The Strand (fka Whitaker )

Stormwater Management System Report and Calculations

Prepared by:

6997 Professional Parkway East, Suite B Lakewood Ranch, Florida 34240 (941) 444‐6644 www.morrisengineering.net

October 2018

ENGINEER’S CERTIFICATION

I hereby certify that the enclosed calculations were performed by me or under my direct supervision.

Matthew J. Morris, P.E. Florida Registration #68434 Table of Contents

I. Project Narrative

II. Map

III. Drainage Calculations CN Calculations Exhibit A Stage Storage Calculations Exhibit B KvKh Calculation Exhibit C Modret Input and Results Exhibit D ICPR Input and Results Exhibit E BMPTrains Spreadsheet and DCIA Calculation Exhibit F

IV. Appendix SCS Permeability Rates Exhibit G

Project Narrative

Site Conditions: The project is located at 1701, 1715, & 1889 N. Tamiami Trail within the City of Sarasota. The total site consists of 8.89 acres. The previous land uses for the existing site were boat storage, maintenance, and sales. The site was previously permitted with SWFWMD as Great America Boat Yards Drive (ERP #483973.0). The existing site consists for 64,357 sq. ft. (17%) of impervious area and 387,239 sq. ft. (83%) of pervious area.

Proposed Modifications: The major modification application is being submitted to construct a residential and commercial development. The development will consist of 120 residential units and 2 retail buildings with associated amenities and related infrastructure, as as a future commercial parcel.

Stormwater Design: The stormwater design includes the use of dry for treatment of the site. Drainage inlets connected by pipes are proposed to convey the runoff from the site to the ponds. A dry was also added to the future commercial parcel in order to provide treatment for that portion of the site. The site will into Whitaker Bayou through several outfall structures and therefore attenuation of the site is not required. The ICPR model input and results are included within this report. A Modret analysis was also performed to verify that the system recovers in less than 72 hours.

Treatment Area: Property Boundary 8.84 acres Stormwater Treatment Area (Excludes future parcel) 6.80 acres Future Parcel 0.92 acres

Treatment Calculations: 6.8 acres x 43,560 x 0.5”/12 = 12,342 cf Treatment Volume Required < 12,456 cf Treatment Volume Provided

0.92 acres x 43,560 x 0.5”/12 = 1,670 cf Treatment Volume Required < 1,688 cf Treatment Volume Provided

Operations and Maintenance Guidelines: The stormwater management system for this development consists of piping, inlets, control structures, swales, and an underground chamber. In order to maintain the designed function of the system, the following operations and maintenance guidelines should be followed:

 All structures (inlets and control structures) and pipes shall be maintained to be free and clear of siltation and debris build‐up, as well as trash.  Areas around inlets shall be maintained free and clear of un‐necessary vegetation and weeds.  Grassed areas, including swales, shall be maintained regularly, based on industry standard practice for the specific sod type.

PREPARED FOR: JEBCO VENTURES 202 NORTH TAMIAMI TRAIL SARASOTA, FLORIDA 34236

m

BASIN DRY POND 1 = 1 POND DRY BASIN

IMPERVIOUS= PERVIOUS= UN-DIMENSIONED STORM WATER EASEMENT PER O.R. BOOK 2329, AT PAGE 2108. Civil Engineering and Land Development Consulting * SEE NOTE 8 ON SHEET 1 OF 2 morris engineering and consulting, llc 6981 Professional Parkway East, Lakewood Ranch, Florida 34240 C.A.28780 941-444-6644 www.morrisengineering.net

17504 S.F.

21621 S.F. 21621 4117 S.F. 4117

SITE BOUNDARY

BASIN DRY POND 2 = 2 POND DRY BASIN IMPERVIOUS=

BOTTOM= 2185 S.F. PERVIOUS= VOLUME= 287 C.Y. T.O.B.= 5559 S.F. 15" H.D.P.E. DRY POND 1

23' OF RESIDENT BOAT SLIPS BOAT RESIDENT

12967 S.F.

22469 S.F. 22469 9502 S.F. 9502

BOTTOM= 2.5' (1540 S.F.) BASIN BUILDING A-2 = A-2 BUILDING BASIN T.O.B.= 4.5' (9876 S.F.) VOLUME= 422 C.Y.

DRY POND 2

IMPERVIOUS= PERVIOUS=

CS-1

IMPERVIOUS=

BASIN S-15= BASIN PERVIOUS=

BAYOU

WHITAKER 15" H.D.P.E. 18748 S.F. 18748

Y-6 18748 S.F. 18748 22' OF

CONCRETE SEAWALL 0 S.F. 0 TREATMENT/BASIN AREA CS-2

9798 S.F.

7826 S.F. 7826 1972 S.F. BASIN BUILDING A-1 = A-1 BUILDING BASIN S-22 296173 OR 6.80 AC.

UPLAND AREA

IMPERVIOUS= BASIN S-16= BASIN

IMPERVIOUS= PERVIOUS=

Y-7 PERVIOUS= S-21

15" R.C.P.31' OF 6778 S.F. S.F. 3204 9982 S.F.

18362 S.F.

18362 S.F. 18362

0 S.F. 0

EXIT GARAGE ENTRY/ 120' OF 15" R.C.P. 15" OF 120' Y-5 18TH STREET S-20 NO. -

Y-4

IMPERVIOUS=

BASIN S-11= BASIN PERVIOUS=

DATE

- 4.70 LEVEL= PARKING

FIRST FLOOR= 13.20 FLOOR= FIRST H.P.

S-16

BUILDING A BUILDING L.P. - RESIDENTIAL

121' OF 15" R.C.P. 15" OF 121' L.P. 33810 S.F. 33810

S-19 22532 S.F. S.F. 11278

S-11 H.P. S-1

REVISION DESCRIPTION

125' OF 15" R.C.P. 15" OF 125' BASIN BUILDING C = C BUILDING BASIN Y-9 S-17

44

S-15

1 119' OF 15" R.C.P. 15" OF 119'

43

GARAGE ENTRY/EXIT

2

15" R.C.P.37' OF L.P.

109 IMPERVIOUS= 42 S-12 STORAGE

S-14

3

PIPE END PERVIOUS=

121' OF 18" R.C.P. 18" OF 121' 41 H.P.

4 S-18

40

5 Y-10

39 IMPERVIOUS=

6

102

STAIR 2

PERVIOUS=

BASIN POOL= BASIN

IMPERVIOUS= IMPERVIOUS=

38

7

66' OF ??" OF 66' BASIN S-10=

PERVIOUS=

PERVIOUS=

BASIN S-8= BASIN

R.C.P. L.P.

37

15532 S.F. 15532

15532 S.F. 15532

8 94' OF 24" R.C.P. 24" OF 94'

Y-8 0 S.F. 0

36 GARAGE SCREEN, TYP.

9

EXIT GARAGE ENTRY/

PARKING LEVEL= 5.50

FIRST FLOOR= 14.00 FLOOR= FIRST RESIDENTIAL 103' OF 15" R.C.P. 15" OF 103' POOL 35 BUILDING C H.P. 10

34 107 Y-11

RECYCLE

11 5455 S.F. S.F. 5370

104 10825 S.F. 10825

ELEV.

P.V.I.

16376 S.F. 16376 22355 S.F. 22355

12 18306 S.F. 18306

28938 S.F.

1930 S.F. 1930 6583 S.F. 6583 103

LOBBY S-2 F.F.= 5.80

33

97' OF ??" 13

265' OF ??" R.C.P.

