25-E3.1 Drainage Design Memorandum.pdf

FORT KING ROAD

(HESTER ROAD TO COLEMAN AVENUE)

SIDEWALK

PASCO COUNTY, Florida

DRAINAGE DESIGN MEMORANDUM

Prepared For: PASCO COUNTY

TRANSPORTATION ENGINEERING DEPARTMENT

Prepared By: AYRES 8875 Hidden River Parkway, Suite 200 Tampa, FL 33637

Engineer Of Record: ___________________ Thomas J. Ward, P.E.

PE License Number: 52144

July 2025

813.978.8688 | 8875 Hidden River Parkway, Suite 200 | Tampa, FL 33637-1035 www.AyresAssociates.com i | P a g e

(HESTER TO COLEMEN AVENUE)

Table of Contents i Design Conditions and Scope 1 Permitting 1 Existing Drainage Patterns 3

Basin 1 3 Basin 2 3 Basin 3 3 Basin 4 3

Total Maximum Daily Loads 3 Floodplain 3 Design Criteria 3 Proposed Design 4 SWFWMD ICPR Model 4 Results 5

Figures Figure 1: Existing and Proposed Drainage Map 2 Figure 2: FEMA Map 4

Table 1: ICPR Model Results Summary 5

Appendix A SWFWMD Pre Application Meeting Minutes ICPR Model Input and Output Results:

Existing Conditions Proposed Conditions

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(HESTER ROAD TO COLEMAN AVENUE)

Design Conditions and Scope

The project is located within the jurisdiction of the Southwest Florida Water Management District (SWFWMD), Florida Department of Environmental Protection (FDEP), and the United States Army Corps of the Engineers (USACE). The project limits extend from Hester Road to Coleman Avenue. The proposed project includes a proposed 6-foot-wide sidewalk along the east side of Fort King Road from Hester to Coleman. A second 6-foot-wide sidewalk is proposed along the west side of Fort King Road from Morningside Drive to the entrance drive to the stadium of Pasco High School.

Permitting

A Pre-Application Meeting was held on October 8th, 2024, with the SWFWMD, to determine permitting requirements. It was determined by the SWFWMD that this project require a SWFWMD General Environmental Resource Permit per rule 62-330.447, F.A.C. Water Quantity Attenuation and Water Quality Treatment will not be required.

As discussed in the Pre-Application Meeting, there is a proposed double concrete box culvert cross drain extension at Station 41+34.60 on the right (east) side of Fort King Road. The cross drain conveys flow from west to east along Duck Creek which is a tributary of Duck Lake. Duck Creek is considered to be an upland cut ditch and qualifies as a “surface water.” The proposed culvert extension is less than 20 feet into the surface water creating a permanent impact area of 260 sf or 0.006 ac, which is within the 0.03 ac threshold of rule 62-330.051 (9). There is also a temporary surface water impact area of 790 sf or 0.018 ac created by the proposed Riprap Rubble Ditch Lining used to provide permanent erosion protection in Duck Creek downstream of the cross drain.

Ayres has prepared and submitted a General Permit application to the SWFWMD that includes application forms, narratives, calculations, exhibits, permit drawings, etc., to verify that this project will not create adverse impacts upstream or downstream of the project area.

The plans and ICPR Model results demonstrate that the proposed project will not create adverse impacts upstream or downstream of the project area.

There are no other wetlands within the project limits.

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Figure 1: Existing and Proposed Drainage Map

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Existing Drainage Patterns

Ayres has reviewed existing drainage systems from field reviews, surveys, maintenance reports and flooding complaints. Existing drainage patterns will remain for the proposed project (See above Figure 1: Existing and Proposed Drainage Map).

Basin 1 extends from the beginning of the project at Hester to Sta 18+20 on the east side of Fort King Road. Runoff flows southerly to Hester and ultimately outfalls to the wetland system east of Fort King Road.

