051 -22.828 -27.249 -21.718 -14.382 -14.389 -29.845 3.146 -65.917 -6.492 -142.385 -129.349 461.61 38.317 -82.747 53.297 -12.474 7.557 -0.826 20.269 -87.807 -0.529 44.752 -0.94 -64.468 88.829 19.401 52.558 23.968

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Change in Inflow Seepage Outflow m Seepage Rain ET Remainders Date storage Spillway G302 PumpG250 G251/G30 7a ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m 25-Jun-04 -225.859 26-Jun-04 -111.716 27-Jun-04 -48.696 28-3un-04 -33.678 29-Jun-04 -10.443 30-Jun-04 25.325 1-3ul-04 -13.364 2-3ul-04 -12.778 3-3ul-04 -9.909 4-3ul-04 4.864 5-3ul-04 -3.422 6-3ul-04 -15.624 7-3ul-04 -24.692 8-3ul-04 45.032 9-3ul-04 80.6 10-3ul-04 11.832 11-3ul-04 -24.106 12-3ul-04 -7.631 13-3ul-04 -44.981 14-3ul-04 -38.096 15-3ul-04 -5.956 16-3ul-04 44.677 17-3ul-04 162.423 18-3ul-04 111.584 19-3ul-04 25.174 20-3ul-04 -21.527 21-3ul-04 -101.659 22-3ul-04 -2.348 23-3ul-04 29.536 24-3ul-04 36.01 25-3ul-04 26.543 26-3ul-04 -58.755 27-3ul-04 -94.249 28-3ul-04 56.689 29-3ul-04 257.066 30-3ul-04 -188.367 31-3ul-04 84.831 1-Aug-04 -12.644 2-Aug-04 -30.193 3-Aug-04 285.88 4-Aug-04 379.77 5-Aug-04 96.427 6-Aug-04 -137.797 7-Aug-04 -219.119 8-Aug-04 -256.685 9-Aug-04 -164.436 10-Aug-04 45.448 11-Aug-04 -76.888 12-Aug-04 -4.09 13-Aug-04 354.409 14-Aug-04 -92.701 15-Aug-04 -260.31 16-Aug-04 66.22 17-Aug-04 139.115 18-Aug-04 177.554 1 ha-m = 8.1068 ac-ft 0 0 0 0 0.015 0 0 0 0 19.351 0.404 0 0 152.012 85.377 0 0 0 0 0 0 209.629 58.938 130.195 311.726 119.422 120.961 116.929 108.471 19.118 142.94 42.124 117.666 329.354 129.454 226.775 20.205 151.124 327.642 648.8 678.989 573.586 366.742 255.355 155.594 162.763 264.439 71.357 447.132 447.759 107.573 203.625 302.541 415.321 384.334 2.478 2.258 4.783 2.611 2.825 3.197 2.254 4.148 2.971 2.399 2.436 2.198 0 3.174 5.372 2.304 2.342 4.681 2.375 2.548 2.367 2.206 4.253 3.399 4.097 2.28 4.356 3.067 2.563 4.216 3.291 2.391 2.554 4.027 3.36 2.601 5.264 2.99 2.946 6.409 3.208 6.407 3.948 6.217 4.752 3.881 3.15 5.43 2.662 6.336 3.246 5.696 3.354 4.663 6.6 134.046 47.994 35.264 12.246 52.936 0.489 13.511 8.855 0 0 0 9.053 0 0 22.448 24.753 12.852 34.721 31.658 23.27 0 0 28.095 48.518 272.452 312.132 131.587 94.598 88.606 48.346 47.779 147.327 107.752 117.597 330.313 166.416 124.68 106.237 246.476 357.423 552.432 621.742 655.464 526.187 463.285 174.448 217.372 230.484 171.911 391.642 431.332 243.765 236.948 280.565 352.424 0 0 9.314 0 