Y25-787_Drainage_Report.pdf

TLP ENGINEERING CONSULTANTS

450 S ORANGE AVE | SUITE 600 | ORLANDO, FL 32801

Tel 407.901.5060 | www.tlpeng.com

STORMWATER MANAGEMENT

REPORT

FINAL

For:

SIPLIN ROAD POND 6749

(Pond 6749) Contract #Y16-900B

Orange County June 2023

(updated 9/20/23)

Prepared For:

Orange County Environmental Protection Division

And Orange County Public Works Department

PROFESSIONAL ENGINEER CERTIFICATE

I hereby certify that I am a registered professional engineer in the State of Florida practicing with TLP Engineering Consultants, Inc., authorized to operate as an engineering business by the State of Florida, Department of Business and Professional Regulation, Board of Professional Engineers, and that I have reviewed or approved the evaluation, findings, opinions, conclusions, or technical advice hereby reported for:

Project: Siplin Road Pond 6749

Location: Orange County, FL

Client: Orange County EPD & Orange County PW

This Drainage Design Report includes a summary of data collection efforts and hydraulic analyses prepared for the project. I acknowledge that the procedures and references used to develop the results contained in this report are standard to the professional practice of civil engineering as applied through design standards and criteria set forth by the federal, state, and local regulatory agencies as well as professional judgment and experience.

APPROVED BY: THIS DOCUMENT HAS BEEN DIGITALLY SIGNED

AND SEALED BY

ON THE DATE ADJACENT TO THE SEAL.

PRINTED COPIES OF THIS DOCUMENT ARE NOT

CONSIDERED SIGNED AND SEALED. THE SIGNATURE

MUST BE VERIFIED ON ANY ELECTRONIC COPIES.

TLP ENGINEERING CONSULTANTS, INC.

450 SOUTH ORANGE AVE., SUITE 600

ORLANDO, FLORIDA 32801

PH: 407-901-5060

BRENT T. GILLETTE, P.E. NO. 72355

TLP ENGINEERING CONSULTANTS

450 S ORANGE AVE | SUITE 600 | ORLANDO, FL 32801

Tel 407.901.5060 | www.tlpeng.com

Table of Contents

1. GENERAL INFORMATION

1.1. Project Location

1.2. Purpose

1.3. Vertical Datum Information

1.4. Existing Drainage Patterns

1.4.1. Pre-Project Conditions

1.5. Tailwater

1.6. Floodplain Impacts and Mitigation

1.7. Geotechnical Data

1.8. Rules & Regulations/Regulatory Agency Coordination

1.8.1. Existing Stormwater Management

1.8.2. SJRWMD Stormwater Treatment Criteria

2. PRE-RETROFIT ANALYSIS

2.1 Best Management Practices Evaluation Technical Memorandum

2.2 Existing Pond Functionality

3 POND 6749 RETROFIT (PROPOSED) ANALYSIS

3.1 Proposed Design Analyses

3.2 Stormwater Treatment Volume

3.3 Design Storm Events

3.4 Existing Condition ICRP Analysis

3.5 Proposed Condition ICRP Analysis

3.6 Existing Versus Proposed ICPR Analysis

3.7 BAM System Analysis and Functionality

3.8 BAM Filter Maintenance / Replacement

4 STORM DRAIN, POND CONTROL STRUCTURE AND POND CONSTRUCTION

4.1 Proposed Construction Plans

4.2 Skimmer Head Loss Analysis

5 REFERENCES

List of Tables

Table 1. Soil Types and Characteristics Table 2. Existing Versus Proposed Pond #6749 Peak Stage and Peak Outflow Table 3. Existing vs. Proposed TN and TP Load Reductions Pond #6749

List of Appendices

Appendix A: Project Figures Appendix B: Calculations Appendix C: ICPR Reports Appendix D: BMP Analysis Appendix E: Cost Estimate Appendix F: Field Visit Photographs Appendix G: Project Coordination Meeting Notes Appendix H: FEMA FIRMette Appendix I: VERTCON Datum Conversion Appendix J: Black Lake Watershed BMP Evaluation Technical Memorandum Appendix K: USDA Web Soil Survey Appendix L: Geotechnical Report Appendix M: Siplin Road Community Development Project No. 83-51 Existing Plans

1. GENERAL INFORMATION

The Orange County Public Works and Orange County Environmental Protection Division has retained TLP Engineering Consultants Inc. (TLP) to design and prepare a set of construction plans to retrofit Orange County’s existing Pond 6749 in Orange County, Florida. All work for the pond retrofit will be within Orange County’s Right-of-Way.

This drainage retrofit project is to modify the existing detention pond and add a side bank filter as part of an initiative of Best Management Practices within the Black Lake Watershed.

1.1. Project Location

The project is located within the western portion of Orange County, at the eastern end of Siplin Road, in the City of Winter Garden. The project is located within Section 27, Township 22 South, Range 27 East. The limits of the project are shown on the Project Location Map and a reproduction of the USGS Quadrangle Map for the project is shown in Appendix A, Figures 1 and 2, respectively.

1.2. Purpose

The stormwater management report has been prepared according to the Scope of Services to document the project’s proposed pond retrofit with regards to the permitted drainage design criteria, stormwater pond design and stormwater conveyance systems. TLP has reviewed the existing record documents, performed field reviews, and studied the proposed pond retrofit best management practices and design to gain a clear understanding of the stormwater requirements associated with this project.

1.3. Vertical Datum Information

The proposed stormwater management design is referenced to the NAVD 88 vertical datum, unless otherwise noted. The historic plans are based on the NGVD 29 vertical datum. Existing elevations were converted using Elev. NGVD29 – 0.922-ft = Elev. NAVD88. Please refer to Appendix I for the VERTCON datum conversion.

1.4. Existing Drainage Patterns

1.4.1. Pre-Project Conditions

Pond 6749 is an existing dry detention pond and receives stormwater runoff from a medium-density single family residential land use via existing storm sewer systems. The contributing drainage area consists of approximately 7.45 acres, 2.98 acres of impervious and 4.24 acres of pervious ground cover. Land use is single-family residential. Pond 6749 discharges to Black Lake Watershed and ultimately Black Lake after providing water quality treatment and peak discharge attenuation for the 25-year/24-hour storm event.

1.5. Tailwater

All tailwater data for this project was retrieved from the surveyed wetland seasonal high-water elevations, as shown on Figure 3, in Appendix A.

1.6. Floodplain Impacts and Mitigation

Based upon FEMA FIRM Map #12095C0215H, effective September 24, 2021, the are no floodplain boundaries encompassing Pond 6749 as the pond area is designated as Zone X.

Zone X indicates that no base flood elevation is determined in this area and is designated as an area of minimal flood hazard. Please refer to the FEMA Map in Appendix H.

1.7. Geotechnical Data

The USDA Web Soil Survey was used to review the soil types in the Pond 6749 project vicinity. Two (2) existing soil types were found within the project limits and are shown in Table 1. The soil types found within the project corridor consists of A/D and B/D hydrologic group soils. These soil types are attributed to high groundwater tables and are considered poorly drained soils. Please refer to the USDA Soil Resource Report in Appendix K.

Table 1. Soil Types and Characteristics

Soil Symbol Soil Name Hydrologic

Group

37 St. Johns fine sand B/D 44 Smyrna-Smyrna, wet, fine sand, 0 to 2 percent slopes A/D

Detailed geotechnical soil borings were performed by Antillian Engineering Associates, Inc.

The study conducted two auger-borings located on the banks of the pond. The borings encountered groundwater at depths of six feet and ten feet below the existing ground surfaces elevations of 104.6 and 104.4 feet, respectively. The Geotech study recommends setting the estimated seasonal high groundwater elevations at 98.60 feet. The results for groundwater table and estimated SHWT are included in a separate geotechnical report included in Appendix L.

1.8. Rules & Regulations/Regulatory Agency Coordination

The project is located within the jurisdiction of the St. Johns River Water Management District (SJRWMD). The existing pond was permitted under FDEP rule 17-25 when it was constructed in 1985. A pre-application meeting was held on April 26, 2022, see Appendix G.

The project will require an individual permit showing net water quality improvement.