Basin 2 extends from the Morningside Drive at Sta. 18+20 to the end of the project on the west side of Fort King Road. Runoff flows northerly and southerly from Coleman via storm drain and roadside ditch systems to the west end of the cross drain at Sta. 41+50. From the cross drain, runoff flows easterly along the tributary with ultimate outfall to the wetland system east of Forty King Road.

Basin 3 extends from Sta 18+50 to Sta. 35+00 on the east side of Fort King Road. Runoff flows easterly from Fort King through properties with ultimate outfall to the wetland system east of Fort King Road.

Basin 4 extends from Sta 35+00 to Coleman on the east side of Fort King Road. Runoff flows northerly and southerly from Coleman via storm drain and roadside ditch systems to the east end of the cross drain at Sta. 41+50. The cross drain is a double 5’x6’ concrete box culvert (CBC). From the cross drain, runoff flows easterly along the tributary with ultimate outfall to the wetland system east of Fort King Road.

Total Maximum Daily Loads Receiving waters for the project area are not impaired by nutrients. Therefore, mitigation is not required to reduce the Total Maximum Daily Loads.

Floodplain According to FEMA Map Panel 12101C0280F, a portion of the project at the existing 5’x6’ cross drain is within the 100-yr Floodplain (see below Figure 2: FEMA Map).

The proposed 9.4 LF of 5’x6’ double box culvert extension is necessary to accommodate the proposed sidewalk along the east side of Fort King. This culvert extension will create an insignificant impact to the floodplain along Duck Creek downstream of the culvert crossing. The permanent floodplain impact area is equal to 128 sf or 0.003 ac. The fill volume in the floodplain is approximately 640 cf or 0.017 af, which is insignificant in comparison to the Duck Lake floodplain volume. Therefore, the project will not create an adverse impact to the Duck Lake floodplain.

Design Criteria The design parameters are as follows:

• existing drainage patterns and outfall locations will remain for proposed conditions

• no stormwater management pond required

• no water quality treatment required

• no water quantity attenuation required

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Figure 2: FEMA Map

• realign existing roadside swales, relocation of existing storm pipes and DBIs, and a cross-drain extension to accommodate the proposed 6-foot-wide sidewalk.

Proposed Design Proposed drainage patterns match existing drainage patterns as delineated in Figure 1:

Existing and Proposed Drainage Map. The proposed drainage design does not adversely impact existing drainage systems or create flooding issues upstream or downstream of the project while maintaining public safety.

Capacity of existing storm drain systems and roadside ditch systems has not been reduced and has only been relocated or modified as necessary to accommodate the proposed 6-foot-wide sidewalk. The sidewalk profile has been set to maintain offsite runoff patterns to or from the project area.

The existing cross drain at station 42+50 consists of a double 5’x6’ concrete box culvert (CBC). This CBC was extended 9.4 feet to accommodate the proposed 6-foot-wide sidewalk. Flow through the cross drain is from west to east along a tributary of Duck Lake with ultimate outfall to the wetland system on the east side of Fort King Road.

SWFWMD ICPR Model The existing ICPR Model provided by the SWFWMD was used to evaluate the pre-development versus post development surface water elevations for the proposed double concrete cross drain extension.

The back station (south) cross drain input data for the existing ICPR model indicates a 5-foot rise with a 6-foot span with flow line elevations LT = 72.06 & RT = 72.03 (RB01450A ICPR Model). The ahead station (north) cross drain input data for the existing ICPR model also indicates a 5-foot rise with a 6-foot span with flow line

5 | P a g e elevations LT = 72.05 & RT = 72.02 (RB01450B ICPR Model).

The survey data provided by our survey team indicates the back station concrete box culvert to be a 5-foot rise with a 6-foot span with flow line elevations LT = 71.96 & RT =

71.96 (RB01450A ICPR Model). The ahead station (north) cross drain input data for the existing ICPR model also indicates a 5-foot rise with a 6-foot span with flow line elevations LT = 71.94 & RT = 71.92 (RB01450B ICPR Model). The existing and proposed SWFWMD ICPR model has been updated accordingly.