0 10.367 0 0 16.576 0 0 12.945 0 38.724 7.761 0 0 15.551 0 18.306 8.288 0 0 10.367 0 16.194 7.761 0 3.52 9.314 0 3.52 7.761 0 1.408 14.497 0 0 16.576 0 40.133 15.024 0 0 15.551 0 0 11.919 0 0 8.288 0 22.531 10.894 0 0 15.551 0 24.643 13.998 0 0 15.024 0 4.929 10.367 0 53.51 12.446 0 21.826 10.894 0 3.52 10.894 0 12.673 10.894 0 0.704 12.446 0 0.704 16.05 0 59.143 8.288 0 0.704 9.84 0 0 12.945 0 2.816 8.815 0 0.704 10.894 0 71.112 10.367 0.022 10.561 9.84 0.041 0.704 12.446 0.038 31.684 8.288 0.075 11.265 8.815 0.142 27.459 8.288 0.101 4.929 10.894 0.1 4.224 10.894 0.181 15.49 5.71 0.316 8.449 11.393 0.434 4.929 10.367 0.569 33.796 9.314 0.57 0 13.472 0.468 0 10.894 0.573 2.112 6.209 0.472 0 10.367 0.408 19.01 7.263 0.617 5.633 8.288 0.628 31.684 5.71 0.519 39.428 10.367 0.466 0.704 8.288 0.476 9.153 9.314 -82.499 -53.355 3.144 -8.487 11.515 41.365 -9.871 6.444 -18.342 -8.693 0.415 6.518 -8.116 -132.089 33.222 48.504 -2.966 15.453 2.228 -25.471 9.068 -159.514 90.516 18.975 -6.726 169.404 -79.291 -9.333 -41.184 74.374 -55.673 52.447 -93.973 -215.813 457.182 -237.025 165.872 -60.056 -130.672 0.367 259.783 134.622 153.553 56.717 25.955 -139.849 8.807 85.763 -269.416 286.137 233.096 -246.772 -28.953 11.477 145.329

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Change in Date storage I Seepage OutflowRain ET Remainders nflow Pump Pump Seepage Rain ET Remainders Spillway 6302 G250S G25LG7a ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m 19-Aug-04 31.281 20-Aug-04 46.967 21-Aug-04 -242.361 22-Aug-04 -177.386 23-Aug-04 131.306 24-Aug-04 -73.965 25-Aug-04 -65.795 26-Aug-04 281.321 27-Aug-04 281.421 28-Aug-04 -183.242 29-Aug-04 -340.696 30-Aug-04 -101.756 31-Aug-04 -21.485 1-Sep-04 -29.301 2-Sep-04 72.26 3-Sep-04 -112.066 4-Sep-04 144.814 5-Sep-04 636.285 6-Sep-04 540.244 7-Sep-04 208.083 8-Sep-04 71.196 9-Sep-04 23.474 10-Sep-04 -13.08 11-Sep-04 -122.038 12-Sep-04 -126.085 13-Sep-04 -191.862 14-Sep-04 -436.723 15-Sep-04 -423.854 16-Sep-04 -243.219 17-Sep-04 -95,054 18-Sep-04 -79.783 19-Sep-04 85.251 20-Sep-04 50.977 21-Sep-04 372.843 22-Sep-04 539.411 23-Sep-04 228.447 24-Sep-04 57.977 25-Sep-04 -127.825 26-Sep-04 293.721 27-Sep-04 33.612 28-Sep-04 100.905 29-Sep-04 51.674 30-Sep-04 8.851 1-Oct-04 -129.008 2-Oct-04 -127.718 3-Oct-04 -74.177 4-Oct-04 -77.532 5-Oct-04 -86.114 6-Oct-04 -127.415 7-Oct-04 63.712 8-Oct-04 21.6 9-Oct-04 -148.551 10-Oct-04 -436.87 11-Oct-04 -260 12-Oct-04 -41.097 