105 H.D.P.E. 4' OF 12"

32 R.C.P. 30" x 48" ELEC. ROOM

14

106 NORTH TAMIAMI TRAIL TAMIAMI NORTH TRASH

31 30" x 48" x 30"

BY 15 -

S-13 L.P. 30" x 48"

30 U.S. 41 (S.R.45) 41 U.S.

278' OF 42" R.C.P. 16 IMPERVIOUS= F.F.= 5.80

29

BASIN S-14= BASIN PERVIOUS=

S-3 17 DRAWN

171' OF ??" R.C.P. 28

SPM 18 Y-3

27

101 RETAIL 19

STAIR 1 DRAWING PROJECT

26

08/22/18 BUILDING D

20 DATE M-DR WB

25 21 F.F.= 16.35

H.P. 18594 S.F. 18594 15660 S.F. 15660 24 CHECKED 2934 S.F. H.P. 22

108

MJM

23 STORAGE 99' OF ??" R.C.P. ??" OF 99' S-6 S-10 S-4

Y-2 IMPERVIOUS=

P.V.I.

PERVIOUS= BASIN S-3= BASIN

S-5

BUILDING D BUILDING

IMPERVIOUS=

RETAIL 169' OF ??" R.C.P. ??" OF 169' PERVIOUS= F.F.= 16.04 182' OF 24" R.C.P. S-9= BASIN H.P. R.C.P. (TYP.)

L.P. R.C.P. 15" OF 96'

S-13

12869 S.F. 12869

7614 S.F. S.F. 5255 F.F.= 14.05 F.F.=

S-8 Y-1 S.F. 2095

2095 S.F.

0 S.F. 0 95' OF 15" H.D.P.E. 15" OF 95' 116' OF 15" HOUSE S-7 H.P.

GATE R.C.P.

IMPERVIOUS=

PERVIOUS=

BASIN S-4= BASIN

IMPERVIOUS=

PERVIOUS= BASIN S-5= BASIN S-9 WHITAKER BAYOU TAHITI LAGOON

H.P.

CITY OF SARASOTA, FLORIDA

-10213 S.F. H.P. 27948 S.F. 27948

17735 S.F. L.P. H.P. H.P. 17TH STREET

BOUNDARY PARCEL

13059 S.F. 13059

20635 S.F. 20635 IMPERVIOUS=

7576 S.F.

PERVIOUS= BASIN S-7= BASIN 26' OF 24" R.C.P. BASIN EXHIBIT

CS-3 5609 S.F. 5609

5609 S.F.

0 S.F. 0

COMMERCIAL

FUTURE

PARCEL

BASIN FUTURE= BASIN

IMPERVIOUS= PERVIOUS=

5' BUFFER

27517 S.F. 27517 S.F. 12591 40108 S.F. 40108 LOWE DRIVE

(PRIVATE)

16TH STREET SHEET 1 SEC.-TSP.-RNG. 13-36S-17E SCALE 1"=50' 1 OF 0

HAMPTON ROAD GRAPHIC SCALE 1"= 50 100 FL LICENSE NO. 68434 MATTHEW J. MORRIS 50' 150 CURVE NUMBER CALCULATIONS for THE STRAND

Curve Rational Cover (A/D Soils) Number Coefficient Impervious 98 0.95 Open Space 80 0.20

Open Curve Rational Basin Number Impervious Total Area Space Number Coefficient S-3 7,614 5,255 12,869 90.6 0.64 S-4 17,735 10,213 27,948 91.4 0.68 S-5 13,059 7,576 20,635 91.4 0.67 S-7 5,609 0 5,609 98.0 0.95 S-8 22,355 6,583 28,938 93.9 0.78 S-9 2,095 0 2,095 98.0 0.95 S-10 16,376 1,930 18,306 96.1 0.87 S-11 22,532 11,312 33,844 92.0 0.70 S-13 15,532 0 15,532 98.0 0.95 AND S-12 (BLDG C) S-14 15,660 2,934 18,594 95.2 0.83 S-15 7,826 1,972 9,798 94.4 0.80 S-16 6,778 3,204 9,982 92.2 0.71 S-19 18,362 0 18,362 98.0 0.95 AND S-18 (BLDG A-1) S-20 18,748 0 18,748 98.0 0.95 AND S-21 (BLDG A-2) DRY POND 1 4,117 17,504 21,621 83.4 0.34 DRY POND 2 9,502 12,967 22,469 87.6 0.52 POOL 5,455 5,370 10,825 89.1 0.58 FUTURE 27,517 12,591 40,108 92.3 0.71 TOTAL 236,872 99,411 336,283 92.7 0.73 ESTIMATION OF POND STAGE VERSUS STORAGE VOLUMES

Project Name: The Strand

TOP OF (T.O.B.) EL = 4.50 ft. NAVD SURFACE AREA @ T.O.B. = 15,435 ft2 BOTTOM El. 2.50 ft. NAVD SURFACE AREA @ BOTTOM = 4,025 ft2 INCREMENTAL DEPTH = 0.20 ft.

STAGE SURFACE STORAGE ELEVATION AREA VOLUME (ft.) (ft2) (ft3)

4.50 15,435 19,460 4.30 14,294 16,487 4.10 13,153 13,742 4.00 12,583 12,456 <--- Treatment Depth 3.90 12,012 11,226 3.70 10,871 8,938 3.50 9,730 6,877 3.30 8,589 5,046 3.10 7,448 3,442 2.90 6,307 2,066 2.70 5,166 919 2.50 4,025 0 ESTIMATION OF POND STAGE VERSUS STORAGE VOLUMES

Project Name: The Strand - Future

TOP OF BANK (T.O.B.) EL = 14.00 ft. NAVD SURFACE AREA @ T.O.B. = 1,896 ft2 BOTTOM El. 12.00 ft. NAVD SURFACE AREA @ BOTTOM = 800 ft2 INCREMENTAL DEPTH = 0.20 ft.

STAGE SURFACE STORAGE ELEVATION AREA VOLUME (ft.) (ft2) (ft3)

14.00 1,896 2,696 13.80 1,786 2,328 13.60 1,677 1,981 13.42 1,578 1,688 <--- Treatment Depth 13.40 1,567 1,657 13.20 1,458 1,355 13.00 1,348 1,074 12.80 1,238 815 12.60 1,129 579 12.40 1,019 364 12.20 910 171 12.00 800 0 Whitaker Bayou Permeability (Kv Kh) Calculations

SCS Soil Type = 10 - EauGallie & Myakka County = Sarasota

Depth (inch) Layer SCS Vert Permeability * (Kvsi) (in/hr) Zi/Kvsi Khsi=Kvsi x 1.5 Khsi x Zi Init Final Thickness (Zi) Low End High End Avg Kvsi (in/hr) 0 22 22 6 20 13 1.692 19.5 429.00 22 44 22 0.6 6 3.3 6.667 4.95 108.90 44 48 4 6 20 13 0.308 19.5 78.00 48 66 18 0.06 0.6 0.33 54.545 0.495 8.91 66 80 14 0.6 6 3.3 4.242 4.95 69.30

0 24 24 6 20 13 1.846 19.5 468.00 24 42 18 0.6 6 3.3 5.455 4.95 89.10 42 80 38 6 20 13 2.923 19.5 741.00

(in/Hr) (ft/day) Average Saturated Vertical Permeability - Kvs, {Sum of (Zi) / Sum(Zi/Kvsi)} = 4.505 9.011 Average Unsaturated Vertical Permeability - Kvu**, (Kvu = Kvs x 2/3) = 3.004 6.007 Average Saturated Horizontal Permeability - Khs, {Sum(Zi x Khsi) / (Sum of (Zi)} 12.451 24.903

