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+ SJRWMD

+ FDOT

+ CCUA

- David Bolam, PE

+ Schreuder, Inc

- Peter Schreuder, PG

- John Dumeyer, PG, PE

+ STE, Inc

- Dr. Martin Wanielista, PE

+ Univeristy of Central Florida

- Ikiensinma Gogo-Abite, PE

+ ESI

- Gary Howalt, PWS

+ GAI Consultants

- Samuel Ramirez, PE

- Dr. MJ Chen, PE

Developed With…..


+ Total FCOB Length: 36 miles from I-10 to St. Johns River

+ MDP (2012) Yield: 12 MGD

+ New World Ave. to SR21 Estimated Yield: 3.75 MGD from 27 ponds.

+ I-10 to SR 21: 15 miles; There are 39 FDOT ponds. Linear extrapolation gives about 4~7.7 MGD on the average.

+ SR 21 to the St. Johns River: 21 miles; Linear extrapolation gives about 5~10.5 MGD on the average.

Note:

FCOB - First Coast Outer Beltway (aka SR 23)

MDP - Master Development Plan

Project Overview

St. Johns

River

FC

OB

I-10

FCOB/

SR23

SR21

Old Jenning Rd

Black

Creek

Pond

Pump

CCUA 1st

Treatment

Area

Stormwater

to CCUA


APT Site Locations

Site Latitude Longitude

1 30.114694 -81.829861

2 30.099917 -81.837139

3 30.163388 -81.830628

4 30.175486 -81.831206

5 30.188182 -81.836694

6 30.207394 -81.838521

7 30.247502 -81.844415

8 30.261260 -81.863444


Horizontal Well Site Storage Diagram

Pond

Draw

Down

Horizontal

Well

Normal

Water El. Volume 1.

Volume 2. Wetland

Road

Horizontal

Well

Drawdown

Predicted by

SHARP

Volume 3.

Note: Volume 1: Treatment volume (crest discharge weir to pond drawdown elevation by SHARP.

Volume 2: Volume above discharge weir crest to top of embankment.

Volume 3: Drawdown volume (Well to no pond; well to pond; pond to R/W)

PLAN VIEW SECTION VIEW


Base Map


Watershed Map

Note: Map shows the

sub-basins where APT

sites are located.


APT Analyses and Results and Cross-Section Model

APT

Site

Average

T Value

(ft2/day)

Aquifer

Thickne

ss (ft)

Specifi

c Yield

K Value

(ft/day)

1 300 30 0.1 10

2 640 23 0.05 28

3 400 35 0.1 11

4 690 35 0.1 20

5 510 30 0.1 17

6 330 35 0.12 9

7 60 35 0.12 1.7

8 44 35 0.1 1.3

Horizontal Site

Site No. One Day Yield Flow Rate

(mgd) (gpm/LF)

1 0.90 0.625

2 0.66 0.458

3 1.00 0.694

4 1.26 0.875

5 0.99 0.688

6 0.90 0.625

7 0.42 0.292

8 0.38 0.264

Total 6.51


Water Quality Testing Results

MCL*/Desired

Concentrations Unit APT 1 APT 2 APT 3 APT 4 APT 5 APT 6 APT 7 APT 8

NO3-N, as N 10 mg/L 0.026 0.026 0.026 0.59 0.026 0.17 0.16 0.026

TN, as N 10 mg/L 0.1 0.1 0.1 0.63 2.9 0.22 0.52 1.8

TP 10 mg/L 0.046 0.098 0.76 0.046 0.046 0.046 0.046 0.061

TOC 2 mg/L 1.9 0.89 0.98 2.2 0.95 2.6 8.7 34

Total Organic Halides

(TOX) NE* mg/L 80 66 58 64 57 57 64 99

pH 6.5-8.5 SU 6.5 6.6 5.3 5.1 4.2 4.8 4.6 7.7

Total Recoverable Mercury 2 ug/L 0.014 0.014 0.014 0.014 0.014 0.014 0.014 0.014

Total Recoverable

Cadmium 5 ug/L 0.14 0.14 0.14 0.14 0.14 0.14 0.14 0.14

Total Recoverable Copper 1,000 ug/L 1.2 2.1 7 21 14 1.7 7.3 11

Total Recoverable Lead 15 ug/L 0.9 0.9 6.7 4.6 11 1.5 5 17

Total Recoverable Zinc 5,000 ug/L 32 36 53 79 130 50 130 140

Total Recoverable

Chromium (Hexavalent) 100 ug/L 5.7 5.7 29 29 29 5.7 11 86

Benzene 1 ug/L 0.21 0.21 0.21 0.21 0.21 0.21 0.21 0.21

Naphthalene 6.8 ug/L 0.66 0.66 0.66 0.66 0.66 0.66 0.66 0.66

*: MCL: maximum contaminant level

NE: not established


Rate-Efficiency-Volume (REV) Curve Methodology (to calculate harvesting volumes)

+ Total 50 drainage basins or study areas

+ 12,866 acres

+ Calculated water yield 6.26 MGD

+ REV curves for stormwater harvesting. A fraction of the rainfall excess is used from a harvesting (converted wet detention pond). The typical average capture in an area ranges from 50-70%.