398.957 391.48 154.143 375.127 296.713 124.851 368.464 555.251 471.81 263.049 128.942 161.481 130.589 256.617 190.395 83.61 224.933 438.449 761.014 740.415 736.131 750.618 652.8 474.051 606.48 383.355 244.724 144.966 77.988 21.91 119.657 167.624 222.985 549.807 822.413 785.434 662.785 481.139 523.312 727.72 684.966 514.773 506.89 506.726 508.869 509.031 544.275 561.884 462.008 772.2 729.474 292.994 60.873 227.198 174.499 1 ha-m = 8.1068 ac-ft 4.272 394.842 0.607 0.704 10.367 5.44 516.662 0.681 0 10.894 2.937 471.198 0.948 0.704 10.894 5.537 291.353 0.932 32.388 6.209 3.405 341.018 0.967 0 13.998 6.852 342.009 1.164 22.531 10.894 4.68 261.258 1.126 52.806 5.71 6.02 368.484 0.886 19.01 7.761 4.162 546.032 0.895 0 14.497 5.818 523.341 1.213 0 12.446 2.726 343.905 1.514 9.857 12.945 2.684 219.636 1.458 1.408 10.894 2.8 181.504 1.432 0.704 7.761 2.512 167.556 1.327 0 11.919 3.509 231.042 1.328 0 11.919 2.799 202.421 1.406 21.826 9.84 2.408 83.466 1.054 76.041 2.079 0 202.499 1.507 394.284 3.105 0 485.031 1.08 2.816 10.367 0 701.146 1.144 0.704 8.815 0 763.727 1.187 7.041 8.288 0 786.716 1.174 0 13.998 0 788.794 1.149 2.112 12.945 0 785.192 1.291 0.704 11.919 0 780.169 1.22 0.704 11.393 0 772.428 1.571 4.929 9.314 0 656.367 2.072 0.704 5.71 0 417.344 2.273 0.704 8.288 0 210.5 2.161 0 11.393 12.968 176.584 2.086 18.306 11.919 14.8 93.744 1.692 3.52 11.919 2.98 114.147 1.411 1.408 8.815 2.964 164.918 1.308 11.969 7.263 20.814 349.236 1.226 221.081 7.263 5.638 636.963 0.979 32.388 10.367 5.411 736.151 0.971 0.704 11.919 3.624 803.904 1.15 0 11.919 3.926 695.658 1.509 375.274 2.578 0 709.641 2.191 48.581 7.761 0 773.406 2.215 9.153 13.472 0 762.027 2.057 0 9.84 0 635.524 2.057 23.235 7.761 4.997 784.556 2.087 0.704 6.209 35.102 832.711 2.161 0.704 12.89 18.925 759.433 2.16 1.408 11.143 20.373 744.497 2.094 0.704 12.224 14.338 746.111 1.997 0.704 10.201 14.506 734.903 2.015 0 12.03 16.92 714.767 2.313 75.336 4.962 14.119 703.324 1.822 4.224 8.926 13.872 713.201 1.643 0.704 12.169 14.78 661.08 2.072 1.408 11.698 15.843 526.429 2.8 7.041 6.57 11.045 276.266 2.595 2.112 5.184 9.78 241.624 2.441 0.704 6.68 36.222 182.362 83.936 -288.271 188.642 130.392 -221.223 82.419 369.245 88.283 -124.159 -35.573 35.055 -107.77 123.498 -6.647 -71.669 7.649 270.732 175.781 98.852 72.396 132.598 199.027 57.073 200.025 -22.146 -146.165 -101.475 51.147 -98.989 37.77 -13.104 -42.772 330.961 189.408 209.865 -287.511 437.039 81.402 185.749 154.894 289.935 207.002 130.421 170.715 131.804 96.92 52.657 -2.284 15.149 227.753 25.415 -210.455 29.563