See the Existing and Proposed Drainage Map above in this Drainage Design Memorandum for approximate locations of relevant nodes represented in the Existing and Proposed Conditions Node-Link Maps, with corresponding updated model input and output results in Appendix A.

Results Documentation presented in this Drainage Design Memorandum along with the Construction Plans demonstrate that this project will not create adverse impacts to property upstream or downstream of the project.

See Table 1: ICPR Model Results Summary below and ICPR Models in Appendix A for the proposed cross drain extension input and existing conditions versus proposed conditions ICPR model results.

Table 1: ICPR Model Results Summary

Storm Event Existing Condition Surface Water Elevation

Proposed Condition U/S Surface Water Elevation

100-yr, 24-hr U/S NB01400 = 78.71 U/S NB01400 = 78.71

100-yr, 24-hr U/S NB01200 = 77.56 U/S NB01200 = 77.59

100-yr, 24-hr U/S NB01450 = 77.56 U/S NB01450 = 77.59

100-yr, 24-hr D/S NB01320 = 77.36 D/S NB01320 = 77.36

APPENDIX A

SWFWMD Pre Application Meeting Minutes

ICPR Model Input and Output Results:

Existing Conditions

Proposed Conditions

THIS FORM IS INTENDED TO FACILITATE AND GUIDE THE DIALOGUE DURING A PRE-APPLICATION MEETING BY PROVIDING A PARTIAL "PROMPT LIST" OF DISCUSSION SUBJECTS. IT IS NOT A LIST OF REQUIREMENTS FOR SUBMITTAL BY THE APPLICANT.

Afff** SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT FILE

RESOURCE REGULATION DIVISION NUMBER:

PRE-APPLICATION MEETING NOTES PA 411858

Date: 10/08/2024 Time: 11:00 Project Name: Fort King Road Sidewalk District Engineer: Rob McDaniel District ES: Al Gagne Attendees: Erin Swanson, Jeffrey Siewert, Nancy Scott, Tom Ward

County: Pasco Sec/Twp/Rge: 34/24/21 Total Land Acreage: 0.75 mile Project Acreage: 0.75 mile

Prior On-Site/Off-Site Permit Activity:

• No permitting history over the roadway.

Project Overview:

• Sidewalk on the east side of Ft King Rd. A double box culvert just south of Poinsettia Drive that will need to be extended.

Environmental Discussion: (Wetlands On-Site, Wetlands on Adjacent Properties, Delineation, T&E species, Easements, Drawdown Issues, Setbacks, Justification, Elimination/Reduction, Permanent/Temporary Impacts, Secondary and Cumulative Impacts, Mitigation Options, SHWL, Upland Habitats, Site Visit, etc.)

• There are wetlands/surface waters located within the project area. Impacts are proposed to wetlands at the box culvert extension section of the project. Additionally, impacts are proposed to upland cut ditches along Fort King Road.

• Provide the limits of jurisdictional wetlands and surface waters. Roadside ditches or other water conveyances, including permitted and constructed water conveyance features, can be claimed as surface waters per Chapter 62-340 F.A.C. if they do not meet the definition of a swale as stated under Rule 403.803

(14) F.S.

• Demonstrate elimination and reduction of wetland and surface water impacts. The elimination and reduction criteria can be found in subsection 10.2.1 of Applicant's Handbook Volume 1.

• Maintain minimum 15 foot, average 25 foot wetland and surface water area conservation area setback or address secondary impacts.

• Provide appropriate mitigation using UMAM for impacts, if applicable. This would only be required if the project does not qualify for the general permit under 62-330.447, F.A.C.

• The site is located in the Withlacoochee River ERP Basin. Mitigation Banks that serve this area include the Hilochee, Boarshead Ranch, Withlacoochee, Green Swamp, Trail End, and the Crooked River/Hilochee mitigation banks. For an interactive map of permitted mitigation banks and their service areas, use this LINK. Be advised that use of a bank with a modified service area (i.e. a service area that is larger than the basin the bank is located in), may require the submittal of a cumulative impact analysis pursuant to subsection 10.2.8 of Applicant's Handbook volume 1.