Harvestable Yield

SJRWMD Water Yield Calculation Assumptions

Assumptions: 50 inches of rain per year

* ET bahaigrass = 32.76 inches/year

** Evaporation = 42.84 Inches per Year.

* Etc Rates of Warm-Season Grasses Commonly Used in Florida, IFAS

**

Available yield = Rainfall - ET pervious area - Pond Evaporation

"Water Resources of Duval County", G.G. Phelps, USGS Water Resources

Investigations Report 93-4130


Aerial Maps

1977 Aerial 2011 Aerial

Within

Normandy

Boulevard

(SR 228) to

Blanding

Boulevard

(SR 21) –

9.70 MGD


Harvestable Yield

SUB-BASIN

TOTAL

AREA (AC)

URBAN AREA

(AC)

POND AREA

(AC)

URBAN ET

CAPTURE (ACF/YR)

POND EV LOSSES

(ACF/YR)

CAPTURABLE

BASIN YIELD

(ACF/YR)

CAPTURABLE

BASIN YIELD (MGD)

1A 1261.0 201.5 68.1 477.56 57.20 420.35 0.38

1AA 906.6 190.4 6.2 451.25 5.21 446.04 0.40

1B 459.1 27.8 1.1 65.89 0.92 64.96 0.06

2A 2592.8 860.0 99.9 2038.20 83.92 1954.28 1.74

2AA 1844.9 804.7 75.7 1907.14 63.59 1843.55 1.65

2B 345.7 154.2 0.0 365.45 0.00 365.45 0.33

2BB 325.9 84.2 0.0 199.55 0.00 199.55 0.18

3A 468.9 0.7 13.0 1.66 10.92 -9.26 -0.01

3AA 162.4 0.0 0.0 0.00 0.00 0.00 0.00

3AAA 369.8 0.0 0.0 0.00 0.00 0.00 0.00

3B 1940.7 82.7 11.7 196.00 9.83 186.17 0.17

4A 1191.9 313.9 62.8 743.94 52.75 691.19 0.62

4AA 1160.4 427.6 59.2 1013.41 49.73 963.68 0.86

4B 135.9 2.3 5.4 5.45 4.54 0.91 0.00

5A 639.3 289.2 30.5 685.40 25.62 659.78 0.59

5AA 169.2 8.1 0.1 19.20 0.08 19.11 0.02

5B 1288.2 545.1 89.3 1291.89 75.01 1216.88 1.09

6A 1019.6 339.6 63.9 804.85 53.68 751.18 0.67

6B 6702.6 482.7 65.2 1144.00 54.77 1089.23 0.97

TOTAL 22984.9 4814.7 652.1 11410.84 547.76 10863.08 9.70


Rainfall and Watershed Runoff

Watershed Runoff Comparison

0

2

4

6

8

10

12

Apr-02 Oct-02 Apr-03 Oct-03 Apr-04 Oct-04 Apr-05 Oct-05 Apr-06 Oct-06

inch

es

NorthFork Ortega R Little Black Cr

Middleburg Rainfall

0

2

4

6

8

10

12

14

16

Apr-02 Oct-02 Apr-03 Oct-03 Apr-04 Oct-04 Apr-05 Oct-05 Apr-06 Oct-06

inch

es


Double Mass Rain vs. Runoff (Linear)

y = 0.3673x + 0.0066R² = 0.99

y = 0.4139x - 1.424R² = 0.9794

y = 0.5241x + 3.4341R² = 0.99

-20.00

0.00

20.00

40.00

60.00

80.00

100.00

0 20 40 60 80 100 120 140 160 180 200

Inc

he

s R

un

off

Inches Rain

Double Mass Rain Vs Runoff (Linear)

North Fork Runoff Ortega R at Kirwin L Black Cr Linear (North Fork Runoff) Linear (Ortega R at Kirwin) Linear (L Black Cr)

L Black Cr

Ortega R

North Fork


Double Mass Rain vs Runoff (Polynomial)

y = 0.0004x2 + 0.3016x + 1.9509 R² = 0.9921

y = 0.001x2 + 0.2303x + 4.009 R² = 0.9918

y = 0.0004x2 + 0.4433x + 5.8277 R² = 0.9915

0.00

20.00

40.00

60.00

80.00

100.00

120.00

0 20 40 60 80 100 120 140 160 180 200

Inch

es R

un

off

Inches Rain

Double Mass Rain Vs Runoff (Polynomial)

North Fork Runoff Ortega R at Kirwin L Black Cr

L Black Cr

Ortega R

North Fork


+ Given: Rainfall excess volume as measured by the difference in stream flow per inch of rain between a developing area and a natural area is about 0.157 inch (0.524-0.367) and based on 52 inches of rain annually, the volume is 8 inches per year.