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Change in Inflow Seepage Outflow Seepage Date storage Spillway G302 Pump G2 310 7a G25OS G251/G310 ha-m ha-m ha-m ha-m ha-m 13-Oct-04 -66.085 148.76 9.984 155.249 2.263 14-Oct-04 -61.914 53.758 7.066 162.464 2.279 15-Oct-04 -97.108 83.074 4.92 132.324 2.231 16-Oct-04 -1422.597 0 4.633 67.196 2.186 17-Oct-04 -51.05 0 6.07 34.332 2.242 18-Oct-04 -6.345 0 4.105 0 2.254 19-Oct-04 7.415 0 6.167 0 2.262 20-Oct-04 5.798 21-Oct-04 13.431 22-Oct-04 17.542 23-Oct-04 -0.607 24-Oct-04 -6.52 25-Oct-04 -10.039 26-Oct-04 -16.897 27-Oct-04 -11.986 28-Oct-04 -9.329 29-Oct-04 2.334 30-Oct-04 -3.547 31-Oct-04 -4.982 1-Nov-04 0.413 2-Nov-04 -14.689 3-Nov-04 -71.271 4-Nov-04 -72.62 5-Nov-04 -5.182 6-Nov-04 -6.4 7-Nov-04 -2.507 8-Nov-04 1387.292 9-Nov-04 -5.732 10-Nov-04 -13.237 11-Nov-04 -0.847 12-Nov-04 -3.449 13-Nov-04 -5.522 14-Nov-04 22.489 15-Nov-04 13.576 16-Nov-04 -4.14 17-Nov-04 -5.909 18-Nov-04 -5.703 19-Nov-04 -4.146 20-Nov-04 13.214 21-Nov-04 9.354 22-Nov-04 9.146 23-Nov-04 10.879 24-Nov-04 12.689 25-Nov-04 16.763 26-Nov-04 0.078 27-Nov-04 4.717 28-Nov-04 21.252 29-Nov-04 -0.297 30-Nov-04 -4.097 1-Dec-04 -4.028 2-Dec-04 -11.31 3-Dec-04 6.809 4-Dec-04 -13.298 5-Dec-04 -46.795 6-Dec-04 -26.867 7-Dec-04 14.064 1 ha-m = 8.1068 ac-ft 0 0 11.152 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16.432 37.038 36.967 34.107 42.758 32.14 32.237 33.289 31.503 32.389 14.509 0 21.886 35.438 71.46 0 0 39.71 88.802 o 0o 0o o 0o 0o 0o 88.802 5.505 5.539 5.14 4.424 5.159 6.447 6.097 4.633 2.672 3.809 4.067 2.58 2.578 2.579 2.789 4.576 3.266 2.544 2.719 2.718 2.62 4.427 2.918 2.474 2.684 3.005 4.486 0.707 1.663 2.475 2.307 0.133 2.475 2.37 2.533 8.14 2.224 0 2.387 0 8.058 0 2.532 6.82 0 0 5.307 2.496 2.237 0 0 0 0 0 6.936 4.13 0 0 0 0 0 0 13.755 43.83 30.762 7.839 0 0 0 0 0 0 0 0 0 0 0 0 0 5.454 16.882 16.804 16.941 16.965 16.975 17.029 17.134 17.176 17.222 7.509 0 19.424 32.609 33.908 34.006 30.224 47.896 46.274 2.189 2.337 2.342 2.354 2.347 2.336 2.357 2.339 2.314 2.306 2.288 2.295 2.328 2.291 2.274 2.253 2.189 2.101 2.107 2.07 2.023 2.066 2.059 2.027 1.998 2.003 2.023 2.012 1.974 1.942 1.926 1.875 1.819 1.796 1.784 1.775 1.7 1.622 1.654 1.572 1.547 1.559 1.527 1.503 1.39 1.44 1.494 1.495 1.423 IZ ET Remainders ha-m ha-m 11.254 -50.605 11.337 55.146 