1.8.1. Existing Stormwater Management

The existing dry detention pond 6749 was designed for the residential stormwater runoff areas. The pollution abatement and recovery volume and sizing of the pond and outlet structure has been checked by calculation using the areas and the weighted curve numbers for the existing land use conditions.

1.8.2. SJRWMD Stormwater Treatment Criteria

The project is located within the SJRWMD jurisdiction. Treatment criteria per Section

22.2 of the Permit Information Manual for this on-line pond is the greater of 1.0 inch over basin area or 2.5 inch over impervious area with an additional 0.5 inch of runoff when using filter media. Recovery criteria per Section 22.3 of the Permit Information Manual for this pond is to recover the entire treatment volume within 72-hours following a storm event.

2. PRE-RETROFIT ANALYSIS

2.1 Best Management Practices Evaluation Technical Memorandum Geosyntec Consultants conducted a detailed Best Management Practices (BMP) evaluation in order to support the overall pollutant reduction goals for the Black Lake Watershed in Orange County, Florida. The memo documented the efforts and results of the BMP feasibility of three sites owned and selected by Orange County. Siplin Road Pond 6749 was selected due its proximity to Black Lake. The memo suggests the use of Bio-Sorption Activated Media (BAM) filter in this BMP project and provided an analysis for potential BMP design options. See the BMP Evaluation Technical Memo (BMP Tech Memo) located in Appendix J for additional details.

2.2 Existing Pond Functionality

Historical data has shown that the existing pond is not performing as designed and has shown significant groundwater inundation. Ultimately, it is not performing as a dry detention pond. TLP conducted a field visit on June 1st, 2021 and verified the conditions shown from historical aerials, which are consistent with the findings in the BMP Tech Memo. See Appendix F for field visit pictures.

The 6” underdrain is not working properly due to the flow line of the underdrain being lower than the control structure pipe flow line which does not allow for positive outflow.

The survey obtained for the proposed improvements also shows the existing pond bottom to be approximately 1.5-feet lower than was originally designed. The plans for the existing Pond 6749 can be found in Appendix M.

3 POND 6749 RETROFIT (PROPOSED) ANALYSIS

3.1 Proposed Design Analyses

The proposed pond design is a wet detention pond utilizing a side bank BAM filter system and a proposed control structure. This system hydraulically functions properly with positive drainage through the side bank filter and perforated with an invert elevation two feet below the normal water elevation of 98.60-ft and discharges into the proposed control structure. The outfall pipe of the control structure acts as the control elevation with a flowline of 98.60-ft. The PPV was able to be achieved by reconstructing the pond with a

1:4 side slope on the East side and a 1:3 side slope to 2 feet below the normal water elevation on the North, South, and West side. See calculations in Appendix B.

The post-retrofit drainage basin boundary delineations are the same as the existing condition. All outfall locations remain the same as in the pre-development condition. Land use types remain the same as in the pre-development condition. Additionally, the proposed post-development stormwater management system will mimic existing drainage conditions, with the use of BAM filtration system and a pond control structure.

3.2 Stormwater Treatment Volume

Using the total basin area of 7.45 acre and total impervious area of 2.98 the water quality treatment volume was able to be calculated per SJRWMD Application’s Handbook section 22.2. The 1 inch over the basin area calculated to 0.62 ac-ft, and the 2.5 inch over the impervious area calculated to 0.62 ac-ft as well. Accounting for the additional

0.5 inch as stated in section 1.8.2 of this report. The total required pollution abatement volume calculated to 0.93 ac-ft. This set the treatment weir elevation at 101.75-ft, providing a total treatment volume of 0.93 ac-ft of treatment volume. The drawdown orifice for the wet detention pond was sized to be 2.5 inches in diameter to provide a drawdown of the treatment volume within 72 hours (Section 23.3 SJRWMD Application Handbook), providing the drawdown in 59.60 hours. The SJRWMD required PPV for this project is 1.75 ac-ft per SJRWMD Application’s Handbook section 26.1. The proposed pond provides 1.77 ac-ft of PPV.

3.3 Design Storm Events

ICPR Version 4.0 was used to compare the pond’s existing conditions to alternatives conditions with the use of four (4) design storm events. The models used Orange County rainfall distribution curve built-in to ICPR.

a. Mean Annual/24-hour: 4.5 inches of rainfall

b. 10-year/24-hour: 7.5 inches of rainfall

c. 25-year/24-hour: 8.6 inches of rainfall

d. 100-year/24-hour: 10.6 inches of rainfall

3.4 Existing Condition ICRP Analysis

The following Nodes were used for the existing condition ICPR analysis model.

JBL1116 (Pond 6749) – this is the existing dry pond’s stage area node.

JBL1005 (Boundary condition) – this is the project’s boundary condition node and is a time stage node representing the tailwater condition of elevation 98.0.

The following are the components for the existing drop structure used for the existing condition ICPR analysis model.

D_JBL1116 – represents the 15” pipe from the proposed control structure to the boundary condition.

W1 – represents the top grate opening of the control structure.

W2 – represents the eight-inch drawdown orifice.

The following is the existing manual basin data.

B_JBL1116 (Existing basin) – this manual basin represents the existing land cover and drainage areas flowing to the existing dry pond. The hydrograph method is the NRCS unit hydrograph, and the infiltration method is the Green-Ampt method.

3.5 Proposed Condition ICRP Analysis

The following Nodes were used for the proposed condition ICPR analysis model.

Pond 6749 (Proposed wet detention pond) – this is the proposed wet pond’s stage area node.

Gravel Envelope – this is the proposed underdrain/gravel envelope of the system after flowing through the BAM filter.

CS-1 (outfall structure) – this a flow through node representing the outfall structure (CS-1)

Outfall (Boundary condition) – this is the project’s boundary condition node and is a time stage node representing the tailwater condition of elevation 98.0 NAVD88.

The following is the percolation link used for the proposed condition ICPR analysis model.

BAM Filter – represents the Bio Activated Media used for pond drawdown and pollutant removal.

The following are the weirs used for the proposed condition ICPR analysis model.

W1 CS-1 – represents the treatment weir elevation (101.75 NAVD88) and opening of 8” wide by 1.31’ deep.

W2 CS-1 – represents the top grate opening of the control structure.

W3_CS-1_Orifice – represents the . six inch underdrain pipe connection to the control structure with a 2.5” opening for drawdown through the BAM filter.

The following is the pipe used for the proposed condition ICPR analysis model.

P_CS-1 – represents the 18” pipe from the proposed control structure CS- 1 to the boundary condition.

The following is the proposed manual basin data.

B_JBL1116 (Existing basin) – this manual basin represents the existing land cover and drainage areas flowing to Pond 6749. The hydrograph method is the NRCS unit hydrograph, and the infiltration method is the Green-Ampt method.

3.6 Existing Versus Proposed ICPR Analysis

As shown in Table 2a and Table 2b, the proposed pond reduces the peak stages as well as reducing the peak outflows from the pond for the design storm events.

Table 2a. Existing Versus Proposed Pond #6749 Peak Stage Condition Type of Pond Warning

Stage Top of Bank*

Mean Annual -24Hr 10-Yr -24Hr 25-Yr -24Hr 100-Yr -24Hr

Existing Condition

Dry Pond 103.70 101.65 103.01 103.20 103.33

Proposed Conditions

Wet Pond w/ Side bank filter

104.00 100.10 102.09 102.39 102.94

Table 2b. Existing Versus Proposed Pond #6749 Peak Flow

Condition Type of Pond Warning Stage Top of

Bank* Mean Annual -24Hr 10-Yr -24Hr 25-Yr -24Hr 100-Yr -24Hr

Existing Condition

Dry Pond 103.70 1.56 2.52 5.20 8.63

Proposed Conditions

Wet Pond w/ Side bank filter

104.00 0.19 0.80 1.52 3.26

* The east berm is to be regraded to an elevation of 104.00 to provide a minimum 1-ft of free board between the DHW and top of berm.