• If the wetland mitigation is appropriate and the applicant is proposing to utilize mitigation bank credit as wetland mitigation, provide a letter of reservation of credits from the wetland mitigation bank. The wetland mitigation bank current credit ledgers can be found out the following link:

https://www.swfwmd.state.fl.us/business/epermitting/environmental-resource-permit, Go to "ERP Mitigation Bank Wetland Credit Ledgers"

• A site visit by District staff will be required to verify the presence and extent, or absence of wetlands and/or surface waters. Prior to the site visit, District staff will contact the applicant or authorized agent to provide an approximate date of the site visit and to ensure that the project area is accessible. If wetlands or surface waters are discovered during the site visit, additional information may be required. A site visit will not be scheduled until the appropriate signatures on the application and the fee is submitted.

• On February 15, 2024, the U.S. District Court for the District of Columbia issued a decision vacating the U.S.

Environmental Protection Agency's approval of Florida's application to assume Clean Water Act Section 404

Existing Conditions 1

C:\Users\wardt\OneDrive - Ayres Associates Inc\Desktop\FORT KING ICPR MODEL\DuckLake_20180329_(GB)\Model\GWIS_conversion\EXISTING ICPR4_DuckLake_20230322\7/10/2025 10:51

Simulation: 100_24 Scenario: EXIST

Run Date/Time: 6/15/2025 9:05:01 AM 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 0 400.0000

Hydrology [sec] Surface Hydraulics [sec]

Min Calculation Time: 60.0000 0.1000 Max Calculation Time: 60.0000

Output Time Increments

Hydrology

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

Surface Hydraulics

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 15.0000

Restart File Save Restart: False

Resources & Lookup Tables

Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: 100_24

Extern Hydrograph Set: 100_24 Unit Hydrograph

Folder:

ICPR3 Curve Number Set:

Green-Ampt Set: ICPR3 Vertical Layers Set:

Impervious Set: ICPR3

Tolerances & Options

Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6

Over-Relax Weight Fact:

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

Existing Conditions 2

C:\Users\wardt\OneDrive - Ayres Associates Inc\Desktop\FORT KING ICPR MODEL\DuckLake_20180329_(GB)\Model\GWIS_conversion\EXISTING ICPR4_DuckLake_20230322\7/10/2025 10:51

Opt:

Max dZ: 1.0000 ft

Link Optimizer Tol: 0.0001 ft Rainfall Name: Flmod Rainfall Amount: 12.20 in

Edge Length Option: Automatic Storm Duration: 24.0000 hr

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

(1D):

113 ft2

Energy Switch (1D): Energy

Comment:

Pipe Link: RB01450A Scenario: EXIST

From Node: NB01450 To Node: NB01320

Link Count: 1 Flow Direction: Both

Damping: 0.0000 ft Length: 59.00 ft

FHWA Code: 14 Entr Loss Coef: 0.50 Exit Loss Coef: 0.00

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

Upstream Downstream Invert: 71.96 ft Invert: 71.96 ft

Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Rectangular Geometry: Rectangular

Max Depth: 5.00 ft Max Depth: 5.00 ft Max Width: 6.00 ft Max Width: 6.00 ft

Fillet: 0.00 ft Fillet: 0.00 ft Bottom Clip

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

Ref Node: Ref Node:

Manning's N: 0.0130 Manning's N: 0.0130 Top Clip

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

Ref Node: Ref Node:

Manning's N: 0.0130 Manning's N: 0.0130 Comment:

Link Min/Max Conditions with Times [EXIST] Link Name

Sim Name

Max Flow [cfs]

Min Flow [cfs]

Min/Max Delta Flow [cfs]

Max Us Velocity [fps]

Max Ds Velocity [fps]

Time to Max Flow [hrs]

Time to Min Flow [hrs]

Time to Min/Max Delta Flow [hrs]

Time to Max Us Velocity [hrs]