7.928 -43.569 10.727 -1346.86 11.254 -7.706 8.454 -0.145 6.486 10.935 Rain ha-m 0 0.704 1.408 0 0 0 0.704 11.969 10.561 2.816 0 0.704 0.704 0 0 0 0.704 0 2.112 0.704 0 0 0 0 0 0 0 0 0 0 0 2.816 28.163 0 0 0 0 0 0 0 0 0 0 2.112 0 9.153 0 0 0 0 0 0 0 0 0 1.408 7.318 9.064 9.591 6.68 11.31 10.367 7.401 8.177 7.401 7.623 10.007 7.346 9.12 7.318 8.454 7.817 3.825 4.712 9.064 10.367 8.593 9.536 6.736 6.791 8.399 3.105 7.152 7.457 4.186 6.376 7.623 8.759 7.928 6.736 7.401 6.486 4.934 8.122 6.32 8.288 7.817 5.017 6.736 7.152 7.734 7.207 6.154 5.793 4.241 -1.042 9.597 10.823 3.719 1.739 4.224 -7.723 -6.148 -4.242 6.947 4.172 -2.043 6.501 4.093 -21.261 -36.294 4.293 -3.789 4.45 1395.589 0.838 -5.767 3.83 1.315 -1.937 -4.572 18.705 1.305 -3.697 -1.269 -9.427 -0.058 -4.7 -3.08 -9.297 2.235 2.677 -9.577 -14.097 12.801 -1.027 -0.639 -1.281 -8.49 -24.399 26.475 -11.911 -14.383 -27.054

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Date Change in Inflow Seepage Outflow Seepage Pump Pump storage Spillway 6302 G2S G251/G31 L7a 6250S 6251/6310 ha-m 12/8/2004 0:00 43.317 12/9/2004 0:00 68.726 12/10/2004 0:00 138.21 12/11/2004 0:00 111.146 12/12/2004 0:00 5.732 12/13/2004 0:00 -26.336 12/14/2004 0:00 -22.174 12/15/2004 0:00 -27.069 12/16/2004 0:00 -8.643 12/17/2004 0:00 19.594 12/18/2004 0:00 85.415 12/19/2004 0:00 80.573 12/20/2004 0:00 21.667 12/21/2004 0:00 124.912 12/22/2004 0:00 180.688 12/23/2004 0:00 214.889 12/24/2004 0:00 88.364 12/25/2004 0:00 22.124 12/26/2004 0:00 -19.985 12/27/2004 0:00 2.311 12/28/2004 0:00 5.058 12/29/2004 0:00 -33.561 12/30/2004 0:00 -2.064 12/31/2004 0:00 -0.546 1/1/2005 0:00 -3.654 1/2/2005 0:00 3.08 1/3/2005 0:00 -5.473 1/4/2005 0:00 -23.206 1/5/2005 0:00 -28.167 1/6/2005 0:00 -28.047 1/7/2005 0:00 -42.301 1/8/2005 0:00 -96.741 1/9/2005 0:00 -121.246 1/10/2005 0:00 -124.002 1/11/2005 0:00 -73.893 1/12/2005 0:00 -70.24 1/13/2005 0:00 -53.838 1/14/2005 0:00 -21.261 1/15/2005 0:00 83.297 1/16/2005 0:00 201.18 1/17/2005 0:00 82.806 1/18/2005 0:00 -107.289 1/19/2005 0:00 -187.27 1/20/2005 0:00 -139.195 1/21/2005 0:00 -156.956 1/22/2005 0:00 -20.47 1/23/2005 0:00 24.729 1/24/2005 0:00 -449.434 1/25/2005 0:00 32.625 1/26/2005 0:00 16.776 1/27/2005 0:00 -16.693 1/28/2005 0:00 -24.228 1/29/2005 0:00 -16.449 1/30/2005 0:00 -25.432 1 ha-m = 8.1068 ac-ft ha-m ha-m 102.384 4.978 145.827 2.399 171.923 2.32 104.238 3.997 54.48 3.043 29.182 2.152 38.682 2.538 46.423 2.036 128.174 2.52 139.627 