* SCS data is for Saturated Conditions ** See Modret Manual Version 6.0, Page 25 MODRET SUMMARY OF UNSATURATED & SATURATED INPUT PARAMETERS

PROJECT NAME : Whitaker Bayou POLLUTION VOLUME RUNOFF DATA USED UNSATURATED ANALYSIS EXCLUDED

Pond Bottom Area 4,025.00 ft²

Pond Volume between Bottom & DHWL 12,456.00 ft³

Pond Length to Width Ratio (L/W) 38.00

Elevation of Effective Base -6.55 ft

Elevation of Seasonal High Table 1.50 ft

Elevation of Starting Water Level 2.50 ft

Elevation of Pond Bottom 2.50 ft

Design High Water Level Elevation 4.00 ft

Avg. Effective Storage Coefficient of Soil for Unsaturated Analysis 0.05

Unsaturated Vertical Hydraulic Conductivity 6.01 ft/d

Factor of Safety 2.00

Saturated Horizontal Hydraulic Conductivity 24.90 ft/d

Avg. Effective Storage Coefficient of Soil for Saturated Analysis 0.09

Avg. Effective Storage Coefficient of Pond/Exfiltration Trench 1.00

Hydraulic Control Features: Top Bottom Left Right

Groundwater Control Features - Y/N N N N N Distance to Edge of Pond 0.00 0.00 0.00 0.00 Elevation of Water Level 0.00 0.00 0.00 0.00

Impervious Barrier - Y/N N N N N Elevation of Barrier Bottom 0.00 0.00 0.00 0.00

Analysis Date: 6/9/2017 MODRET TIME - RUNOFF INPUT DATA

PROJECT NAME: WHITAKER BAYOU

STRESS INCREMENT VOLUME PERIOD OF TIME OF RUNOFF NUMBER (hrs) (ft³)

Unsat 0.00 0.00 1 1.00 12,456.00 2 1.82 0.00 3 1.82 0.00 4 1.82 0.00 5 1.82 0.00 6 1.82 0.00 7 1.82 0.00 8 1.82 0.00 9 1.82 0.00 10 1.82 0.00 11 1.82 0.00 12 1.82 0.00 13 1.82 0.00 14 1.82 0.00 15 1.82 0.00 16 1.82 0.00 17 1.82 0.00 18 1.82 0.00 19 1.82 0.00 20 1.82 0.00 21 1.82 0.00 22 1.82 0.00 23 1.82 0.00 24 1.82 0.00 25 1.82 0.00 26 1.82 0.00 27 1.82 0.00 28 1.82 0.00 Analysis Date: 6/9/2017 29 1.82 0.00 30 1.82 0.00 MODRET SUMMARY OF RESULTS

PROJECT NAME : Whitaker Bayou

CUMULATIVE WATER INSTANTANEOUS AVERAGE CUMULATIVE TIME ELEVATION INFILTRATION OVERFLOW (hrs) (feet) RATE (cfs) RATE (cfs) (ft³)

00.00 - 0.00 1.500 0.000 * 0.00000 0.00 1.500 0.28881 0.28881 1.00 3.875 0.28881 0.00 0.28881 2.82 3.647 0.27020 0.00 0.25159 4.64 3.448 0.18285 0.00 0.11411 6.46 3.358 0.10331 0.00 0.09251 8.28 3.285 0.08535 0.00 0.07819 10.10 3.223 0.07305 0.00 0.06791 11.92 3.170 0.06402 0.00 0.06012 13.74 3.122 0.05706 0.00 0.05399 15.56 3.080 0.05150 0.00 0.04901 17.38 3.041 0.04694 0.00 0.04488 19.21 3.006 0.04314 0.00 0.04140 21.03 2.973 0.03992 0.00 0.03843 22.85 2.943 0.03715 0.00

Analysis Date: 6/9/2017 MODRET SUMMARY OF RESULTS

PROJECT NAME : Whitaker Bayou

CUMULATIVE WATER INSTANTANEOUS AVERAGE CUMULATIVE TIME ELEVATION INFILTRATION INFILTRATION OVERFLOW (hrs) (feet) RATE (cfs) RATE (cfs) (ft³)

0.03586 24.67 2.914 0.03475 0.00 0.03363 26.49 2.888 0.03264 0.00 0.03165 28.31 2.863 0.03078 0.00 0.02990 30.13 2.839 0.02912 0.00 0.02833 31.95 2.817 0.02763 0.00 0.02692 33.77 2.796 0.02628 0.00 0.02564 35.59 2.775 0.02505 0.00 0.02447 37.41 2.756 0.02393 0.00 0.02340 39.23 2.738 0.02290 0.00 0.02241 41.05 2.720 0.02196 0.00 0.02150 42.87 2.703 0.02108 0.00 0.02065 44.69 2.687 0.02026 0.00 0.01987 46.51 2.671 0.01950 0.00 0.01913 48.33 2.656 0.01879 0.00

Analysis Date: 6/9/2017 MODRET SUMMARY OF RESULTS

PROJECT NAME : Whitaker Bayou

CUMULATIVE WATER INSTANTANEOUS AVERAGE CUMULATIVE TIME ELEVATION INFILTRATION INFILTRATION OVERFLOW (hrs) (feet) RATE (cfs) RATE (cfs) (ft³)

0.01845 50.15 2.641 0.01812 0.00 0.01780 51.97 2.627 0.01750 0.00 0.01720 53.79 2.614 0.01691 0.00 0.01663 55.62 2.601 0.01636 0.00 0.01609 57.44 2.588 0.01584 0.00 0.01559 59.26 2.576 0.01535 0.00 0.01511 61.08 2.564 0.01488 0.00 0.01466 62.90 2.552 0.01444 0.00 0.01423 64.72 2.541 0.01403 0.00 0.01382 66.54 2.530 0.01361 0.00 0.01339 68.36 2.519 0.01321 0.00 0.01302 70.18 2.509 0.01285 0.00 0.01268 71.85 2.500 0.00

Maximum Water Elevation: 3.875 feet @ 1.00 hours Recovery @ 71.846 hours * Time increment when there is no runoff Maximum Infiltration Rate: 3.005 ft/day

Analysis Date: 6/9/2017 INFILTRATION : WHITAKER BAYOU

12,000

11,500

11,000

10,500

10,000

9,500

9,000

8,500

8,000

7,500

7,000

6,500

6,000

5,500 Volume Infiltrated (ft³) 5,000

4,500

4,000

3,500

3,000

2,500

2,000

1,500

1,000

500

0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hrs) Total Volume Infiltrated = 12,456 ft³ INFILTRATION : WHITAKER BAYOU

3.5 Water Water Elevation (ft)

3

2.5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Time (hrs) Max Water Elevation = 3.87 ft

The Strand Input Summary October 2018

======Basins ======

Name: FUTURE Node: FUTURE Status: Onsite Group: BASE Type: SCS Unit CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.920 Time Shift(hrs): 0.00 Curve Number: 92.30 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: POND1 Node: POND1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.500 Time Shift(hrs): 0.00 Curve Number: 83.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: POND2 Node: POND2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.520 Time Shift(hrs): 0.00 Curve Number: 87.60 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-10 Node: S-10 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.420 Time Shift(hrs): 0.00 Curve Number: 96.10 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-11 Node: S-11 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.780 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-13 Node: S-13 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.180 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-14 Node: S-14 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0

Interconnected and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 15 The Strand Input Summary October 2018

Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.430 Time Shift(hrs): 0.00 Curve Number: 95.20 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-15 Node: S-15 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.220 Time Shift(hrs): 0.00 Curve Number: 94.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-16 Node: S-16 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.230 Time Shift(hrs): 0.00 Curve Number: 92.20 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-19 Node: S-19 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.420 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-20 Node: S-20 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.440 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-3 Node: S-3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.300 Time Shift(hrs): 0.00 Curve Number: 90.60 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-4 Node: S-4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.640 Time Shift(hrs): 0.00 Curve Number: 91.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 15 The Strand Input Summary October 2018

Name: S-5 Node: S-5 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.470 Time Shift(hrs): 0.00 Curve Number: 91.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-7 Node: S-7 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.130 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-8 Node: S-8 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.660 Time Shift(hrs): 0.00 Curve Number: 93.90 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: S-9 Node: S-9 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.050 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

------Name: Y-11 Node: Y-11 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN

Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 0.250 Time Shift(hrs): 0.00 Curve Number: 89.10 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00

======Nodes ======

Name: FUTURE Base Flow(cfs): 0.000 Init Stage(ft): 12.000 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------12.000 0.0180 14.000 0.0440

------Name: POND1 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 15 The Strand Input Summary October 2018

Stage(ft) Area(ac) ------2.500 0.0500 4.500 0.1300

------Name: POND2 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------2.500 0.0420 4.500 0.2270

------Name: S-10 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------11.200 0.0040 14.700 0.0040

------Name: S-11 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.500 0.0040 4.790 0.0040

------Name: S-13 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.840 0.0040 4.770 0.0040

------Name: S-14 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.200 0.0040 4.540 0.0040

------Name: S-15 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.450 0.0040 4.590 0.0040

------Name: S-16 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.700 0.0040

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 15 The Strand Input Summary October 2018

4.630 0.0040

------Name: S-19 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.530 0.0040 4.500 0.0040

------Name: S-2 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.800 0.0040 5.000 0.0040

------Name: S-20 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.420 0.0040 4.500 0.0040

------Name: S-3 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.000 0.0040 4.510 0.0040

------Name: S-4 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.660 0.0040 4.590 0.0040

------Name: S-5 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------1.770 0.0040 5.660 0.0040

------Name: S-6 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------1.560 0.0040 8.170 0.0040

------

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 15 The Strand Input Summary October 2018

Name: S-7 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------9.290 0.0040 14.600 0.0040

------Name: S-8 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------9.480 0.0040 14.700 0.0040

------Name: S-9 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------11.260 0.0040 14.760 0.0040

------Name: WHITAKER BAYOU Base Flow(cfs): 0.000 Init Stage(ft): 1.120 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage

Time(hrs) Stage(ft) ------0.00 1.120 24.00 1.120

------Name: Y-1 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------12.000 0.0020 14.600 0.0020

------Name: Y-11 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.720 0.0020 5.240 0.0020

------Name: Y-2 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------9.680 0.0020 15.800 0.0020

------Name: Y-3 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 15 The Strand Input Summary October 2018

Stage(ft) Area(ac) ------10.400 0.0020 12.900 0.0020

------Name: Y-8 Base Flow(cfs): 0.000 Init Stage(ft): 2.500 Group: BASE Warn Stage(ft): 0.000 Type: Stage/Area

Stage(ft) Area(ac) ------0.500 0.0020 4.930 0.0020

======Pipes ======

Name: P1-P2 From Node: POND1 Length(ft): 36.00 Group: BASE To Node: POND2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-10 From Node: S-10 Length(ft): 96.00 Group: BASE To Node: S-7 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-11 From Node: S-11 Length(ft): 50.00 Group: BASE To Node: S-16 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 7 of 15 The Strand Input Summary October 2018

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-13 From Node: S-13 Length(ft): 203.00 Group: BASE To Node: S-11 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.50 Rise(in): 15.00 15.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-14 From Node: S-14 Length(ft): 94.00 Group: BASE To Node: S-3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 36.00 36.00 Entrance Loss Coef: 0.50 Rise(in): 36.00 36.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-15 From Node: S-15 Length(ft): 121.00 Group: BASE To Node: S-14 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.50 Rise(in): 30.00 30.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-16 From Node: S-16 Length(ft): 121.00 Group: BASE To Node: S-15 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.50 Rise(in): 24.00 24.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 15 The Strand Input Summary October 2018

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-19 From Node: S-19 Length(ft): 162.00 Group: BASE To Node: POND2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.50 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-2 From Node: S-2 Length(ft): 66.00 Group: BASE To Node: POND2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 42.00 42.00 Entrance Loss Coef: 0.50 Rise(in): 42.00 42.00 Exit Loss Coef: 1.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-20 From Node: S-20 Length(ft): 151.00 Group: BASE To Node: POND2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.50 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-3 From Node: S-3 Length(ft): 102.00 Group: BASE To Node: S-2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 42.00 42.00 Entrance Loss Coef: 0.50 Rise(in): 42.00 42.00 Exit Loss Coef: 0.00

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 9 of 15 The Strand Input Summary October 2018

Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-4 From Node: S-4 Length(ft): 185.00 Group: BASE To Node: S-3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 42.00 42.00 Entrance Loss Coef: 0.50 Rise(in): 42.00 42.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-5 From Node: S-5 Length(ft): 169.00 Group: BASE To Node: S-4 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.50 Rise(in): 30.00 30.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-6 From Node: S-6 Length(ft): 102.00 Group: BASE To Node: S-5 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 30.00 30.00 Entrance Loss Coef: 0.50 Rise(in): 30.00 30.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-7 From Node: S-7 Length(ft): 182.00 Group: BASE To Node: S-6 Count: 1

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 10 of 15 The Strand Input Summary October 2018

Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.50 Rise(in): 24.00 24.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-8 From Node: S-8 Length(ft): 95.00 Group: BASE To Node: S-7 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.50 Rise(in): 18.00 18.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: S-9 From Node: S-9 Length(ft): 116.00 Group: BASE To Node: S-8 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.50 Rise(in): 15.00 15.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: Y-1 From Node: Y-1 Length(ft): 85.00 Group: BASE To Node: S-9 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 6.00 6.00 Entrance Loss Coef: 0.50 Rise(in): 6.00 6.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 11 of 15 The Strand Input Summary October 2018

------Name: Y-11 From Node: Y-11 Length(ft): 31.00 Group: BASE To Node: Y-8 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 10.00 10.00 Entrance Loss Coef: 0.50 Rise(in): 10.00 10.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: Y-2 From Node: Y-2 Length(ft): 40.00 Group: BASE To Node: S-8 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 8.00 8.00 Entrance Loss Coef: 0.50 Rise(in): 8.00 8.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: Y-3 From Node: Y-3 Length(ft): 144.00 Group: BASE To Node: Y-2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 8.00 8.00 Entrance Loss Coef: 0.50 Rise(in): 8.00 8.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

------Name: Y-8 From Node: Y-8 Length(ft): 59.00 Group: BASE To Node: S-14 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.50 Rise(in): 12.00 12.00 Exit Loss Coef: 0.00 Invert(ft): 0.000 0.000 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: None

Upstream FHWA Inlet Edge Description:

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 12 of 15 The Strand Input Summary October 2018

Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

======Drop Structures ======

Name: CS-1 From Node: POND1 Length(ft): 25.00 Group: BASE To Node: WHITAKER BAYOU Count: 1

UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 36.00 36.00 Flow: Both Rise(in): 36.00 36.00 Entrance Loss Coef: 0.500 Invert(ft): 0.270 0.230 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