3.7 BAM System Analysis and Functionality

The proposed wet detention pond design will treat the stormwater through two types of pollutant removal processes. The first of which will be the treatment volume from the normal water level to the designed overflow weir via the control structure (CS-1). The second pollutant removal will provide the drawdown of the pond via flow through the BAM side bank filter system removing pollutants phosphorus and nitrogen. The 6” pipe conveying the drawdown will have a 2.5” orifice at the normal water elevation 98.60. A two-foot-thick BAM layer has been designed to achieve approximately 75% removal of total nitrogen and 95% removal of total phosphorus. Additionally, the PPV will create a settling condition in which the removal of particulates and associated pollutants will increase the proposed pond’s removal efficiency.

The BAM filter surface area is calculated based on manufacturer specifications and uses the water quality volume, a factor of safety of 2, BAM permeability of 0.83 ft/hr and a drawdown time of 72 hours. The minimum BAM media filter surface area calculated to be 1,357.61 square feet. To achieve a 20-year lifespan accounting for orthophosphate adsorption, the surface area was increased to 1,583.87 square feet. Accounting for a minimum of two feet of filter thickness, the minimum volume of BAM filter computed to being 3,167.75 cubic feet. The media filter provided is 3,658.60 cubic feet due to the surface area needed and depth to the 6-inch perforated pipe. The BAM filter surface area provided is 1,650.5 square feet. See Appendix B for details of calculations.

As discussed in the Black Lake Watershed BMP Tech Memo, Section 3.4.1.1, due to the existing pond not functioning as designed and the probable interception of groundwater into the underdrains, the removal efficiencies of the existing conditions are assumed to be zero.

The software program BMP trains was used to analyze the existing versus the proposed total nitrogen and total phosphorus load reductions. The removal efficiency by converting to a wet detention pond with a BAM side bank filter yields a removal efficiency for Total Nitrogen and Total Phosphorus of 80% and 95%, respectively. Table 3 below summarizes the results. The results from BMP Trains can be found in Appendix D.

Table 3 - Annual Removal Rates and Efficiencies

TN TP TN TP

Received 20.06 3.23 44.22 7.12

Removed by Pond 8.29 2.31 18.28 5.09 Removed by BAM Filter 7.81 0.77 17.22 1.70

Total Removed 16.1 3.08 35.49 6.79 Discharged 3.96 0.15 8.73 0.33 % Removal 80% 95% 80% 95%

(kg/yr) (lb/yr) Average Annual

3.8 BAM Filter Maintenance / Replacement

Filter inspection is anticipated to be completed annually to ensure the filter is operating appropriately. The expected service life of the filter is approximately 20-years and will likely need to be replaced at this interval to maintain the required removal efficiencies.

The estimated future cost (assuming 3% inflation per year) is approximately $152,620.57. See Appendix E.

4 STORM DRAIN, POND CONTROL STRUCTURE AND POND

CONSTRUCTION

The proposed pond retrofit design (Alternative 2) consists of removal of the existing 6” underdrain and reconstruction of the pond maintenance berms and side slopes. Additionally, this reconstruction will cause for the removal of two (2) mitered end sections. These mitered end sections will be replaced with proposed mitered ends sections along with 2 manholes and pipe connections to outfall the existing storm sewer systems into the proposed wet detention pond at elevation 96.60 NAVD88 each, 2 feet below the normal water level. The pond’s existing control structure and outfall pipe will be removed and a proposed Type D modified DBI control structure will be constructed with an 18” reinforced concrete pipe outfall and a mitered end section. This control structure will include construction a top grate at elevation

103.0 and a 8”W x 1.31’H overflow weir at the proposed invert elevation 101.75 feet NAVD88 to accommodate the treatment volume required. Additionally, a BAM filter connection will be constructed to the control structure with a 6” PVC pipe capped with a 2.5-inch opening at the connection into the control structure (CS-1). This control structure will also include a skimmer 28”Lx16”Hx61”W. See Appendix B, Pond Design plan sheet.

4.1 Proposed Construction Plans

Due to the disturbed soil area being less than one (1) acre, a stormwater pollution prevention plan is not required. The area of Pond 6749 improvements is approximately

0.70 acres. The Contractor is responsible for submitting an NPDES and de-watering permit for construction.

4.2 Skimmer Head Loss Analysis

During large storm events pond stormwater will enter the modified ditch bottom inlet, Type D control structure through the weir. To analyze if significant rise in the pond’s design high water elevation will occur due to the skimmer’s flow area restricting the weir’s flow, a skimmer head loss analysis was performed. The analysis showed that the skimmer’s flow area was three times larger than the weir flow are The designed skimmer size was within FDOT’s standard index 425-070 at 28” Lx18”Hx61”W.

5 REFERENCES

FDOT Drainage Design Guide – January 2022 FDOT Drainage Manual – January 2022 FDOT Standard Plans – FY 2022-2023 St. Johns River Water Management District Environmental Resource Permit Applicant’s

Handbook 1 and 2 Orange County Code of Ordinances Sec. 34-250 Geosyntec Consultants Black Lake Watershed “Best Management Practices Evaluation Technical

Memorandum”

Siplin Road Pond 6749 Retrofit Contract #Y16-900B – TWO #36 Stormwater Management Report

Appendix A Project Figures

N

SIPLIN RD

FL TURNPIKE

TWO No. 36

PROJECT LOCATION

FIGURE 1

CERT. OF AUTH. #27205

PH: (407) 901-5060

ORLANDO, FL 32801

450 S. ORANGE AVE., SUITE 600

TLP ENGINEERING CONSULTANTS, INC.

Orange County

F L

W COLONIAL DR.

BLACK LAKE

6749 Retrofit

Siplin Road Pond

A V

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N I E

L S

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D

PROJECT LOCATION

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MIDDLE SCHOOLINNOVATION

SIPLIN RD

FL TURNPIKE

TWO No. 36

CERT. OF AUTH. #27205

PH: (407) 901-5060

ORLANDO, FL 32801

450 S. ORANGE AVE., SUITE 600

TLP ENGINEERING CONSULTANTS, INC.

Orange County

F L

W COLONIAL DR.

BLACK LAKE

6749 Retrofit

Siplin Road Pond

A V

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PROJECT LOCATION

EXHIBIT

QUADRANGLE MAP

FIGURE

Tyler Renfro Text Box

FIGURE 2

FIGURE 3A

FIGURE 3B

Appendix B Proposed Calculations

Pond 6749

DATE

MADE BY: TDR 01/24/22

CHECKED BY: BTG 11/01/22

Basin Impervious Pervious Pond Total

98 78 100 87

JBL1116 2.979 4.236 0.232 7.447

2.979 4.236 0.232 7.447

Total Basin Area = 7.45 ac Total Impervious Area = 2.98 ac

Filtration Treatment Volume is larger of:

0.62 ac-ft

0.62 ac-ft

X On-Line Offline 0.31 ac-ft Required Pollution Abatemet Volume (PAV) = 0.93 ac-ft

Elev (ft)

Area (ac)

Avg Area (ac)

∆ Depth (ft)

∆ Storage (ac-ft)

Σ Storage (ac-ft)

104.00 0.4396 1.875

0.40 2.35 0.94

101.65 0.3592 0.936

0.34 1.40 0.47

100.25 0.3113 0.467

0.28 1.65 0.47

98.60 0.2548 0.000

Orifice Diameter = 2.50 in (See Orifice Drawdown) Top of Structure Elev = 103.00 ft

Weir Rise = 1.35 ft (Top of Structure - Weir Elevation)

1/2 Treatment Volume

NWL (LP of Filter Media)

Weir Elev (Treatment Volume)

Top of Slope

BASIN ANALYSIS (PRE/POST): POST

Basin Areas

DESCRIPTION

Land Use 1200 (Subdivision)

Total

WATER QUALITY

1.0'' Over Total Basin Area = 2.5'' Over Treated Impervious Area =

STAGE STORAGE CALCULATION FOR MINIMUM WEIR ELEVATION

Description

BASIN DESIGNATION: Pond 6749

TLP Engineering Consultants, Inc.

PROJECT TITLE: Siplin Road Pond 6749

PROJECT NUMBER: C16900B036 (T201507.36)

2/9/2023

Orifice Drawdown

TLP Engineering Consultants, Inc.