3.024 159.648 3.869 51.801 2.502 110.514 4.628 139.404 2.488 208.645 4.327 60.927 3.281 30.224 3.29 3.036 5.353 5.207 2.091 28.066 0 30.85 8.227 25.732 4.127 18.516 5.027 19.082 2.533 25.164 4.875 26.5 3.846 15.84 3.707 6.036 3.302 7.864 5.187 35.447 2.383 17.075 4.989 0 2.51 0 2.259 0 2.378 0 4.837 0 2.129 0 4.804 16.42 3.619 235.187 2.58 189.348 4.366 139.365 1.95 3.154 2.317 0 2.197 1.343 2.333 0 2.146 0 2.328 0 2.227 99.521 2.236 38.53 2.237 0 2.322 0 2.468 0 2.263 0 3.078 0 3.698 ha-m ha-m 46.465 1.298 48.606 1.187 50.502 1.01 51.353 0.909 47.74 0.895 46.117 0.947 48.109 0.921 58.407 0.839 85.374 0.837 117.749 0.738 0 0.548 57.644 0.667 96.45 0.692 93.135 0.82 41.789 0.741 0 0.71 0 0.732 0 0.853 0 0.829 27.802 0.683 92.903 0.648 65.994 0.682 43.585 0.697 45.09 0.682 45.197 0.661 45.241 0.657 32.103 0.729 22.549 0.819 22.385 0.821 70.77 0.71 99.254 0.745 97.285 0.886 95.964 0.935 94.451 0.975 41.88 0.982 81.528 1.012 32.519 1.067 32.237 1.029 77.131 0.811 86.84 0.753 94.048 0.703 187.117 0.889 120.288 1.027 119.474 1.037 91.929 1.08 0 1.054 0 0.969 34.748 0.825 25.086 0.876 10.719 0.933 20.469 0.927 23.434 0.923 8.514 0.944 8.328 0.902 Rain ET ha-m ha-m 0.704 5.128 0 6.736 0.704 6.625 0 6.154 0 7.817 0 7.623 0 6.32 0 7.678 0 6.32 3.52 1.802 0.704 7.401 0 7.318 0 8.094 0 7.872 2.816 7.096 0 3.16 5.633 2.689 0.704 3.992 0.704 7.318 0 7.152 0 3.881 0 5.017 0 7.096 0 4.241 0 5.655 0 7.734 0 8.094 0 6.431 0 6.32 0 6.902 0.704 6.376 0 6.985 0 6.958 0 7.263 0 6.015 0 6.791 0 4.103 27.459 2.966 4.929 2.439 0 2.855 0 8.87 0 8.51 0 7.678 0 6.376 0 8.454 0.704 6.68 2.112 7.512 0 9.314 0 9.369 0 9.231 0 7.928 0 7.152 0 7.678 0 5.239 Remainders ha-m -9.476 -22.946 21.7 63.506 5.914 -2.725 -7.348 -8.246 -45.96 -4.74 -68.084 93.067 15.005 85.695 17.371 156.412 54.464 21.523 -19.407 8.516 70.344 11.036 29.404 29.021 21.373 28.898 18.155 -1.081 -8.147 13.468 44.805 6.643 -19.259 -23.263 -26.98 17.067 -18.283 -30.966 -78.06 100.774 45.656 84.295 -60.331 -15.725 -57.653 -15.548 29.16 -505.718 27.674 35.793 10.777 5.435 -1.201 -12.767

PAGE 37

Change in Inflow Seepage Outflow Date storage Spillway G302 Pump Pump G250S G251/G310 I h ha-m 31-Jan-05 -16.782 1-Feb-05 451.091 2-Feb-05 -5.311 3-Feb-05 -6.041 4-Feb-05 -6.092 5-Feb-05 -10.918 6-Feb-05 -11.754 7-Feb-05 -7.594 8-Feb-05 -7.395 9-Feb-05 -19.214 10-Feb-05 -9.176 11-Feb-05 -16.824 12-Feb-05 -14.618 13-Feb-05 -8.447 14-Feb-05 -4.087 15-Feb-05 6.215 16-Feb-05 