Time to Max Ds Velocity [hrs]

RB0145

0A

100_24 129.88 -0.20 7.76 4.33 4.33 43.6298 2.4047 319.416

43.6298 43.6298

Existing Conditions 3

C:\Users\wardt\OneDrive - Ayres Associates Inc\Desktop\FORT KING ICPR MODEL\DuckLake_20180329_(GB)\Model\GWIS_conversion\EXISTING ICPR4_DuckLake_20230322\7/10/2025 10:51

Pipe Link: RB01450B Scenario: EXIST

From Node: NB01450 To Node: NB01320

Link Count: 1 Flow Direction: Both

Damping: 0.0000 ft Length: 59.00 ft

FHWA Code: 14 Entr Loss Coef: 0.50 Exit Loss Coef: 0.00

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

Upstream Downstream Invert: 71.94 ft Invert: 71.92 ft

Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Rectangular Geometry: Rectangular

Max Depth: 5.00 ft Max Depth: 5.00 ft Max Width: 6.00 ft Max Width: 6.00 ft

Fillet: 0.00 ft Fillet: 0.00 ft Bottom Clip

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

Ref Node: Ref Node:

Manning's N: 0.0130 Manning's N: 0.0130 Top Clip

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

Ref Node: Ref Node:

Manning's N: 0.0130 Manning's N: 0.0130 Comment:

Link Min/Max Conditions with Times [EXIST] Link Name

Sim Name

Max Flow [cfs]

Min Flow [cfs]

Min/Max Delta Flow [cfs]

Max Us Velocity [fps]

Max Ds Velocity [fps]

Time to Max Flow [hrs]

Time to Min Flow [hrs]

Time to Min/Max Delta Flow [hrs]

Time to Max Us Velocity [hrs]

Time to Max Ds Velocity [hrs]

RB0145

0B

100_24 129.88 -0.21 7.86 4.33 4.33 43.6298 2.4047 319.416

43.6298 43.6298

Node Max Conditions [EXIST] 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]

NB00420 100_24 9999.00 109.80 0.0009 36.67 36.56 2208

NB00490 100_24 9999.00 100.10 0.0001 4.23 4.10 8892

NB00650 100_24 9999.00 93.99 0.0004 16.58 16.54 6063

NB00690 100_24 9999.00 89.58 -0.0010 36.61 36.58 1787

NB00910 100_24 9999.00 79.56 -0.0008 106.67 104.29 6856

NB01150 100_24 9999.00 76.79 0.0002 259.76 259.76 9987

NB01200 100_24 9999.00 77.56 0.0003 118.48 114.19 152587

NB01320 100_24 9999.00 77.36 0.0010 259.77 259.76 23270

NB01400 100_24 9999.00 78.71 0.0002 260.55 260.53 163317

NB01450 100_24 9999.00 77.56 0.0001 260.53 259.83 418273

NB01570 100_24 9999.00 76.78 0.0001 312.63 240.28 1046870

WardT Rectangle

WardT Rectangle

WardT Rectangle

WardT Rectangle

Existing Conditions 4

C:\Users\wardt\OneDrive - Ayres Associates Inc\Desktop\FORT KING ICPR MODEL\DuckLake_20180329_(GB)\Model\GWIS_conversion\EXISTING ICPR4_DuckLake_20230322\7/10/2025 10:51

Node Max Conditions w/ Times [EXIST] 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]