PROJECT TITLE:

PROJECT NUMBER: DATE

BASIN DESIGNATION: MADE BY: TDR 01/03/19

BASIN ANALYSIS (PRE/POST): CHECKED BY: BTG 01/24/22

Based on Q = CA(2gh) .̂5

Orifice Invert= 98.60 SHWT = 98.60 ft b (ft) = 0.5 Treatment Volume Elev = 101.65 ft

A (sq ft)= 0.0341 Treatment Volume = 0.93 ac-ft Diameter (In.)= 2.50

No. Of Orifice(s)= 1 Baseflow = 0 cf/day

0.0000 cfs

Elevation Storage ∆ Storage ∆ Storage H H/b C0 Flow Time ∑ Time ft ac-ft ac-ft c.f. ft cfs hours hours

101.65 0.93

0.09 4051.08 0.152 0.305 0.575 0.27 4.20

101.35 0.84 4.2

0.09 4051.08 0.457 0.915 0.709 0.31 3.60

101.04 0.74 7.8

0.09 4051.08 0.762 1.525 0.709 0.29 3.84

100.74 0.65 11.6

0.09 4051.08 1.067 2.135 0.709 0.27 4.12

100.43 0.56 15.8

0.09 4051.08 1.372 2.745 0.709 0.25 4.48

100.13 0.47 20.2

0.09 4051.08 1.677 3.355 0.709 0.23 4.95

99.82 0.37 25.2

0.09 4051.08 1.982 3.965 0.709 0.20 5.62

99.52 0.28 30.8

0.09 4051.08 2.287 4.575 0.709 0.17 6.64

99.21 0.19 37.5

0.09 4051.08 2.593 5.185 0.709 0.13 8.58

98.91 0.09 46.0

0.09 4051.08 2.898 5.795 0.709 0.08 14.86

98.60 0.00 60.9

Pond 6749

Siplin Road Pond 6749 C16900B036 (T201507.36)

POST

SJRWMD criteria is for the design to provide for the drawdown of the treatment volume specified within 72 hours following a storm event.

DATE

MADE BY: BTG 01/03/19

CHECKED B TDR 01/24/22

SJRWMD Section 26.1 Calculating Permanent Pool Volumes

Minimum Permanent Pool Volume (PPVmin) = (RT)(FR) 0.89 ac-ft Equation 26-2 Residence Time (RT) = 21 days

Average Flow Rate (FR) = 0.04 ac-ft/day

Average Flow Rate (FR) = [(DA)( C)( R)]/(WS) = 0.04 ac-ft/day Equation 26-3

Drainage Area to Pond (DA) = 7.45 ac Runoff Coefficient ( C) = 0.32 Harper & Baker 2007

Wet Season Rainfall Depth ( R) = 33.05 in NWS, 2020 Length of Wet Season (WS) = 153 days

PPVactual = 1.77 ac-ft MEETS PPV CRITERIA 10' Maintenance Berm, 1:4 to 96.60, 1:2 to pond bottom, then 1:3 on west side for PPV

Elev (ft)

Area (ac)

Avg Area (ac)

∆ Depth (ft)

∆ Storage (ac-ft)

Σ Storage (ac-ft)

98.60 0.2548 1.77

0.23 2.00 0.45

96.60 0.1978 1.32

0.13 10.00 1.32

86.60 0.0657 0.00

Mean Depth (MD) = PPV / Ap 6.95 ft MEETS MEAN DEPTH CRITERIA PPVactual = 1.77 ac-ft

Area at Control Elevation (Ap) = 0.25 ac

Actual Residence Time Per PPVactual = 41.77 days

BASIN DESIGNATION: Pond 6749

TLP Engineering Consultants, Inc.

PROJECT TITLE: Siplin Road Pond 6749

PROJECT NUMBER: C16900B036 (T201507.36)

1:2 to 1:3/1:4

Bottom

BASIN ANALYSIS (PRE/POST): POST

Permanent Pool Volume

Description

NWL (LP of Filter Media)

PROJECT TITLE:

PROJECT NUMBER: DATE

BASIN DESIGNATION: MADE BY: TDR 01/03/19

BASIN ANALYSIS (PRE/POST): CHECKED B BTG 01/24/22

WQ(v) 40,510.96 ft^3 Factor of Safety FS 2 ft^3 Laboratory permeability of filter media K (fm) 0.83 ft/hr Required drawdown time t 72 hr

Minimum Surface area of filter media sF(fm) 1,355.79 ft^2 BAM surface area increase for 20 year lifespan sF(fm) (20yr) 1,626.95 ft^2 Volume of Media filter minimum (surface area filter *2') V(media) 3,253.89

#57 Stone, Double Washed 2,904.00 ft^3 ft^2

Minimum Provided Treatment Elev = 101.65

NWL = 98.60

Depth (ft) = 3.05 3.32

Horizontal Width (ft) = 12.20 13.26 Slope (H:V) 4:1 4:1 idth (CL of BAM along slope) (ft) = 12.58 13.67 Length of Filter around Pond (ft) = 129.37 120.00

Surface Area for BAM (SF) = 1626.95 1640.17 Thickness of BAM (ft) = 2.00 2.00

Cross Sectional Area of BAM (SF) = 25.15 27.98 Volume of BAM (CF) = 3253.89 3357.60 rea; Cover Layer (#57 Stone) (SF) = 9.24 a; Bottom Layer (#57 Stone) (SF) = 14.96

Water Quality Volume (0.93 ac-ft)

Siplin Road Pond 6749 C16900B036 (T201507.36) Pond 6749

POST

Media filter surface area provided

1,640.2

Meda filter provided * 3,357.60

* extra media filter due to surface area needed and depth to perforated pipe

TLP Engineering Consultants, Inc.

Skimmer Check

PROJECT TITLE:

PROJECT NUMBER: DATE

BASIN DESIGNATION: MADE BY: TDR 01/03/19

BASIN ANALYSIS (PRE/POST): CHECKED BY: BTG 01/24/22

Skimmer Head Loss Analysis Skimmer Check (FDOT Index 425-070): Control Structure = DBI TYPE D

Design Note 2: Check flow area beneath skimmer must be 3 times larger than the area of Weir.

Weir Dimenstions: Skimmer Dimension Diagram:

Rise 16.20 inches Span 9.00 inches

Skimmer Dimensions:

Length, L 28.00 inches W L Height, H 18.00 inches H Width, W 61.00 inches X

Note: Width based on Pre-Cast Contruction Wall Thickness of 6".

Effective Length, X = L - Bolt Pattern Bolt Pattern = 7" + 4" + 1.5" = 12.5 inches

Note:

X = 15.50 inches

Flow Area of Weir = 1.01 sf

Required Flow Area Beneath Skimmer = 3.04 sf

Actual Flow Area Beneath Skimmer = 6.57 sf OK

C16900B036 (T201507.36)

TLP Engineering Consultants, Inc.

Siplin Road Pond 6749

Pond 6749

POST

Use index 425-070.

Appendix C ICPR Reports

DESIGN PLANS FOR:

BY DESCRIPTIONDATE

SHEET

NO.

PROJECT NO.

BY DESCRIPTIONDATE

REVISIONS

PROJECT NAME

J:\PROJECTS\T201507 - Orange County Cont SvcsY16-900 B\_TWO36_POND6749\_POND6749\drainage\Report_Exhibits\Nodal Diagram\PDPLRD01_NodalDiagram.dgnBrent Gillette 2/9/2023 12:24:39 PM Default

POND 6749 RETROFIT

SIPLIN ROAD POND 6749 RETROFIT

BRENT GILLETTE, P.E. 72355

PH. 407-901-5060

ORLANDO, FL. 32801

450 S. ORANGE AVENUE, SUITE 600

TLP ENGINEERING CONSULTANTS, INC.