8.674 17-Feb-05 4.674 18-Feb-05 2.75 19-Feb-05 -4.034 20-Feb-05 -2.994 21-Feb-05 -1.242 22-Feb-05 -1.706 23-Feb-05 -2.101 24-Feb-05 -15.567 25-Feb-05 16.398 26-Feb-05 185.429 27-Feb-05 178.973 28-Feb-05 44.557 1-Mar-05 -161.951 2-Mar-05 -1484.687 3-Mar-05 -109.737 4-Mar-05 75.156 5-Mar-05 92.208 6-Mar-05 -143.701 7-Mar-05 -93.173 8-Mar-05 -3.744 9-Mar-05 188.28 10-Mar-05 328.98 11-Mar-05 -154.371 12-Mar-05 -73.892 13-Mar-05 -16.37 14-Mar-05 -111.234 15-Mar-05 -179.784 16-Mar-05 -108.806 17-Mar-05 12.942 18-Mar-05 307.571 19-Mar-05 77.216 20-Mar-05 -21.51 21-Mar-05 -66.069 22-Mar-05 -169.027 23-Mar-05 -35.979 24-Mar-05 126.672 25-Mar-05 -85.751 26-Mar-05 -105.524 1 ha-m = 8.1068 ac-ft Seepage Rain ET a-m ha-m 0 2.307 0 2.354 0 4.616 0 2.38 7.169 2.042 0 2.654 0 4.476 0.005 7.418 0 11.614 0.015 21.16 0 25.309 0 24.816 0 25.063 0 23.681 0 24.643 0 23.565 0 20.374 0 17.957 0 6.609 0 2.704 0 2.064 0 1.913 0 3.392 0 3.157 0.778 1.848 195.193 3.047 232.194 3.134 198.386 4.105 98.577 2.393 40.353 2.135 0 18.78 34.711 22.485 193.287 22.397 10.606 23.553 8.59 19.994 11.384 14.524 58.564 2.067 232.158 7.333 181.135 25.765 49.127 23.193 142.264 21.991 112.085 21.405 5.987 21.135 0 18.247 26.033 16.988 87.684 16.102 234.458 15.313 186.101 18.061 158.4 20.113 63.836 20.14 0 17.179 142.267 15.548 134.33 5.423 0.137 2.093 0 0 h ha-m 9.64 0 6.158 0.164 0 0 0 0 0 0 0 0.372 0 o0 0 0 0 0 0 0 0 0 0 0 28.355 91.665 78.071 100.727 222.42 236.239 98.136 68.228 69.375 128.382 99.506 65.708 51.701 76.04 219.751 211.349 129.799 133.28 151.32 101.517 58.527 56.442 86.037 129.18 168.728 172.716 135.712 82.465 98.019 124.176 66.273 L7a ha-m 0.839 0.857 0.85 0.848 0.729 0.663 0.706 0.703 0.688 0.707 0.649 0.548 0.55 0.558 0.539 0.496 0.455 0.419 0.363 0.363 0.374 0.36 0.313 0.302 0.308 0.231 0.148 0.131 0.143 0.224 0.265 0.275 0.223 0.247 0.312 0.368 0.347 0.238 0.261 0.63 0.475 0.441 0.555 0.667 0.799 0.728 0.643 0.581 0.55 0.608 0.817 0.738 0.592 0.777 0.88 ha-m ha-m 0 9.231 0 8.454 0 7.983 0 6.847 0 4.518 0 8.87 0 7.207 0 6.486 0 6.847 0 7.263 0 7.567 0 10.727 0 10.922 0 10.727 0 8.87 0 10.007 0 9.84 0 11.032 0 9.536 0 10.423 0 9.231 0 11.088 0 9.314 0 9.785 0.704 7.734 19.714 3.326 18.306 4.768 25.347 5.35 0 6.015 0 10.478 0 12.474 27.459 2.8 28.163 5.793 0 12.529 0 10.838 0 10.561 0.704 3.576 191.51 0.721 2.816 12.446 0 10.145 0 13.416 0 12.862 0 9.73 0 10.561 0 10.727 63.367 2.994 2.112 11.393 0 14.082 0 13.527 0 