NB0042

100_24 9999.00 109.80 0.0009 36.67 36.56 2208 12.2582 12.0143 12.2334 12.2583

NB0049

100_24 9999.00 100.10 0.0001 4.23 4.10 8892 12.0969 0.9526 12.0666 12.0969

NB0065

100_24 9999.00 93.99 0.0004 16.58 16.54 6063 12.0542 0.9526 12.0500 12.0542

NB0069

100_24 9999.00 89.58 -0.0010 36.61 36.58 1787 12.1509 12.5339 12.1334 12.1509

NB0091

100_24 9999.00 79.56 -0.0008 106.67 104.29 6856 12.1409 12.7319 12.1000 12.1411

NB0115

100_24 9999.00 76.79 0.0002 259.76 259.76 9987 141.726

12.2173 43.6613 43.7147

NB0120

100_24 9999.00 77.56 0.0003 118.48 114.19 152587 43.8231 1.0068 12.1324 12.1941

NB0132

100_24 9999.00 77.36 0.0010 259.77 259.76 23270 43.6613 362.441

43.6298 43.6613

NB0140

100_24 9999.00 78.71 0.0002 260.55 260.53 163317 42.4468 12.3771 42.1256 42.2655

NB0145

100_24 9999.00 77.56 0.0001 260.53 259.83 418273 43.6196 12.3771 42.2655 43.4225

NB0157

100_24 9999.00 76.78 0.0001 312.63 240.28 1046870 141.725

12.7603 12.3013 44.2408

Manual Basin | Multi-Scenario | Runoff Summary Report | (sim, name, scenario) Sim Name

Basin Name

Scene Name

Max Flow [cfs]

Time to Max Flow [hrs]

Total Rainfall [in]

Total Runoff [in]

Area [ac] Equivalen t Curve Number

Imperv

% DCIA

100_24 B00420 EXIST 21.10 12.3000 12.20 1.22 29.4169 26.1 8.75 6.09

100_24 B00490 EXIST 4.23 12.0667 12.20 1.28 4.1833 26.5 18.90 9.25

100_24 B00650 EXIST 16.58 12.0500 12.20 7.14 3.3953 62.7 61.41 56.68

100_24 B00690 EXIST 36.61 12.1333 12.20 8.01 9.2110 68.5 69.13 64.05

100_24 B00910 EXIST 71.37 12.0833 12.20 5.77 20.2054 53.9 49.59 45.12

100_24 B01200 EXIST 11.62 12.3667 12.20 7.17 5.0310 62.8 0.55 0.32

100_24 B01320 EXIST 16.56 12.1667 12.20 2.43 18.3609 33.6 28.83 16.45

100_24 B01400 EXIST 24.26 12.2500 12.20 2.83 20.2697 36.0 16.88 10.08

100_24 B01450 EXIST 111.09 12.0500 12.20 5.87 27.6387 54.5 25.80 23.53

100_24 B01570 EXIST 123.68 12.4333 12.20 3.23 106.1226 38.4 26.72 18.09

Proposed Conditions 1

C:\Users\wardt\OneDrive - Ayres Associates Inc\Desktop\FORT KING ICPR MODEL\DuckLake_20180329_(GB)\Model\GWIS_conversion\PROPOSED ICPR4_DuckLake_20230322\7/10/2025 13:02

Simulation: 100_24 Scenario: PROP

Run Date/Time: 6/13/2025 10:06:00 AM 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 0 400.0000

Hydrology [sec] Surface Hydraulics [sec]

Min Calculation Time: 60.0000 0.1000 Max Calculation Time: 60.0000

Output Time Increments

Hydrology

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

Surface Hydraulics

Year Month Day Hour [hr] Time Increment [min] 0 0 0 0.0000 15.0000

Restart File Save Restart: False

Resources & Lookup Tables

Resources Lookup Tables Rainfall Folder: ICPR3 Boundary Stage Set: 100_24

Extern Hydrograph Set: 100_24 Unit Hydrograph

Folder:

ICPR3 Curve Number Set:

Green-Ampt Set: ICPR3 Vertical Layers Set:

Impervious Set: ICPR3

Tolerances & Options

Time Marching: SAOR IA Recovery Time: 24.0000 hr Max Iterations: 6

Over-Relax Weight Fact:

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

Proposed Conditions 2

C:\Users\wardt\OneDrive - Ayres Associates Inc\Desktop\FORT KING ICPR MODEL\DuckLake_20180329_(GB)\Model\GWIS_conversion\PROPOSED ICPR4_DuckLake_20230322\7/10/2025 13:02

Opt:

Max dZ: 1.0000 ft

Link Optimizer Tol: 0.0001 ft Rainfall Name: Flmod Rainfall Amount: 12.20 in

Edge Length Option: Automatic Storm Duration: 24.0000 hr

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

(1D):

113 ft2

Energy Switch (1D): Energy

Comment:

Pipe Link: RB01450A Scenario: PROP

From Node: NB01450 To Node: NB01320

Link Count: 1 Flow Direction: Both

Damping: 0.0000 ft Length: 68.40 ft

FHWA Code: 14 Entr Loss Coef: 0.50 Exit Loss Coef: 0.00

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

Upstream Downstream Invert: 71.96 ft Invert: 71.96 ft

Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Rectangular Geometry: Rectangular

Max Depth: 5.00 ft Max Depth: 5.00 ft Max Width: 6.00 ft Max Width: 6.00 ft

Fillet: 0.00 ft Fillet: 0.00 ft Bottom Clip

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

Ref Node: Ref Node:

Manning's N: 0.0130 Manning's N: 0.0130 Top Clip

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

Ref Node: Ref Node:

Manning's N: 0.0130 Manning's N: 0.0130 Comment:

Link Min/Max Conditions with Times [PROP] Link Name

Sim Name

Max Flow [cfs]

Min Flow [cfs]

Min/Max Delta Flow [cfs]

Max Us Velocity [fps]

Max Ds Velocity [fps]

Time to Max Flow [hrs]

Time to Min Flow [hrs]

Time to Min/Max Delta Flow [hrs]

Time to Max Us Velocity [hrs]

Time to Max Ds Velocity [hrs]

RB0145

0A

100_24 134.86 -0.22 -6.08 4.50 4.50 43.7207 2.5212 356.879

43.7207 43.7207

Proposed Conditions 3

C:\Users\wardt\OneDrive - Ayres Associates Inc\Desktop\FORT KING ICPR MODEL\DuckLake_20180329_(GB)\Model\GWIS_conversion\PROPOSED ICPR4_DuckLake_20230322\7/10/2025 13:02

Pipe Link: RB01450B Scenario: PROP

From Node: NB01450 To Node: NB01320

Link Count: 1 Flow Direction: Both

Damping: 0.0000 ft Length: 68.40 ft

FHWA Code: 14 Entr Loss Coef: 0.50 Exit Loss Coef: 0.00

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

Upstream Downstream Invert: 71.94 ft Invert: 71.92 ft

Manning's N: 0.0130 Manning's N: 0.0130 Geometry: Rectangular Geometry: Rectangular

Max Depth: 6.00 ft Max Depth: 6.00 ft Max Width: 5.00 ft Max Width: 5.00 ft

Fillet: 0.00 ft Fillet: 0.00 ft Bottom Clip

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

Ref Node: Ref Node:

Manning's N: 0.0130 Manning's N: 0.0130 Top Clip

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

Ref Node: Ref Node:

Manning's N: 0.0130 Manning's N: 0.0130 Comment:

Link Min/Max Conditions with Times [PROP] Link Name

Sim Name

Max Flow [cfs]

Min Flow [cfs]

Min/Max Delta Flow [cfs]

Max Us Velocity [fps]

Max Ds Velocity [fps]

Time to Max Flow [hrs]

Time to Min Flow [hrs]

Time to Min/Max Delta Flow [hrs]

Time to Max Us Velocity [hrs]

Time to Max Ds Velocity [hrs]

RB0145

0B

100_24 124.89 -0.18 -5.07 4.42 4.59 43.7207 2.5212 356.879

43.7388 43.7207

Node Max Conditions [PROP] 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]