*** 1 of 1 for CS-1 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600

Span(in): 36.00 Invert(ft): 4.000 Rise(in): 79.00 Control Elev(ft): 4.000

------Name: CS-2 From Node: POND2 Length(ft): 25.00 Group: BASE To Node: WHITAKER BAYOU Count: 1

UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 36.00 36.00 Flow: Both Rise(in): 36.00 36.00 Entrance Loss Coef: 0.500 Invert(ft): 0.270 0.230 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

*** Weir 1 of 1 for Drop Structure CS-2 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600

Span(in): 36.00 Invert(ft): 4.000 Rise(in): 79.00 Control Elev(ft): 4.000

------Name: CS-3 From Node: FUTURE Length(ft): 44.00 Group: BASE To Node: S-7 Count: 1

UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 24.00 24.00 Flow: Both Rise(in): 24.00 24.00 Entrance Loss Coef: 0.500 Invert(ft): 9.870 9.790 Exit Loss Coef: 0.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 13 of 15 The Strand Input Summary October 2018

Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall

*** Weir 1 of 1 for Drop Structure CS-3 *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600

Span(in): 24.00 Invert(ft): 13.420 Rise(in): 37.00 Control Elev(ft): 13.420

======Hydrology Simulations ======

Name: WB100YR Filename: C:\Working-C drive\Strand\WB100YR.R32

Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 10.00

Time(hrs) Print Inc(min) ------30.000 5.00

------Name: WB10YR Filename: C:\Working-C drive\Strand\WB10YR.R32

Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 7.00

Time(hrs) Print Inc(min) ------30.000 5.00

------Name: WB25YR Filename: C:\Working-C drive\Strand\WB25YR.R32

Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 8.00

Time(hrs) Print Inc(min) ------30.000 5.00

======Routing Simulations ======

Name: WB100YR Hydrology Sim: WB100YR Filename: C:\Working-C drive\Strand\WB100YR.I32

Execute: Yes Restart: No Patch: No Alternative: No

Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows:

Time(hrs) Print Inc(min) ------36.000 15.000

Group Run ------BASE Yes

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 14 of 15 The Strand Input Summary October 2018

------Name: WB10YR Hydrology Sim: WB10YR Filename: C:\Working-C drive\Strand\WB10YR.I32

Execute: Yes Restart: No Patch: No Alternative: No

Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows:

Time(hrs) Print Inc(min) ------36.000 15.000

Group Run ------BASE Yes

------Name: WB25YR Hydrology Sim: WB25YR Filename: C:\Working-C drive\Strand\WB25YR.I32

Execute: Yes Restart: No Patch: No Alternative: No

Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 36.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows:

Time(hrs) Print Inc(min) ------36.000 15.000

Group Run ------BASE Yes

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 15 of 15

The Strand Node Max Results October 2018

Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs

FUTURE BASE WB100YR 12.04 13.72 0.00 -0.0004 1756 12.00 5.26 12.04 5.22 POND1 BASE WB100YR 12.12 4.35 0.00 0.0003 5404 12.00 2.63 12.11 2.47 POND2 BASE WB100YR 12.12 4.59 0.00 0.0027 10267 12.09 28.25 12.12 27.78 S-10 BASE WB100YR 12.11 6.86 0.00 0.0042 117 12.00 2.45 12.08 2.32 S-11 BASE WB100YR 12.10 5.95 0.00 -0.0029 182 12.08 5.36 12.09 5.30 S-13 BASE WB100YR 12.10 6.02 0.00 0.0029 181 12.00 1.05 12.15 1.05 S-14 BASE WB100YR 12.10 5.31 0.00 0.0034 190 12.08 11.52 12.09 11.49 S-15 BASE WB100YR 12.10 5.41 0.00 0.0021 188 12.08 7.80 12.10 7.77 S-16 BASE WB100YR 12.10 5.62 0.00 0.0023 182 12.08 6.60 12.09 6.56 S-19 BASE WB100YR 12.09 4.90 0.00 -0.0029 179 12.00 2.46 12.05 2.41 S-2 BASE WB100YR 12.11 4.89 0.00 -0.0070 189 12.10 30.75 12.10 30.74 S-20 BASE WB100YR 12.09 4.91 0.00 -0.0031 179 12.00 2.58 12.04 2.53 S-3 BASE WB100YR 12.10 5.22 0.00 0.0054 206 12.09 30.76 12.10 30.75 S-4 BASE WB100YR 12.10 5.36 0.00 -0.0049 201 12.09 17.65 12.10 17.64 S-5 BASE WB100YR 12.11 5.75 0.00 0.0025 191 12.11 14.18 12.12 14.19 S-6 BASE WB100YR 12.11 5.97 0.00 0.0028 190 12.11 11.66 12.13 11.70 S-7 BASE WB100YR 12.11 6.77 0.00 0.0041 129 12.09 11.67 12.11 11.66 S-8 BASE WB100YR 12.13 6.98 0.00 0.0043 121 12.13 4.07 12.19 3.94 S-9 BASE WB100YR 12.13 6.99 0.00 0.0043 118 12.27 0.36 12.37 0.54 WHITAKER BAYOU BASE WB100YR 0.00 1.12 0.00 0.0000 0 12.12 40.50 0.00 0.00 Y-1 BASE WB100YR 12.13 6.98 0.00 0.0041 114 0.00 0.00 12.42 0.18 Y-11 BASE WB100YR 12.10 5.72 0.00 0.0024 114 12.00 1.40 12.09 1.34 Y-2 BASE WB100YR 12.13 6.98 0.00 0.0041 116 12.42 0.18 12.42 0.37 Y-3 BASE WB100YR 12.13 6.98 0.00 0.0041 115 0.00 0.00 12.42 0.18 Y-8 BASE WB100YR 12.11 5.46 0.00 0.0020 115 12.09 1.34 12.13 1.34 FUTURE BASE WB10YR 12.05 13.65 0.00 0.0003 1718 12.00 3.60 12.05 3.58 POND1 BASE WB10YR 12.12 4.29 0.00 0.0003 5306 12.08 1.71 12.17 1.62 POND2 BASE WB10YR 12.11 4.45 0.00 0.0024 9689 12.08 18.65 12.11 18.29 S-10 BASE WB10YR 12.10 5.57 0.00 0.0029 117 12.00 1.70 12.08 1.64 S-11 BASE WB10YR 12.09 5.11 0.00 0.0020 182 12.08 3.71 12.08 3.68 S-13 BASE WB10YR 12.09 5.14 0.00 0.0021 181 12.00 0.74 12.13 0.73 S-14 BASE WB10YR 12.11 4.80 0.00 0.0036 190 12.08 8.18 12.11 8.38 S-15 BASE WB10YR 12.10 4.85 0.00 0.0022 188 12.08 5.41 12.08 5.56 S-16 BASE WB10YR 12.10 4.94 0.00 0.0016 182 12.08 4.57 12.09 4.55 S-19 BASE WB10YR 12.09 4.60 0.00 -0.0029 179 12.00 1.72 12.04 1.69 S-2 BASE WB10YR 12.11 4.59 0.00 -0.0065 189 12.08 21.83 12.11 21.48 S-20 BASE WB10YR 12.09 4.60 0.00 -0.0030 179 12.00 1.80 12.04 1.77 S-3 BASE WB10YR 12.10 4.75 0.00 -0.0061 206 12.11 22.25 12.08 21.83 S-4 BASE WB10YR 12.10 4.82 0.00 -0.0049 201 12.08 12.41 12.11 12.78 S-5 BASE WB10YR 12.10 5.02 0.00 0.0018 191 12.10 10.00 12.11 10.01 S-6 BASE WB10YR 12.10 5.13 0.00 -0.0024 190 12.11 8.26 12.12 8.27 S-7 BASE WB10YR 12.10 5.53 0.00 0.0033 129 12.09 8.26 12.11 8.26 S-8 BASE WB10YR 12.11 5.64 0.00 0.0032 121 12.08 2.87 12.17 2.76 S-9 BASE WB10YR 12.11 5.64 0.00 0.0032 118 12.21 0.25 12.08 0.37 WHITAKER BAYOU BASE WB10YR 0.00 1.12 0.00 0.0000 0 12.12 28.06 0.00 0.00 Y-1 BASE WB10YR 12.11 5.64 0.00 0.0028 114 0.00 0.00 12.41 0.09 Y-11 BASE WB10YR 12.10 4.99 0.00 0.0017 114 12.00 0.94 12.08 0.91 Y-2 BASE WB10YR 12.11 5.64 0.00 0.0029 116 12.41 0.09 12.40 0.19 Y-3 BASE WB10YR 12.11 5.64 0.00 0.0029 115 0.00 0.00 12.41 0.09 Y-8 BASE WB10YR 12.10 4.87 0.00 0.0015 115 12.08 0.91 12.11 0.91 FUTURE BASE WB25YR 12.05 13.67 0.00 0.0003 1731 12.00 4.16 12.05 4.13 POND1 BASE WB25YR 12.12 4.31 0.00 0.0005 5341 12.00 2.01 12.14 1.90 POND2 BASE WB25YR 12.12 4.50 0.00 -0.0020 9890 12.08 21.84 12.12 21.44 S-10 BASE WB25YR 12.10 5.96 0.00 0.0030 117 12.00 1.95 12.08 1.87 S-11 BASE WB25YR 12.09 5.36 0.00 0.0021 182 12.08 4.26 12.08 4.23 S-13 BASE WB25YR 12.10 5.41 0.00 0.0022 181 12.00 0.84 12.14 0.84 S-14 BASE WB25YR 12.10 4.96 0.00 -0.0040 190 12.10 9.27 12.13 9.34 S-15 BASE WB25YR 12.10 5.02 0.00 0.0018 188 12.08 6.22 12.10 6.30 S-16 BASE WB25YR 12.10 5.15 0.00 0.0017 182 12.08 5.25 12.09 5.22 S-19 BASE WB25YR 12.09 4.69 0.00 0.0023 179 12.00 1.97 12.04 1.93