JBL1005

NODE REACH

LEGEND

BASIN

FLOW DIRECTION

EXISTING

NODAL_DIAGRAM

B_JBL1116

JBL1116

D_JBL1116

W1

W2

15" PIPE

Pond 6749 - Existing 1

C:\Users\Brent Gillette\Desktop\ICPR4 Projects\TWO36 - Pond 6749\Proposed\ 2/9/2023 15:41

Manual Basin: B_JBL1116 Scenario: Existing

Node: JBL1116 (Pond 6749) Hydrograph Method: NRCS Unit Hydrograph Infiltration Method: GreenAmpt

Time of Concentration: 9.0000 min Max Allowable Q: 9999999.00 cfs

Time Shift: 0.0000 hr Unit Hydrograph: UH256

Peaking Factor: 256.0 Area: 7.4472 ac

Area [ac] Land Cover Zone Soil Zone Rainfall Name Crop Coefficient Zone

Reference ET Station

0.1115 1200 323159 ~ORANGE

0.0247 1200 323159 ~ORANGE

2.9051 1200 323159 ~ORANGE

0.0046 1200 323151 ~ORANGE

0.3458 1200 323143 ~ORANGE

2.0083 1200 323162 ~ORANGE

1.9016 1200 323161 ~ORANGE

0.1455 1200 323151 ~ORANGE

Comment:

Node: JBL1005 (Outfall) Scenario: Existing

Type: Time/Stage Base Flow: 0.00 cfs

Initial Stage: 98.00 ft Warning Stage: 100.09 ft

Boundary Stage:

Year Month Day Hour Stage [ft] 0 0 0 0.0000 98.00 0 0 0 999999.0000 98.00

Comment: Tailwater set at surveyed seasonal high water elevation at the discharge location. Warning Stage set at maximum stage during 100-year/24-hour storm from the Lake Apopka model noted in the Geosyntec Black Lake Watershed Best Management Practices Evaluation Technical Memorandum.

Node: JBL1116 (Pond 6749) Scenario: Existing

Type: Stage/Volume Base Flow: 0.00 cfs

Initial Stage: 99.40 ft

Pond 6749 - Existing 2

Warning Stage: 103.00 ft

Stage [ft] Volume [ac-ft] Volume [ft3]

99.09 0.2600 11326

100.00 0.3000 13068

101.00 0.3300 14375

102.00 0.3800 16553

103.00 0.4200 18295

103.70 0.4600 20038

Comment: Surveyed water elevation at 99.4 and minimum top of bank found on East side at 103.7.

Drop Structure Link: D_JBL1116 Scenario: Existing

From Node: JBL1116 (Pond 6749)

To Node: JBL1005 (Outfall) Link Count: 1

Flow Direction: Both Solution: Combine

Increments: 0 Pipe Count: 1

Damping: 0.0000 ft Length: 51.00 ft

FHWA Code: 4 Entr Loss Coef: 0.50 Exit Loss Coef: 0.00

Bend Loss Coef: 0.00 Bend Location: 0.00 dec Energy Switch: Energy

Upstream Pipe Downstream Pipe Invert: 99.34 ft Invert: 97.88 ft

Manning's N: 0.0120 Manning's N: 0.0120 Geometry: Circular Geometry: Circular

Max Depth: 1.25 ft Max Depth: 1.25 ft Bottom Clip

Default: 0.00 ft Default: 0.00 ft Op Table: Op Table:

Ref Node: Ref Node:

Manning's N: 0.0000 Manning's N: 0.0000 Top Clip

Default: 0.00 ft Default: 0.00 ft Op Table: Op Table:

Ref Node: Ref Node:

Manning's N: 0.0000 Manning's N: 0.0000

Pipe Comment: Existing 15" Pipe from Control Structure to MES Oufall

Weir Component Weir: 1

Weir Count: 1 Weir Flow Direction: Both

Damping: 0.0000 ft Weir Type: Sharp Crested Vertical

Geometry Type: Circular Invert: 100.47 ft

Control Elevation: 100.47 ft Max Depth: 0.67 ft

Bottom Clip Default: 0.00 ft

Op Table:

Ref Node:

Top Clip Default: 0.00 ft

Op Table:

Ref Node:

Discharge Coefficients

Weir Default: 3.200 Weir Table:

Orifice Default: 0.600 Orifice Table:

Weir Comment: 8" orifice with elbow drop for weed control. Orifice invert into control structure is at 100.47. Elbow elevation

Pond 6749 - Existing 3 outside of control structure invert is 100.19.

Weir Component Weir: 2

Weir Count: 1 Weir Flow Direction: Both

Damping: 0.0000 ft Weir Type: Horizontal

Geometry Type: Rectangular Invert: 103.06 ft

Control Elevation: 103.06 ft Max Depth: 4.50 ft Max Width: 3.00 ft

Fillet: 0.00 ft

Bottom Clip Default: 0.00 ft

Op Table:

Ref Node:

Top Clip Default: 0.00 ft

Op Table:

Ref Node:

Discharge Coefficients

Weir Default: 3.200 Weir Table:

Orifice Default: 0.600 Orifice Table:

Weir Comment: Grate elevation of control structure.

Drop Structure Comment:

Pond 6749 - Existing 4

Simulation: 100YR24HR Scenario: Existing

Run Date/Time: 2/9/2023 3:25:10 PM Program Version: ICPR4 4.07.08

General Run Mode: Normal

Year Month Day Hour [hr] Start Time: 0 0 0 0.0000 End Time: 0 0 0 30.0000

Hydrology [sec] Surface Hydraulics [sec]

Groundwater [sec]

Min Calculation Time: 60.0000 0.1000 900.0000 Max Calculation Time: 30.0000

Output Time Increments

Hydrology

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 15.0000 0 0 0 10.0000 5.0000 0 0 0 14.0000 15.0000 0 0 0 30.0000 15.0000

Surface Hydraulics

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 5.0000

Groundwater

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 60.0000

Restart File Save Restart: False

Resources & Lookup Tables

Resources Lookup Tables Rainfall Folder: Boundary Stage Set:

Reference ET Folder: Extern Hydrograph Set:

Unit Hydrograph

Folder:

Curve Number Set:

Green-Ampt Set: SiplinRd Vertical Layers Set:

Impervious Set: Impervious

Pond 6749 - Existing 5

Roughness Set:

Crop Coef Set:

Fillable Porosity Set:

Conductivity Set:

Leakage Set:

Tolerances & Options

Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6 ET for Manual Basins: False

Over-Relax Weight Fact:

0.5 dec dZ Tolerance: 0.0010 ft Smp/Man Basin Rain Opt:

Global

Max dZ: 1.0000 ft OF Region Rain Opt: Global Link Optimizer Tol: 0.0001 ft Rainfall Name: ~ORANGE

Rainfall Amount: 10.60 in Edge Length Option: Automatic Storm Duration: 24.0000 hr

Dflt Damping (2D): 0.0050 ft Dflt Damping (1D): 0.0050 ft Min Node Srf Area

(2D):

100 ft2 Min Node Srf Area

(1D):

100 ft2

Energy Switch (2D): Energy Energy Switch (1D): Energy

Comment:

Pond 6749 - Existing 6

Green-Ampt: SiplinRd [Set]

Soil Zone Kv Saturated [fpd]

MC Saturated [dec]

MC Residual [dec]

MC Initial [dec] MC Field [dec] MC Wilting [dec]

323133 16.314 0.4146 0.0145 0.0880 0.0880 0.0290 323135 8.464 0.4354 0.0415 0.1650 0.1650 0.0830 323139 21.203 0.4123 0.0140 0.0860 0.0860 0.0280 323143 25.664 0.4103 0.0190 0.1050 0.1050 0.0380 323148 46.365 0.4613 0.0105 0.0740 0.0740 0.0210 323151 19.390 0.4236 0.0150 0.0910 0.0910 0.0300 323155 25.322 0.5085 0.0475 0.2510 0.2510 0.0950 323156 25.740 0.7258 0.0402 0.4990 0.4990 0.2450 323157 26.079 0.5073 0.0510 0.2480 0.2480 0.1150 323159 24.296 0.4420 0.0225 0.1060 0.1060 0.0450 323161 26.084 0.4420 0.0080 0.0680 0.0680 0.0160 323162 25.720 0.4420 0.0150 0.0920 0.0920 0.0300 323167 22.233 0.4525 0.0355 0.1500 0.1500 0.0710

Soil Zone Pore Size Index [dec]

Bubble Pressure [in]

Allow Recharge WT Initial [ft] Layer Thickness [ft]