+ For a watershed of 12,866 acres (20 mi2), the volume based on 8 inches is about 7.0 MGD. Or 8/12 (Ft/yr) x 12,866 (Ac) x 43,560 (SF/Ac) x 7.48 (G/CF) / 365 (d/yr)

+ As developed areas increase, the volume of rainfall excess or stream flow will increase if no volume control.

What Is The Increase In Stream Flow In MGD?

(Note: the double mass curves show that stream flow responds to rain fall. A rain fall representative of the area has to be picked to determine the yearly stream flow and it’s capture)


+ Long term rainfall stations (over 100 years of data) are used for the hourly rain data and their associated cumulative monthly and annual values. Also, at least two short term stations exist in the area.

+ From KJAX, average is 51.84 inches; median is 51.6 inches; the 1:10 drought year is 38.06 inches and the 1:10 year wet year is 67.16 inches (144 years of data).

+ From Glen St Mary’s, average is 53.79 inches; median is 53.96 inches; the 1:10 drought year is 39.21 inches and the 1:10 year wet year is 64.56 inches (111 years of data).

Rainfall Data In The Area (one input for water supply)

0

10

20

30

40

50

60

70

80

90

1 5 9

13

17

21

25

29

33

37

41

45

49

53

57

61

65

69

73

77

81

85

89

93

97

101

105

109

113

117

121

125

129

133

137

141

Annual R

ain

(in

ches)

Years of Data

Jacksonville Airport Annual Rainfall


Feasibility:

+ Use an average year (used 1971 with KJAK actual rainfall and meteorological data). Volume was 53.69 inches (Glen St. Mary’s is 53.79 inches). Also had a sufficient and actual set of meteorological data for average year.

+ Variability and Reliability: Pick a year when the rainfall will produce less rainfall excess for extended time periods, so that the yield may be near zero during that time period. Also the year of rain must have a year of corresponding complete meteorological data. Guided by the volume associated with the 1:10 year drought event, used was 2007 as the drought year as it had a corresponding year of complete meteorological data and the potential to produce long dry periods. Volume was 40.36 inches and all data from the KNIP site. The empirical probability (real data ordering is about 13/100, or 87% of the years, the annual rainfall is greater).

What Rainfall Will Be Used To Simulate A Yearly Operation Of Reuse Facilities


Water Extraction System – Horizontal Well Location


Stormwater Ponds Map Available Storage

FDOT

Ponds

Other

Ponds

Ponds in

Cecil Center

Area (ac) 179 622 610

Mean Harvestable

Water Depth(1) (ft) 2 2 2

Volume(2) (ac-ft) 358 1,244 1,220

(MG) 116.7 405.4 397.5

Note:

(1) Mean Harvestable Water Depth: the difference between weir crest

elevation and normal water elevation. (approximate/estimate depth)

(2) Volume: volume above the normal water elevation to weir crest.

PONDS IN THE STUDIED BASINS

FDOT Ponds for SR 23 (179 AC)

Other Ponds in Sub-Basins (622 AC)

Ponds in Cecil Center (610 AC)

Studied Drainage Basins

Cross Drains


Average Year Annual Yield Volume

Site

No.

FCOB ROW Yield FCOB ROW On-Site and Off-Site Yield

Surficial

Aquifer to

Yield

Rainfall to

Yield

Runoff to

Yield

Yield Subtotal Surficial

Aquifer to

Yield

Rainfall to

Yield

Runoff to

Yield

Yield Subtotal

(MG/Y) (MG/Y) (MG/Y) (MG/Y) (MG/Y) (MG/Y) (MG/Y) (MG/Y)

1 8.81 21.91 55.79 86.51 11.26 28.01 71.33 110.60

2 0.57 2.84 37.47 40.88 2.16 10.71 141.16 154.03

3 2.04 1.88 59.96 63.88 2.04 1.88 59.96 63.88

4 0.28 0.72 19.80 20.81 0.61 1.55 42.73 44.90

5 25.41 40.27 62.80 128.48 54.58 86.48 134.87 275.94

6 5.86 9.71 15.82 31.39 30.78 51.04 83.16 164.98

7 1.43 3.65 18.64 23.73 5.82 14.90 76.01 96.73

8 0.90 4.95 44.88 50.74 1.76 9.69 87.83 99.28

9 9.13 20.78 19.00 48.91 9.13 20.78 19.00 48.91

10 5.17 10.88 24.46 40.52 5.17 10.88 24.46 40.52

11 5.00 12.57 22.94 40.52 5.40 13.59 24.80 43.80

12 1.89 5.03 60.60 67.53 4.77 12.67 152.65 170.09

13 2.10 9.15 26.34 37.60 3.06 13.33 38.36 54.75

Subtotal 68.59 144.35 468.51 681.46 136.54 275.52 956.33 1368.39


Drought Year (1-in-10 Year) Annual Yield Volume

Site

No.