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 The Strand Node Max Results October 2018

Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs

S-2 BASE WB25YR 12.10 4.69 0.00 0.0050 189 12.10 24.86 12.09 24.60 S-20 BASE WB25YR 12.09 4.70 0.00 0.0024 179 12.00 2.06 12.04 2.02 S-3 BASE WB25YR 12.10 4.90 0.00 0.0057 206 12.13 24.94 12.10 24.86 S-4 BASE WB25YR 12.10 4.99 0.00 -0.0049 201 12.10 14.21 12.13 14.38 S-5 BASE WB25YR 12.10 5.25 0.00 0.0019 191 12.10 11.42 12.10 11.44 S-6 BASE WB25YR 12.10 5.38 0.00 0.0020 190 12.11 9.42 12.13 9.44 S-7 BASE WB25YR 12.11 5.91 0.00 0.0029 129 12.10 9.43 12.11 9.42 S-8 BASE WB25YR 12.12 6.05 0.00 0.0034 121 12.08 3.20 12.18 3.16 S-9 BASE WB25YR 12.12 6.05 0.00 0.0031 118 12.23 0.28 12.25 0.40 WHITAKER BAYOU BASE WB25YR 0.00 1.12 0.00 0.0000 0 12.12 32.26 0.00 0.00 Y-1 BASE WB25YR 12.12 6.05 0.00 -0.0030 114 0.00 0.00 12.42 0.12 Y-11 BASE WB25YR 12.10 5.21 0.00 0.0018 114 12.00 1.09 12.09 1.06 Y-2 BASE WB25YR 12.12 6.05 0.00 -0.0030 116 12.42 0.12 12.41 0.25 Y-3 BASE WB25YR 12.12 6.05 0.00 -0.0030 115 0.00 0.00 12.42 0.12 Y-8 BASE WB25YR 12.10 5.05 0.00 0.0015 115 12.09 1.06 12.10 1.06

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2

The Strand Link Max Results October 2018

Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft

CS-1 BASE WB100YR 12.12 12.72 0.012 12.12 4.35 0.00 1.12 CS-2 BASE WB100YR 12.12 27.78 0.033 12.12 4.59 0.00 1.12 CS-3 BASE WB100YR 12.04 5.22 -0.011 12.04 13.72 12.11 6.77 P1-P2 BASE WB100YR 0.37 0.52 -1.534 12.12 4.35 12.12 4.59 S-10 BASE WB100YR 12.08 2.32 -0.488 12.11 6.86 12.11 6.77 S-11 BASE WB100YR 12.09 5.30 0.504 12.10 5.95 12.10 5.62 S-13 BASE WB100YR 12.15 1.05 -0.141 12.10 6.02 12.10 5.95 S-14 BASE WB100YR 12.09 11.49 -4.096 12.10 5.31 12.10 5.22 S-15 BASE WB100YR 12.10 7.77 -2.056 12.10 5.41 12.10 5.31 S-16 BASE WB100YR 12.09 6.56 -0.703 12.10 5.62 12.10 5.41 S-19 BASE WB100YR 12.05 2.41 -0.253 12.09 4.90 12.12 4.59 S-2 BASE WB100YR 12.10 30.74 -6.502 12.11 4.89 12.12 4.59 S-20 BASE WB100YR 12.04 2.53 -0.265 12.09 4.91 12.12 4.59 S-3 BASE WB100YR 12.10 30.75 -5.001 12.10 5.22 12.11 4.89 S-4 BASE WB100YR 12.10 17.64 5.166 12.10 5.36 12.10 5.22 S-5 BASE WB100YR 12.12 14.19 1.050 12.11 5.75 12.10 5.36 S-6 BASE WB100YR 12.13 11.70 -2.056 12.11 5.97 12.11 5.75 S-7 BASE WB100YR 12.11 11.66 0.942 12.11 6.77 12.11 5.97 S-8 BASE WB100YR 12.19 3.94 -0.512 12.13 6.98 12.11 6.77 S-9 BASE WB100YR 12.37 0.54 -0.219 12.13 6.99 12.13 6.98 Y-1 BASE WB100YR 12.42 0.18 0.029 12.13 6.98 12.13 6.99 Y-11 BASE WB100YR 12.09 1.34 -0.048 12.10 5.72 12.11 5.46 Y-2 BASE WB100YR 12.42 0.37 -0.066 12.13 6.98 12.13 6.98 Y-3 BASE WB100YR 12.42 0.18 0.024 12.13 6.98 12.13 6.98 Y-8 BASE WB100YR 12.13 1.34 -0.241 12.11 5.46 12.10 5.31 CS-1 BASE WB10YR 12.12 9.78 0.012 12.12 4.29 0.00 1.12 CS-2 BASE WB10YR 12.11 18.29 0.028 12.11 4.45 0.00 1.12 CS-3 BASE WB10YR 12.05 3.58 0.006 12.05 13.65 12.10 5.53 P1-P2 BASE WB10YR 0.53 0.41 -1.387 12.12 4.29 12.11 4.45 S-10 BASE WB10YR 12.08 1.64 -0.486 12.10 5.57 12.10 5.53 S-11 BASE WB10YR 12.08 3.68 0.521 12.09 5.11 12.10 4.94 S-13 BASE WB10YR 12.13 0.73 -0.147 12.09 5.14 12.09 5.11 S-14 BASE WB10YR 12.11 8.38 5.288 12.11 4.80 12.10 4.75 S-15 BASE WB10YR 12.08 5.56 -2.036 12.10 4.85 12.11 4.80 S-16 BASE WB10YR 12.09 4.55 -0.724 12.10 4.94 12.10 4.85 S-19 BASE WB10YR 12.04 1.69 -0.250 12.09 4.60 12.11 4.45 S-2 BASE WB10YR 12.11 21.48 -6.064 12.11 4.59 12.11 4.45 S-20 BASE WB10YR 12.04 1.77 -0.262 12.09 4.60 12.11 4.45 S-3 BASE WB10YR 12.08 21.83 -4.990 12.10 4.75 12.11 4.59 S-4 BASE WB10YR 12.11 12.78 4.931 12.10 4.82 12.10 4.75 S-5 BASE WB10YR 12.11 10.01 1.049 12.10 5.02 12.10 4.82 S-6 BASE WB10YR 12.12 8.27 -2.042 12.10 5.13 12.10 5.02 S-7 BASE WB10YR 12.11 8.26 0.938 12.10 5.53 12.10 5.13 S-8 BASE WB10YR 12.17 2.76 -0.510 12.11 5.64 12.10 5.53 S-9 BASE WB10YR 12.08 0.37 -0.240 12.11 5.64 12.11 5.64 Y-1 BASE WB10YR 12.41 0.09 -0.010 12.11 5.64 12.11 5.64 Y-11 BASE WB10YR 12.08 0.91 -0.052 12.10 4.99 12.10 4.87 Y-2 BASE WB10YR 12.40 0.19 0.056 12.11 5.64 12.11 5.64 Y-3 BASE WB10YR 12.41 0.09 -0.009 12.11 5.64 12.11 5.64 Y-8 BASE WB10YR 12.11 0.91 -0.243 12.10 4.87 12.11 4.80 CS-1 BASE WB25YR 12.12 10.82 0.012 12.12 4.31 0.00 1.12 CS-2 BASE WB25YR 12.12 21.44 0.029 12.12 4.50 0.00 1.12 CS-3 BASE WB25YR 12.05 4.13 -0.006 12.05 13.67 12.11 5.91 P1-P2 BASE WB25YR 0.45 1.04 1.038 12.12 4.31 12.12 4.50 S-10 BASE WB25YR 12.08 1.87 0.333 12.10 5.96 12.11 5.91 S-11 BASE WB25YR 12.08 4.23 -0.260 12.09 5.36 12.10 5.15 S-13 BASE WB25YR 12.14 0.84 0.059 12.10 5.41 12.09 5.36 S-14 BASE WB25YR 12.13 9.34 4.903 12.10 4.96 12.10 4.90 S-15 BASE WB25YR 12.10 6.30 2.472 12.10 5.02 12.10 4.96 S-16 BASE WB25YR 12.09 5.22 0.698 12.10 5.15 12.10 5.02