9.12 0 9.425 9.857 9.73 0 9.175 0 10.672 8.449 10.672 Remainders ha-m 1.25 458.688 7.98 0.122 -9.472 -2.711 -5.253 -1.816 -1.236 -12.673 -2.258 -6.273 -4.246 1.722 4.244 15.726 18.059 15.287 11.923 6.026 5.863 9.486 7.295 7.382 18.732 -103.749 17.62 61.186 174.272 44.189 -1374.342 -101.154 -71.349 222.266 -42.259 -28.656 -8.082 -158.865 376.965 17.366 -73.416 17.246 43.274 -68.373 -66.384 -79.401 167.788 33.796 1.795 51.323 -24.707 -96.646 98.944 48.183 -37.908

PAGE 38

Change in Inflow Seepage Outflowmp Seepage Rain ET Remainders Date storage Spillway G302 PuG250a-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m ha-m 27-Mar-05 -68.051 28-Mar-05 -74.107 29-Mar-05 -40.867 30-Mar-05 -31.818 31-Mar-05 -20.47 1-Apr-05 -0.909 2-Apr-05 -7.341 3-Apr-05 -10.701 4-Apr-05 -1.115 5-Apr-05 1260.233 6-Apr-05 -5.957 7-Apr-05 -1175.124 8-Apr-05 1150.434 9-Apr-05 -24.106 10-Apr-05 -12.728 11-Apr-05 -11.352 12-Apr-05 7.644 13-Apr-05 -6.091 14-Apr-05 -59.423 15-Apr-05 -94.615 16-Apr-05 -66.618 17-Apr-05 -28.053 18-Apr-05 -15.714 19-Apr-05 -10.279 20-Apr-05 -0.377 21-Apr-05 283.538 22-Apr-05 417.832 23-Apr-05 -15.432 24-Apr-05 -18.244 25-Apr-05 7.27 26-Apr-05 -7.06 27-Apr-05 -16.695 28-Apr-05 15.793 29-Apr-05 -17.677 30-Apr-05 -12.64 1 ha-m = 8.1068 ac-ft 0 0 0 1.067 2.77 3.257 2.738 2.535 1.26 4.054 0.281 0 0 0 0 0 0 185.084 246.894 43.837 0 0 0 0 0 0 0 0 2.337 1.916 0 2.208 2.188 0 0.826 2.085 0.364 2.661 2.191 3.862 3.589 3.387 2.371 2.199 2.755 4.199 2.619 2.805 1.929 2.329 2.643 3.742 2.587 2.008 4.76 2.315 4.09 2.154 4.706 2.429 4.592 3.193 2.907 49.139 34.454 23.628 17.758 6.134 0 0 0 0.807 0 0 0 0 0 0 0 0.024 0 24.11 33.177 0 0 0 1.066 1.094 1.067 1.062 1.068 1.047 0.975 0.876 0.87 0.844 0.843 0.862 0.902 0.876 0.874 0.89 0.811 0.782 0.734 0.705 0.706 0.688 0.698 0.699 0.473 0.298 0.449 0.483 0.42 0.437 0.462 0.411 0.39 0.396 0.4 0 11.753 0 7.457 0 14.553 0 13.305 0 12.28 0 13.638 3.52 5.294 0 15.273 0 15.024 0 14.082 0 12.64 26.755 11.337 36.612 6.376 0 13.583 0 12.862 0.704 14.775 0 11.753 5.633 9.48 0 13.361 0 13.278 0 14.082 0 10.312 0 12.28 0 13.278 0 10.561 0 12.446 2.112 13.943 0 14.775 0 16.216 0 16.438 0 13 11.969 6.015 0 15.966 0 16.022 0 14.359 -8.225 -33.29 -3.753 -1.817 -3.124 11.682 -6.542 3.696 13.846 1273.471 4.773 -1194.174 1116.039 -14.137 -3.275 0.569 14.556 -3.307 -22.686 -48.865 -53.242 -18.429 -4.132 2.3 -175.373 48.792 385.377 -1.14 -2.448 23.271 5.478 -23.06 31.369 -2.051 1.319