FCOB ROW Yield FCOB ROW On-Site and Off-Site Yield

Surficial

Aquifer to

Yield

Rainfall to

Yield

Runoff to

Yield

Yield Subtotal Surficial

Aquifer to

Yield

Rainfall to

Yield

Runoff to

Yield

Yield Subtotal

(MG/Y) (MG/Y) (MG/Y) (MG/Y) (MG/Y) (MG/Y) (MG/Y) (MG/Y)

1 8.18 20.34 51.79 80.30 10.29 25.61 65.21 101.11

2 0.54 2.69 35.46 38.69 1.88 9.34 123.10 134.32

3 1.78 1.64 52.42 55.85 1.78 1.64 52.42 55.85

4 0.26 0.67 18.41 19.35 0.54 1.37 37.87 39.79

5 25.92 41.07 64.05 131.04 52.78 83.62 130.41 266.82

6 6.40 10.61 17.29 34.31 29.42 48.78 79.48 157.68

7 1.43 3.65 18.64 23.73 5.14 13.16 67.12 85.41

8 0.81 4.45 40.36 45.63 1.54 8.48 76.85 86.87

9 9.33 21.25 19.42 50.01 9.33 21.25 19.42 50.01

10 5.17 10.88 24.46 40.52 5.17 10.88 24.46 40.52

11 5.31 13.37 24.39 43.07 5.45 13.71 25.01 44.17

12 1.74 4.62 55.69 62.05 4.02 10.69 128.74 143.45

13 2.22 9.69 27.88 39.79 3.06 13.33 38.36 54.75

Subtotal 69.10 144.93 450.27 664.30 130.41 261.85 868.45 1260.71


Stormwater Pollutant Loads Removal

Site

Name Pollutant

Areas

(acres) (1)

Annual

Runoff (ac-

ft/yr) (2)

Pollutant

Load (lbs/yr) (3)

Removal

Efficiency (%) (4)

Removed

(lbs/yr)

1 TN 94 187 681 35 238

TP 94 187 132 60 79

2 TN 426 652 2,666 35 933

TP 426 652 494 60 296

3 TN 557 875 3,316 35 1,161

TP 557 875 746 60 448

4 TN 268 543 2,277 35 797

TP 268 543 515 60 309

5 TN 301 537 1,951 35 683

TP 301 537 394 60 236

6 TN 170 212 742 35 260

TP 170 212 157 60 94

7 TN 146 192 595 35 208

TP 146 192 154 60 93

8 TN 143 255 1,102 35 386

TP 143 255 221 60 133

9 TN 57 118 435 35 152

TP 57 118 90 60 54

10 TN 249 355 1,249 35 437

TP 249 355 214 60 128

11 TN 70 124 468 35 164

TP 70 124 88 60 53

12 TN 300 594 2,352 35 823

TP 300 594 496 60 298

13 TN 141 249 1,015 35 355

TP 141 249 180 60 108

Total TN 2,922 4,893 18,847 6,597

TP 2,922 4,893 3,882 2,329

Note:

Assuming the stormwater reuse

efficiency is 80%, the nitrogen

removal efficiency will be 87%

and the phosphorus removal

efficiency will be 92% (using

35% and 60% removal efficiency

for nitrogen and phosphorous,

respectively, in wet detention

ponds). The expected removed

nitrogen and phosphorous will be

16,396 lbs/yr and 3,571 lbs/yr,

respectively.


Wetland Inventory


SHARP Model Surficial Aquifer Drawdown Results

FCOB Pond/

Horizontal Well

Location

Seasonal High

Groundwater Table

(Elev.)1

Pond Cut-off

Elevation

Drawdown - Side

without Pond (ft.)

Drawdown – Pond Side

to Free End (ft.)

Site 1 29.4 20.5 50 50

Site 2 43.5 35.5 60 60

Site 3 62.9 51 60 60

Site 4 65.4 57 70 70

Site 5 71.24 61 60 60

Site 6 71.19 61 60 60

Site 7 78.5 69 57 57

Site 8 73.27 65 62 62

Site 9 81.61 72 51 51

Site 10 80.56 72 51 51

Site 11 86.4 78 51 51

Site 12 84.6 75.5 51 51

Site 13 84.3 76 51 51

Note: 1: SHGWT Elevations from FDOT FCOB Environmental Resource Permit data.

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