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 The Strand Link Max Results October 2018

Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft

S-19 BASE WB25YR 12.04 1.93 0.265 12.09 4.69 12.12 4.50 S-2 BASE WB25YR 12.09 24.60 3.585 12.10 4.69 12.12 4.50 S-20 BASE WB25YR 12.04 2.02 0.275 12.09 4.70 12.12 4.50 S-3 BASE WB25YR 12.10 24.86 -5.000 12.10 4.90 12.10 4.69 S-4 BASE WB25YR 12.13 14.38 2.610 12.10 4.99 12.10 4.90 S-5 BASE WB25YR 12.10 11.44 1.050 12.10 5.25 12.10 4.99 S-6 BASE WB25YR 12.13 9.44 1.865 12.10 5.38 12.10 5.25 S-7 BASE WB25YR 12.11 9.42 -0.494 12.11 5.91 12.10 5.38 S-8 BASE WB25YR 12.18 3.16 0.333 12.12 6.05 12.11 5.91 S-9 BASE WB25YR 12.25 0.40 -0.253 12.12 6.05 12.12 6.05 Y-1 BASE WB25YR 12.42 0.12 0.015 12.12 6.05 12.12 6.05 Y-11 BASE WB25YR 12.09 1.06 0.040 12.10 5.21 12.10 5.05 Y-2 BASE WB25YR 12.41 0.25 0.037 12.12 6.05 12.12 6.05 Y-3 BASE WB25YR 12.42 0.12 0.014 12.12 6.05 12.12 6.05 Y-8 BASE WB25YR 12.10 1.06 0.285 12.10 5.05 12.10 4.96

Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 Blue Numbers = Input data 10/17/2018 GENERAL SITE INFORMATION: V 8.3 GO TO INTRODUCTION PAGE Red Numbers = Calculated or Carryover Select the appropriate Meteorological Zone, input the NAME OF PROJECT appropriate Mean Annual Rainfall amount and select the type The Strand of analysis VIEW ZONE MAP

CLICK ON CELL BELOW TO SELECT Meteorological Zone (Please use zone map): Zone 4 VIEW MEAN ANNUAL RAINFALL Mean Annual Rainfall (Please use rainfall map): 52.00 Inches CLICK ON CELL BELOW TO SELECT Type of analysis: Net improvement GO TO WATERSHED Treatment efficiency (N, P) (ex 80 70 (no decimal points) use only for specified CHARACTERISTICS removal efficiency): %

Select the STORMWATER TREATMENT ANALYSIS Button below to begin analyzing the Model documentation and example problems. effectiveness of Best Management Practices.