# of Cells per Layer

323133 0.53 1.357 No 1.84 0.00 0 323135 0.33 2.526 No 3.71 0.00 0 323139 0.57 1.397 No 1.05 0.00 0 323143 0.55 1.392 No 0.30 0.00 0 323148 0.56 1.204 No 4.17 0.00 0 323151 0.54 1.304 No 1.12 0.00 0 323155 0.51 0.880 No 0.03 0.00 0 323156 0.55 0.496 No 0.10 0.00 0 323157 0.51 0.812 No 0.39 0.00 0 323159 0.53 1.214 No 1.77 0.00 0 323161 0.56 1.254 No 4.13 0.00 0 323162 0.53 1.220 No 4.59 0.00 0 323167 0.46 1.304 No 0.98 0.00 0

Pond 6749 - Existing 7

Impervious: Impervious [Set]

Land Cover Zone % Impervious % DCIA % Direct Ia Impervious [in] Ia Pervious [in] 1200 40.00 20.00 0.00 0.000 0.000 2210 0.00 0.00 0.00 0.000 0.000 6300 0.00 0.00 0.00 0.000 0.000

Manual Basin Runoff Summary [Existing] Basin Name

Sim Name Max Flow [cfs]

Time to Max Flow [hrs]

Total Rainfall [in]

Total Runoff [in]

Area [ac] Equivalent Curve Number

% Imperv % DCIA

B_JBL111

010YR24H

R

3.25 10.0500 7.50 2.51 7.4472 55.7 40.00 20.00

B_JBL111

025YR24H

R

5.20 10.0000 8.60 3.15 7.4472 54.6 40.00 20.00

B_JBL111

100YR24H

R

8.67 9.0333 10.60 4.31 7.4472 52.4 40.00 20.00

B_JBL111

_MA24HR 1.64 8.8333 4.50 1.06 7.4472 60.6 40.00 20.00

Pond 6749 - Existing 8

Node Max Conditions w/ Times [Existing] Node Name

Sim Name

Warning Stage [ft]

Max Stage [ft]

Min/Max Delta Stage [ft]

Max Total Inflow [cfs]

Max Total Outflow [cfs]

Max Surface Area [ft2]

Time to Max Stage [hr]

Time to Min/Max Delta Stage [hr]

Time to Max Total Inflow [hr]

Time to Max Total Outflow [hr]

JBL1116

(Pond 6749)

010YR2

4HR

103.00 103.01 0.0010 3.25 2.52 2126 9.1682 8.1571 10.0505 9.1656

JBL1116

(Pond 6749)

025YR2

4HR

103.00 103.20 0.0010 5.20 5.20 2333 10.0099 7.0320 10.0015 10.0099

JBL1116

(Pond 6749)

100YR2

4HR

103.00 103.33 -0.0010 8.66 8.63 2468 9.0499 14.0731 9.0304 9.0451

JBL1116

(Pond 6749)

_MA24H

R

103.00 101.65 0.0010 1.64 1.56 2012 9.0779 4.3870 8.8361 9.0779

Existing Pond 6749 Mass Balance

Scenario Sim Relative Time

[hrs] Total Inflow

Volume [ac_ft] Total Outflow Volume [ac_ft]

% Error (By Inflow) [%]

Existing 025YR24HR 0.0000 0.0000 0.0000 0.0000 Existing 025YR24HR 0.0834 0.0000 0.0000 0.0000 Existing 025YR24HR 0.1675 0.0001 0.0000 0.0000 Existing 025YR24HR 0.2511 0.0002 0.0000 0.0000 Existing 025YR24HR 0.3340 0.0003 0.0000 0.0000 Existing 025YR24HR 0.4183 0.0004 0.0000 0.0000 Existing 025YR24HR 0.5050 0.0006 0.0000 0.0000 Existing 025YR24HR 0.5895 0.0008 0.0000 0.0000 Existing 025YR24HR 0.6714 0.0009 0.0000 0.0000 Existing 025YR24HR 0.7527 0.0011 0.0000 0.0000 Existing 025YR24HR 0.8361 0.0013 0.0000 0.0000 Existing 025YR24HR 0.9194 0.0014 0.0000 0.0000 Existing 025YR24HR 1.0027 0.0016 0.0000 0.0000 Existing 025YR24HR 1.0861 0.0018 0.0000 0.0000 Existing 025YR24HR 1.1694 0.0020 0.0000 0.0000 Existing 025YR24HR 1.2527 0.0021 0.0000 0.0000 Existing 025YR24HR 1.3361 0.0023 0.0000 0.0000 Existing 025YR24HR 1.4194 0.0025 0.0000 0.0000 Existing 025YR24HR 1.5027 0.0027 0.0000 0.0000 Existing 025YR24HR 1.5861 0.0029 0.0000 0.0000 Existing 025YR24HR 1.6727 0.0033 0.0000 0.0000 Existing 025YR24HR 1.7541 0.0039 0.0000 0.0000 Existing 025YR24HR 1.8376 0.0046 0.0000 0.0000 Existing 025YR24HR 1.9177 0.0053 0.0000 0.0000 Existing 025YR24HR 2.0026 0.0061 0.0000 0.0000 Existing 025YR24HR 2.0852 0.0070 0.0000 0.0000 Existing 025YR24HR 2.1690 0.0079 0.0000 0.0000 Existing 025YR24HR 2.2526 0.0088 0.0000 0.0000 Existing 025YR24HR 2.3337 0.0096 0.0000 0.0000 Existing 025YR24HR 2.4198 0.0105 0.0000 0.0000 Existing 025YR24HR 2.5025 0.0114 0.0000 0.0000 Existing 025YR24HR 2.5857 0.0123 0.0000 0.0000 Existing 025YR24HR 2.6671 0.0134 0.0000 0.0000 Existing 025YR24HR 2.7512 0.0146 0.0000 0.0000 Existing 025YR24HR 2.8353 0.0158 0.0000 0.0000 Existing 025YR24HR 2.9177 0.0171 0.0000 0.0000 Existing 025YR24HR 3.0007 0.0185 0.0000 0.0000 Existing 025YR24HR 3.0837 0.0199 0.0000 0.0100 Existing 025YR24HR 3.1676 0.0216 0.0000 0.0100 Existing 025YR24HR 3.2505 0.0235 0.0000 0.0100 Existing 025YR24HR 3.3334 0.0255 0.0000 0.0100 Existing 025YR24HR 3.4176 0.0276 0.0000 0.0100 Existing 025YR24HR 3.5005 0.0298 0.0000 0.0100

Scenario Sim Relative Time

[hrs] Total Inflow

Volume [ac_ft] Total Outflow Volume [ac_ft]

% Error (By Inflow) [%]