NB00420 100_24 9999.00 109.80 0.0009 36.67 36.56 2208

NB00490 100_24 9999.00 100.10 0.0001 4.23 4.10 8892

NB00650 100_24 9999.00 93.99 0.0004 16.58 16.54 6063

NB00690 100_24 9999.00 89.58 -0.0010 36.61 36.58 1787

NB00910 100_24 9999.00 79.56 -0.0008 106.67 104.29 6856

NB01150 100_24 9999.00 76.79 0.0002 259.73 259.73 9987

NB01200 100_24 9999.00 77.59 0.0003 118.48 114.19 153137

NB01320 100_24 9999.00 77.36 -0.0010 259.75 259.73 23434

NB01400 100_24 9999.00 78.71 0.0002 260.53 260.50 163366

NB01450 100_24 9999.00 77.59 0.0001 260.50 259.78 419387

NB01570 100_24 9999.00 76.78 0.0001 312.61 240.25 1046879

WardT Rectangle

WardT Rectangle

WardT Rectangle

WardT Rectangle

Proposed Conditions 4

C:\Users\wardt\OneDrive - Ayres Associates Inc\Desktop\FORT KING ICPR MODEL\DuckLake_20180329_(GB)\Model\GWIS_conversion\PROPOSED ICPR4_DuckLake_20230322\7/10/2025 13:02

Node Max Conditions w/ Times [PROP] 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]

NB0042

100_24 9999.00 109.80 0.0009 36.67 36.56 2208 12.2582 12.0143 12.2333 12.2583

NB0049

100_24 9999.00 100.10 0.0001 4.23 4.10 8892 12.0969 0.9526 12.0667 12.0969

NB0065

100_24 9999.00 93.99 0.0004 16.58 16.54 6063 12.0542 0.9526 12.0500 12.0542

NB0069

100_24 9999.00 89.58 -0.0010 36.61 36.58 1787 12.1509 12.4812 12.1334 12.1509

NB0091

100_24 9999.00 79.56 -0.0008 106.67 104.29 6856 12.1410 12.7320 12.1000 12.1410

NB0115

100_24 9999.00 76.79 0.0002 259.73 259.73 9987 141.743

12.2173 43.7542 43.7944

NB0120

100_24 9999.00 77.59 0.0003 118.48 114.19 153137 43.8894 1.0068 12.1324 12.1941

NB0132

100_24 9999.00 77.36 -0.0010 259.75 259.73 23434 43.7587 337.257

43.7207 43.7542

NB0140

100_24 9999.00 78.71 0.0002 260.53 260.50 163366 42.4558 12.3771 42.1122 42.3764

NB0145

100_24 9999.00 77.59 0.0001 260.50 259.78 419387 43.6281 12.7604 42.3764 43.4152

NB0157

100_24 9999.00 76.78 0.0001 312.61 240.25 1046879 142.221

12.7604 12.3008 44.1094

Manual Basin | Multi-Scenario | Runoff Summary Report | (sim, name, scenario) Sim Name

Basin Name

Scene Name

Max Flow [cfs]

Time to Max Flow [hrs]

Total Rainfall [in]

Total Runoff [in]

Area [ac] Equivalen t Curve Number

Imperv

% DCIA

100_24 B00420 PROP 21.10 12.3000 12.20 1.22 29.4169 26.1 8.75 6.09

100_24 B00490 PROP 4.23 12.0667 12.20 1.28 4.1833 26.5 18.90 9.25

100_24 B00650 PROP 16.58 12.0500 12.20 7.14 3.3953 62.7 61.41 56.68

100_24 B00690 PROP 36.61 12.1333 12.20 8.01 9.2110 68.5 69.13 64.05

100_24 B00910 PROP 71.37 12.0833 12.20 5.77 20.2054 53.9 49.59 45.12

100_24 B01200 PROP 11.62 12.3667 12.20 7.17 5.0310 62.8 0.55 0.32

100_24 B01320 PROP 16.56 12.1667 12.20 2.43 18.3609 33.6 28.83 16.45

100_24 B01400 PROP 24.26 12.2500 12.20 2.83 20.2697 36.0 16.88 10.08

100_24 B01450 PROP 111.09 12.0500 12.20 5.87 27.6387 54.5 25.80 23.53

100_24 B01570 PROP 123.68 12.4333 12.20 3.23 106.1226 38.4 26.72 18.09