STORMWATER TREATMENT ANALYSIS There is a user's manual for the BMPTRAINS model. It can be downloaded from www.stormwater.ucf.edu. The results from the example problems shown in the Systems available for analysis: manual however may not reflect current model results due to ongoing updates of Retention Basin with option for calculating concentration the model. Wet Detention Exfiltration Trench Pervious Pavement Biofiltration Greenroof METHODOLOGY FOR CALCULATING REQUIRED TREATMENT EFFICIENCY Managed Aquatic Plants Detention RESET INPUT FOR Vegetated Natural Buffer Vegetated Filter Strip STORMWATER METHODOLOGY FOR METHODOLOGY FOR WET Swale RETENTION SYSTEMS DETENTION SYSTEMS TREATMENT Tree Well Lined reuse pond ANALYSIS METHODOLOGY FOR METHODOLOGY FOR WATER User Defined BMP GREENROOF SYSTEMS HARVESTING SYSTEMS Blue Numbers = Input data GO TO STORMWATER TREATMENT ANALYSIS WATERSHED CHARACTERISTICS V 8.3 Red Numbers = Calculated CLICK ON CELL BELOW TO SELECT CONFIGURATION SELECT CATCHMENT CONFIGURATION 10/17/2018 VIEW CATCHMENT CONFIGURATION A - Single Catchment For comingling, the off-site catchment must be upstream. The delay is only for retention BMPs and GO TO GENERAL SITE INFORMATION PAGE must be used in hours as measured by the time of concentration at a one inch/hour rain VIEW AVERAGE ANNUAL RUNOFF "C" Delay [hrs] CATCHMENT NO.1 NAME: Dry Ponds 1&2 OVERWRITE DEFAULT CONCENTRATIONS USING: Factor max delay = 15 hrs, CLICK ON CELL BELOW TO SELECT PRE: POST: Pre-development land use: Low-Intensity Commercial: TN=1.13 TP=0.188 EMC(N): mg/L mg/L with default EMCs CLICK ON CELL BELOW TO SELECT VIEW EMC & FLUCCS EMC(P): mg/L mg/L Post-development land use: Multi-Family: TN=2.320 TP=0.520 with default EMCs GO TO GIS LANDUSE DATA USE DEFAULT CONCENTRATIONS Total pre-development catchment area: 7.72 AC Total post-development catchment or BMP analysis area: 7.72 AC Average annual pre runoff volume: 8.371 ac-ft/year Pre-development Non DCIA CN: 78.00 Average annual post runoff volume (note no BMP area): 20.440 ac-ft/year Pre-development DCIA percentage: 19.00 % Pre-development Annual Mass Loading - Nitrogen: 11.666 kg/year Post-development Non DCIA CN: 78.00 Pre-development Annual Mass Loading - Phosphorus: 1.941 kg/year Post-development DCIA percentage: 70.00 % Post-development Annual Mass Loading - Nitrogen: 58.482 kg/year Estimated BMPArea (No loading from this area) AC Post-development Annual Mass Loading - Phosphorus: 13.108 kg/year CATCHMENT NO.2 NAME: OVERWRITE DEFAULT CONCENTRATIONS: CLICK ON CELL BELOW TO SELECT PRE: POST: Pre-development land use: EMC(N): mg/L mg/L with default EMCs CLICK ON CELL BELOW TO SELECT EMC(P): mg/L mg/L Post-development land use: with default EMCs USE DEFAULT CONCENTRATIONS Total pre-development catchment area: AC Total post-development catchment or BMP analysis area: AC Average annual pre runoff volume: ac-ft/year Pre-development Non DCIA CN: Average annual post runoff volume (note no BMP area): ac-ft/year Pre-development DCIA percentage: % Pre-development Annual Mass Loading - Nitrogen: 0.000 kg/year Post-development Non DCIA CN: Pre-development Annual Mass Loading - Phosphorus: 0.000 kg/year Post-development DCIA percentage: % Post-development Annual Mass Loading - Nitrogen: 0.000 kg/year Estimated BMPArea (No loading from this area) AC Post-development Annual Mass Loading - Phosphorus: 0.000 kg/year CATCHMENT NO.3 NAME: OVERWRITE DEFAULT CONCENTRATIONS: CLICK ON CELL BELOW TO SELECT PRE: POST: Pre-development land use: EMC(N): mg/L mg/L with default EMCs CLICK ON CELL BELOW TO SELECT EMC(P): mg/L mg/L Post-development land use: with default EMCs USE DEFAULT CONCENTRATIONS Total pre-development catchment area: AC Total post-development catchment or BMP analysis area: AC Average annual pre runoff volume: ac-ft/year Pre-development Non DCIA CN: Average annual post runoff volume (note no BMP area): ac-ft/year Pre-development DCIA percentage: % Pre-development Annual Mass Loading - Nitrogen: 0.000 kg/year Post-development Non DCIA CN: Pre-development Annual Mass Loading - Phosphorus: 0.000 kg/year Post-development DCIA percentage: % Post-development Annual Mass Loading - Nitrogen: 0.000 kg/year Estimated BMPArea (no loading from this area) AC Post-development Annual Mass Loading - Phosphorus: 0.000 kg/year CATCHMENT NO.4 NAME: OVERWRITE DEFAULT CONCENTRATIONS:

CLICK ON CELL BELOW TO SELECT PRE: POST: Pre-development land use: EMC(N): mg/L mg/L with default EMCs CLICK ON CELL BELOW TO SELECT EMC(P): mg/L mg/L Post-development land use: with default EMCs USE DEFAULT CONCENTRATIONS Total pre-development catchment area: AC Total post-development catchment or BMP analysis area: AC Average annual pre runoff volume: ac-ft/year Pre-development Non DCIA CN: Average annual post runoff volume (note no BMP area): ac-ft/year Pre-development DCIA percentage: % Pre-development Annual Mass Loading - Nitrogen: 0.000 kg/year Post-development Non DCIA CN: Pre-development Annual Mass Loading - Phosphorus: 0.000 kg/year Post-development DCIA percentage: % Post-development Annual Mass Loading - Nitrogen: 0.000 kg/year Estimated BMPArea (no loading from this area) AC Post-development Annual Mass Loading - Phosphorus: 0.000 kg/year Blue Numbers = Input data RETENTION BASIN: 10/17/2018 V 8.3 Red Numbers = Calculated or Carryover RETENTION BASIN SERVING: The Strand GO TO STORMWATER TREATMENT ANALYSIS Loadings from BMP area are contained by the BMP, thus no BMP area load. Dry Ponds 1&2 Catchment 2 Catchment 3 Catchment 4 Watershed area cotributing to basin: 7.720 0.000 0.000 0.000 ac Required Treatment Eff (Nitrogen): 80.052 % Required Treatment Eff (Phosphorus): 85.193 % Required retention depth over the watershed to meet required efficiency: 1.596 0.000 0.000 0.000 in Required retention volume: 1.027 0.000 0.000 0.000 ac-ft

RETENTION BASIN FOR MULTIPLE TREATMENT SYSTEMS (if there is a need for additional removal efficiencies in a series of BMPs):

Retention volume based on retention depth and Total area - BMP area 0.000 0.000 0.000 0.000 ac-ft Provided retention depth (0.1-3.99 inches over the watershed) in Provided treatment efficiency (Nitrogen): 0.000 0.000 0.000 0.000 % Provided treatment efficiency (Phosphorus): 0.000 0.000 0.000 0.000 % Remaining treatment efficiency (Nitrogen): 80.052 % Remaining treatment efficiency (Phosphorus): 85.193 % Remaining retention depth needed: 1.596 0.000 0.000 0.000 in Efficiency Curve: System Efficiency (N $ P) CAT 1: System Efficiency (N $ P) CAT 2: System Efficiency (N $ P) CAT 3: NOTE FOR TREATMENT EFFICIENCY GRAPH: 100 90 80 The purpose of this graph is to help illustrate the treatment efficiency of 70 the retention system as the function of retention depth for a single 60 BMP and in a single catchment. The graph illustrates that there is a diminished return as the retention depth is increased. Thus evaluations 50 of other alternatives in "treatment trains" and compensatory treatment 40 should be considered. NOTE: the retention volume can not exceed 3.99 30 inches to be within the range of data used to determine effectiveness. 20 10 Treatment efficiency(%): 0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 View Media Mixes Retention depth (inch): Source of Graphic: draft STORMWATER QUALITY APPLICANT’S HANDBOOK dated March Estimate of groundwater impacts Catchment 1 Catchment 2 Catchment 3 Catchment 4 2010, by the Department of Environmental Protection, available at: Use only down flow media mix before water enters the ground, specify type http://www.dep.state.fl.us/water/wetlands/erp/rules/stormwater, March 2010. Nitrogen mass reduction in groundwater discharge (%) Phosphorus mass reduction in groundwater discharge (%) CURVE NUMBER AND DCIA CALCULATIONS for THE STRAND

Curve Rational Cover (A/D Soils) Number Coefficient Pond 98 1.00 Impervious 98 0.95 Open Space 78 0.20

DCIA Non DCIA Pond Total Area Curve Rational DCIA Non-DCIA Sub-Basin Number Impervious Impervious Open Space (NWL) (s.f.) Number Coefficient % CN Existing Site 64,357 271,926 336,283 81.8 0.34 19% 78

Proposed Site 236,872 99,411 336,283 92.1 0.73 70% 78