Existing 025YR24HR 3.5844 0.0320 0.0000 0.0100 Existing 025YR24HR 3.6678 0.0344 0.0000 0.0100 Existing 025YR24HR 3.7506 0.0369 0.0000 0.0000 Existing 025YR24HR 3.8339 0.0394 0.0000 0.0000 Existing 025YR24HR 3.9175 0.0420 0.0000 0.0000 Existing 025YR24HR 4.0005 0.0446 0.0000 0.0000 Existing 025YR24HR 4.0837 0.0472 0.0001 0.0100 Existing 025YR24HR 4.1669 0.0502 0.0006 0.0100 Existing 025YR24HR 4.2505 0.0534 0.0014 0.0200 Existing 025YR24HR 4.3341 0.0568 0.0028 0.0300 Existing 025YR24HR 4.4173 0.0602 0.0046 0.0400 Existing 025YR24HR 4.5011 0.0638 0.0068 0.0500 Existing 025YR24HR 4.5861 0.0675 0.0094 0.0600 Existing 025YR24HR 4.6680 0.0712 0.0122 0.0700 Existing 025YR24HR 4.7539 0.0751 0.0155 0.0700 Existing 025YR24HR 4.8368 0.0789 0.0187 0.0800 Existing 025YR24HR 4.9186 0.0826 0.0221 0.0800 Existing 025YR24HR 5.0006 0.0864 0.0256 0.0900 Existing 025YR24HR 5.0863 0.0904 0.0294 0.0900 Existing 025YR24HR 5.1695 0.0944 0.0331 0.0900 Existing 025YR24HR 5.2528 0.0985 0.0369 0.1000 Existing 025YR24HR 5.3361 0.1028 0.0408 0.1000 Existing 025YR24HR 5.4195 0.1072 0.0449 0.1100 Existing 025YR24HR 5.5028 0.1117 0.0490 0.1100 Existing 025YR24HR 5.5861 0.1162 0.0533 0.1100 Existing 025YR24HR 5.6695 0.1209 0.0576 0.1100 Existing 025YR24HR 5.7528 0.1256 0.0621 0.1100 Existing 025YR24HR 5.8361 0.1303 0.0666 0.1100 Existing 025YR24HR 5.9195 0.1351 0.0712 0.1100 Existing 025YR24HR 6.0028 0.1399 0.0758 0.1100 Existing 025YR24HR 6.0855 0.1449 0.0805 0.1100 Existing 025YR24HR 6.1673 0.1512 0.0854 0.1100 Existing 025YR24HR 6.2509 0.1589 0.0909 0.1100 Existing 025YR24HR 6.3341 0.1672 0.0970 0.1100 Existing 025YR24HR 6.4173 0.1760 0.1037 0.1100 Existing 025YR24HR 6.5004 0.1852 0.1111 0.1100 Existing 025YR24HR 6.5849 0.1948 0.1192 0.1100 Existing 025YR24HR 6.6667 0.2046 0.1274 0.1000 Existing 025YR24HR 6.7520 0.2153 0.1362 0.1000 Existing 025YR24HR 6.8336 0.2257 0.1450 0.1000 Existing 025YR24HR 6.9182 0.2367 0.1544 0.0900 Existing 025YR24HR 7.0001 0.2474 0.1638 0.0900 Existing 025YR24HR 7.0834 0.2586 0.1735 0.0900

Scenario Sim Relative Time

[hrs] Total Inflow

Volume [ac_ft] Total Outflow Volume [ac_ft]

% Error (By Inflow) [%]

Existing 025YR24HR 7.1677 0.2706 0.1836 0.0900 Existing 025YR24HR 7.2511 0.2832 0.1940 0.0800 Existing 025YR24HR 7.3343 0.2963 0.2047 0.0800 Existing 025YR24HR 7.4175 0.3097 0.2157 0.0800 Existing 025YR24HR 7.5006 0.3233 0.2270 0.0800 Existing 025YR24HR 7.5838 0.3372 0.2386 0.0800 Existing 025YR24HR 7.6675 0.3523 0.2507 0.0700 Existing 025YR24HR 7.7504 0.3684 0.2631 0.0700 Existing 025YR24HR 7.8335 0.3853 0.2759 0.0700 Existing 025YR24HR 7.9170 0.4026 0.2893 0.0700 Existing 025YR24HR 8.0002 0.4202 0.3031 0.0600 Existing 025YR24HR 8.0838 0.4385 0.3173 0.0600 Existing 025YR24HR 8.1670 0.4582 0.3320 0.0600 Existing 025YR24HR 8.2503 0.4791 0.3472 0.0600 Existing 025YR24HR 8.3337 0.5009 0.3629 0.0600 Existing 025YR24HR 8.4173 0.5232 0.3793 0.0500 Existing 025YR24HR 8.5004 0.5457 0.3960 0.0500 Existing 025YR24HR 8.5837 0.5685 0.4133 0.0500 Existing 025YR24HR 8.6668 0.5914 0.4327 0.0600 Existing 025YR24HR 8.7524 0.6150 0.4558 0.0600 Existing 025YR24HR 8.8368 0.6384 0.4791 0.0600 Existing 025YR24HR 8.9209 0.6616 0.5024 0.0600 Existing 025YR24HR 9.0005 0.6837 0.5244 0.0600 Existing 025YR24HR 9.0836 0.7063 0.5472 0.0500 Existing 025YR24HR 9.1691 0.7276 0.5695 0.0400 Existing 025YR24HR 9.2541 0.7475 0.5899 0.0300 Existing 025YR24HR 9.3348 0.7689 0.6099 0.0400 Existing 025YR24HR 9.4170 0.7958 0.6348 0.0500 Existing 025YR24HR 9.5026 0.8274 0.6652 0.0600 Existing 025YR24HR 9.5834 0.8591 0.6964 0.0600 Existing 025YR24HR 9.6702 0.8942 0.7312 0.0600 Existing 025YR24HR 9.7522 0.9281 0.7648 0.0600 Existing 025YR24HR 9.8334 0.9622 0.7987 0.0700 Existing 025YR24HR 9.9186 0.9985 0.8349 0.0700 Existing 025YR24HR 10.0015 1.0341 0.8703 0.0700 Existing 025YR24HR 10.0842 1.0688 0.9055 0.0600 Existing 025YR24HR 10.1678 1.0996 0.9378 0.0500 Existing 025YR24HR 10.2517 1.1263 0.9658 0.0400 Existing 025YR24HR 10.3365 1.1504 0.9910 0.0300 Existing 025YR24HR 10.4216 1.1729 1.0142 0.0300 Existing 025YR24HR 10.5013 1.1928 1.0346 0.0200 Existing 025YR24HR 10.5882 1.2137 1.0559 0.0200 Existing 025YR24HR 10.6726 1.2336 1.0760 0.0100

Scenario Sim Relative Time

[hrs] Total Inflow

Volume [ac_ft] Total Outflow Volume [ac_ft]

% Error (By Inflow) [%]

Existing 025YR24HR 10.7550 1.2529 1.0954 0.0100 Existing 025YR24HR 10.8383 1.2725 1.1150 0.0100 Existing 025YR24HR 10.9216 1.2921 1.1346 0.0100 Existing 025YR24HR 11.0050 1.3117 1.1542 0.0100 Existing 025YR24HR 11.0860 1.3302 1.1731 0.0100 Existing 025YR24HR 11.1684 1.3472 1.1913 0.0100 Existing 025YR24HR 11.2501 1.3623 1.2084 0.0100 Existing 025YR24HR 11.3339 1.3769 1.2258 0.0100 Existing 025YR24HR 11.4170 1.3906 1.2428 0.0100 Existing 025YR24HR 11.5001 1.4038 1.2595 0.0100 Existing 025YR24HR 11.5839 1.4166 1.2760 0.0100 Existing 025YR24HR 11.6668 1.4285 1.2920 0.0100 Existing 025YR24HR 11.7503 1.4397 1.3078 0.0100 Existing 025YR24HR 11.8335 1.4506 1.3231 0.0000 Existing 025YR24HR 11.9170 1.4613 1.3380 0.0000 Existing 025YR24HR 12.0001 1.4717 1.3524 0.0000 Existing 025YR24HR 12.0844 1.4823 1.3666 0.0000 Existing 025YR24HR 12.1677 1.4932 1.3803 0.0000 Existing 025YR24HR 12.2501 1.5042 1.3936 0.0000 Existing 025YR24HR 12.3344 1.5156 1.4069 0.0000 Existing 025YR24HR 12.4168 1.5270 1.4198 0.0000 Existing 025YR24HR 12.5015 1.5387 1.4328 0.0000 Existing 025YR24HR 12.5840 1.5502 1.4454 0.0000 Existing 025YR24HR 12.6692 1.5620 1.4583 0.0000 Existing 025YR24HR 12.7501 1.5731 1.4704 0.0000 Existing 025YR24HR 12.8339 1.5846 1.4827 0.0000 Existing 025YR24HR 12.9193 1.5962 1.4953 0.0000 Existing 025YR24HR 13.0028 1.6076 1.5074 0.0000 Existing 025YR24HR 13.0853 1.6186 1.5193 0.0000 Existing 025YR24HR 13.1679 1.6287 1.5310 0.0000 Existing 025YR24HR 13.2509 1.6380 1.5426 0.0000 Existing 025YR24HR 13.3334 1.6467 1.5537 0.0000 Existing 025YR24HR 13.4173 1.6552 1.5647 0.0000 Existing 025YR24HR 13.5011 1.6634 1.5753 0.0000 Existing 025YR24HR 13.5834 1.6713 1.5854 0.0000 Existing 025YR24HR 13.6682 1.6792 1.5955 0.0000 Existing 025YR24HR 13.7514 1.6869 1.6050 0.0000 Existing 025YR24HR 13.8352 1.6945 1.6143 0.0000 Existing 025YR24HR 13.9192 1.7021 1.6233 0.0000 Existing 025YR24HR 14.0024 1.7096 1.6320 0.0000 Existing 025YR24HR 14.0849 1.7167 1.6404 0.0000 Existing 025YR24HR 14.1676 1.7226 1.6485 0.0000 Existing 025YR24HR 14.2502 1.7276 1.6559 0.0000

Scenario Sim Relative Time

[hrs] Total Inflow

Volume [ac_ft] Total Outflow Volume [ac_ft]

% Error (By Inflow) [%]

Existing 025YR24HR 14.3344 1.7320 1.6626 0.0000 Existing 025YR24HR 14.4169 1.7358 1.6685 0.0000 Existing 025YR24HR 14.5010 1.7395 1.6740 0.0000 Existing 025YR24HR 14.5845 1.7430 1.6790 0.0000 Existing 025YR24HR 14.6674 1.7464 1.6835 0.0000 Existing 025YR24HR 14.7527 1.7499 1.6878 -0.0100 Existing 025YR24HR 14.8372 1.7534 1.6919 -0.0100 Existing 025YR24HR 14.9191 1.7569 1.6957 -0.0100 Existing 025YR24HR 15.0020 1.7604 1.6994 -0.0100 Existing 025YR24HR 15.0903 1.7640 1.7033 -0.0100 Existing 025YR24HR 15.1713 1.7669 1.7068 -0.0100 Existing 025YR24HR 15.2538 1.7696 1.7101 -0.0100 Existing 025YR24HR 15.3373 1.7721 1.7133 -0.0100 Existing 025YR24HR 15.4206 1.7745 1.7162 -0.0100 Existing 025YR24HR 15.5030 1.7767 1.7190 -0.0100 Existing 025YR24HR 15.5847 1.7788 1.7216 -0.0100 Existing 025YR24HR 15.6705 1.7812 1.7242 -0.0100 Existing 025YR24HR 15.7539 1.7835 1.7266 -0.0100 Existing 025YR24HR 15.8372 1.7860 1.7291 -0.0100 Existing 025YR24HR 15.9205 1.7884 1.7315 -0.0100 Existing 025YR24HR 16.0039 1.7909 1.7340 -0.0100 Existing 025YR24HR 16.0872 1.7934 1.7364 -0.0100 Existing 025YR24HR 16.1705 1.7958 1.7389 -0.0100 Existing 025YR24HR 16.2539 1.7980 1.7413 -0.0100 Existing 025YR24HR 16.3372 1.8002 1.7437 -0.0100 Existing 025YR24HR 16.4205 1.8024 1.7460 -0.0100 Existing 025YR24HR 16.5039 1.8045 1.7483 -0.0100 Existing 025YR24HR 16.5872 1.8066 1.7505 -0.0100 Existing 025YR24HR 16.6705 1.8089 1.7527 -0.0100 Existing 025YR24HR 16.7539 1.8113 1.7550 -0.0100 Existing 025YR24HR 16.8372 1.8138 1.7573 -0.0100 Existing 025YR24HR 16.9205 1.8163 1.7596 -0.0100 Existing 025YR24HR 17.0039 1.8189 1.7620 -0.0100 Existing 025YR24HR 17.0872 1.8215 1.7645 -0.0100 Existing 025YR24HR 17.1705 1.8242 1.7670 -0.0100 Existing 025YR24HR 17.2539 1.8267 1.7695 -0.0100 Existing 025YR24HR 17.3372 1.8293 1.7721 -0.0100 Existing 025YR24HR 17.4205 1.8319 1.7746 -0.0100 Existing 025YR24HR 17.5039 1.8345 1.7772 -0.0100 Existing 025YR24HR 17.5872 1.8370 1.7798 -0.0100 Existing 025YR24HR 17.6705 1.8394 1.7823 -0.0100 Existing 025YR24HR 17.7539 1.8417 1.7848 -0.0100 Existing 025YR24HR 17.8372 1.8439 1.7872 -0.0100

Scenario Sim Relative Time

[hrs] Total Inflow

Volume [ac_ft] Total Outflow Volume [ac_ft]

% Error (By Inflow) [%]

Existing 025YR24HR 17.9205 1.8460 1.7896 -0.0100 Existing 025YR24HR 18.0039 1.8481 1.7918 -0.0100 Existing 025YR24HR 18.0872 1.8502 1.7941 -0.0100 Existing 025YR24HR 18.1705 1.8525 1.7963 -0.0100 Existing 025YR24HR 18.2539 1.8548 1.7986 -0.0100 Existing 025YR24HR 18.3372 1.8572 1.8008 -0.0100 Existing 025YR24HR 18.4205 1.8597 1.8032 -0.0100 Existing 025YR24HR 18.5039 1.8622 1.8055 -0.0100 Existing 025YR24HR 18.5872 1.8647 1.8079 -0.0100 Existing 025YR24HR 18.6705 1.8670 1.8103 -0.0100 Existing 025YR24HR 18.7539 1.8693 1.8127 -0.0100 Existing 025YR24HR 18.8372 1.8715 1.8150 -0.0100 Existing 025YR24HR 18.9205 1.8737 1.8173 -0.0100 Existing 025YR24HR 19.0039 1.8758 1.8196 -0.0100 Existing 025YR24HR 19.0872 1.8778 1.8218 -0.0100 Existing 025YR24HR 19.1705 1.8797 1.8240 -0.0100 Existing 025YR24HR 19.2539 1.8815 1.8261 -0.0100 Existing 025YR24HR 19.3372 1.8832 1.8281 -0.0100 Existing 025YR24HR 19.4205 1.8849 1.8300 -0.0100 Existing 025YR24HR 19.5039 1.8865 1.8318 -0.0100 Existing 025YR24HR 19.5872 1.8881 1.8336 -0.0100 Existing 025YR24HR 19.6705 1.8898 1.8354 -0.0100 Existing 025YR24HR 19.7539 1.8917 1.8371 -0.0100 Existing 025YR24HR 19.8372 1.8936 1.8389 -0.0100 Existing 025YR24HR 19.9205 1.8957 1.8408 -0.0100 Existing 025YR24HR 20.0039 1.8977 1.8427 -0.0100 Existing 025YR24HR 20.0872 1.8997 1.8446 -0.0100 Existing 025YR24HR 20.1705 1.9014 1.8465 -0.0100 Existing 025YR24HR 20.2539 1.9029 1.8484 -0.0100 Existing 025YR24HR 20.3364 1.9042 1.8501 -0.0100 Existing 025YR24HR 20.4205 1.9055 1.8518 -0.0100 Existing 025YR24HR 20.5039 1.9067 1.8533 -0.0100 Existing 025YR24HR 20.5872 1.9078 1.8547 -0.0100 Existing 025YR24HR 20.6705 1.9090 1.8561 -0.0100 Existing 025YR24HR 20.7539 1.9104 1.8575 -0.0100 Existing 025YR24HR 20.8372 1.9118 1.8589 -0.0100 Existing 025YR24HR 20.9205 1.9132 1.8603 -0.0100 Existing 025YR24HR 21.0039 1.9147 1.8617 -0.0100 Existing 025YR24HR 21.0872 1.9161 1.8631 -0.0100 Existing 025YR24HR 21.1705 1.9175 1.8645 -0.0100 Existing 025YR24HR 21.2539 1.9187 1.8659 -0.0100 Existing 025YR24HR 21.3372 1.9199 1.8672 -0.0100 Existing 025YR24HR 21.4205 1.9210 1.8685 -0.0100

Scenario Sim Relative Time

[hrs] Total Inflow

Volume [ac_ft] Total Outflow Volume [ac_ft]

% Error (By Inflow) [%]

Existing 025YR24HR 21.5039 1.9221 1.8698 -0.0100 Existing 025YR24HR 21.5872 1.9232 1.8710 -0.0100…