Westshore Marina District Bridge Street Phase 2 (f.k.a. New Port Tampa Bay Phase 2) Stormwater Management Plan & Report

Transcription

1 Westshore Marina District Bridge Street Phase 2 (f.k.a. New Port Tampa Bay Phase 2) Stormwater Management Plan & Report Prepared for BTI Partners 401 E. Las Olas Blvd, Suite 1870 Fort Lauderdale, FL Prepared by 4921 Memorial Highway One Memorial Center, Suite 300 Tampa, Florida (813) November 2016 Project No.

2 Westshore Marina District - Bridge Street Phase 2 (f.k.a. Newport Tampa Bay Phase 2) King Engineering Project Number: Section 8, Township 30 South, Range 18 East Tampa, FL Table of Contents I. General Narrative II. III. SWFWMD Pre Application Meeting Appendix A Pre-app Meeting Minutes Existing Conditions Appendix B USGS Quadrangle Map Appendix C Aerial Map Appendix D NRCS Soils Map Appendix E FEMA Flood Map Appendix F Existing Condition Basin Map and CN/Tc Calculations Appendix G Existing Condition ICPR model Input and Output Appendix H IV. Proposed Conditions Appendix H Proposed Condition Basin Map and CN/Tc Calculations Appendix I Treatment and Drawdown Calculations Appendix J Proposed Condition ICPR model Input and Output Attachments Geotechnical Report Q:\CIVIL\10074\00\02\Design\Reports\Drainage Report.doc

3 I. General Narrative The Westshore Marina District, formally known as New Port Tampa Bay, is a +/-53 acre site located approximately 1000-feet west of the Gandy Boulevard and Westshore Boulevard intersection on the south side of Gandy Boulevard. The site is bordered by Gandy to the north, Tyson Avenue along the south and Old Tampa Bay to the west. The Westshore Marina District Bridge Street Phase 2 project consists of +/-25.8 acres located in the southern portion of the overall development. This area was historically used for industrial and marina uses and previously permitted in 2007 under ERP# for a redevelopment of high density mixed use development consisting of a wet detention stormwater pond proposed to meet water quality requirements; however, the permit expired on 11/03/2012. The project has since been redesigned to include the extension of Bridge Street from Phase 1 to Tyson Avenue, inclusive of a stormwater management system, which will ultimately serve adjacent development within the overall development. The drainage system also includes a box culvert that will bypass stormwater from the residential areas east of Westshore Blvd and discharge directly to Tampa Bay. II. SWFWMD Pre Application Meeting A pre-application meeting was held with the District on January 25, 2016 to discuss the Phase 2 project. The meeting minutes are provided in Appendix A. III. Existing Condition Watershed Though a portion of the Phase 2 project area has direct runoff to Tampa Bay to the west, the majority of the site currently drains to Rattlesnake Ditch (WBID 1640), which is hereon referred to as the onsite ditch. This waterbody is not listed as being an impaired waterbody by the FDEP, therefore presumptive criteria governs. A USGS Quad map and Aerial Map are provided in Appendix B and Appendix C, respectively. Soils Based on the Natural Resource Conservation Service, the underlying soils are classified as St. Augustine Urban Land (A/D) and Wabasso Urban Land (C/D), which are assumed to be in the undrained condition for the calculations herein. An exhibit showing the NRCS mapped soils overlaid on an aerial is provided in Appendix D. A copy of the Report of Geotechnical Exploration prepared by Mactec Engineering and Consulting, Inc., dated August 29, 2005, is attached. Floodplain Based on the FEMA Flood Insurance Rate Map (FIRM) 12057C0344H, dated August 28, 2008, the entire site is located within Zone AE having a determined base flood elevation of 9.0. An exhibit showing the FEMA flood line overlaid on an aerial is provided in Appendix E. Q:\CIVIL\10074\00\02\Design\Reports\Drainage Report.doc

4 Drainage Modeling The Interconnected Channel and Pond Routing (ICPR) version 3.10 with PercPack software was used to assess a comparison of the existing and proposed conditions drainage modeling for this project. All elevations in the models reference the NAVD 88 datum. Phase 2 was previously modeled and approved under ERP The permitted model was used as a base and updated with current topographic survey data to reflect the existing condition, as the site was cleared and a pond was created subsequent to the original permitting. The offsite portions of the watershed upstream of the onsite ditch remain unchanged in the existing model. Hydrology The existing topographic survey was used to update the basin lines to separate out the basins that flow to the ditch, the pond and Tampa Bay. The basins that discharge directly west to Tampa Bay are not included in the model since there are no attenuation requirements for tidal waters. Curve numbers (CN) were calculated for each onsite basin using TR-55. The curve numbers were based on a weighted average dependent on the land use and soil type. Land uses consist mainly of open space and open water. Times of concentration (Tc) were also determined using TR-55, with a minimum of 15 minutes. The Existing Condition Basin Map and CN/Tc calculations are provided in Appendix F. Hydraulics As previously stated, the site consists of an existing pond that was recently excavated. The stage-area of the pond was input based on the updated topographic survey with a weir input connecting it to the onsite ditch. The ditch conveys water from the site as well as offsite areas east of Westshore Blvd. Weir cross sections of the ditch were input based on the updated survey. Other hydraulic features (pipes, weirs, etc.) were input based on updated topographic survey to create the existing condition model used for this drainage assessment. Boundary Conditions The boundary condition was set based on the mean high water elevation of Tampa Bay taken at tide station located on the north side of the Gandy Bridge. The Existing Condition ICPR Model Input and Output are included in Appendix G. IV. Proposed Condition The proposed condition drainage model was developed by using the existing condition drainage model as a base and updating it to reflect the proposed development activities, inclusive of a stormwater bypass system and the +/-1000 foot roadway with a 1.4-acre stormwater pond and associated infrastructure. The proposed pond is designed to account for the treatment of runoff from the proposed Bridge Street (Basin BS-01) along with the future development of a parcel along the east side of Bridge Street (BB-01). The other onsite areas are to remain pervious and are proposed to be diverted via swales into the stormwater outfall system that ultimately discharges to Rattlesnake Ditch. The curve numbers were calculated using the same method as the existing condition. The times of concentration were set a 15 minutes. The Proposed Condition Basin Map and CN/Tc calculations are included in Appendix H. Discharge into the Rattlesnake Ditch outfall is controlled so as to not exceed the predevelopment outflows for the 25-year/24-hour storm event. Q:\CIVIL\10074\00\02\Design\Reports\Drainage Report.doc

5 Based on the geotechnical investigation, the measured SHWL of the pond was set at 3.1 NAVD. The proposed treatment method is wet conservation (permanent pool). Presumptive design criteria for the wet conservation pond requires a minimum permanent pool volume equal to 1 of runoff plus the calculated volume based on average residence time of 14 days and average total rainfall during the wet season. A drawdown device is provided to draw down ½ of runoff from the contributing area in 24 hours with 10 maximum head. The treatment and drawdown calculations are provided in Appendix I. The contributing offsite drainage from the east is proposed to bypass the site by via a 10 x5 box culvert and discharge directly to Tampa Bay. This box culvert was originally permitted under ERP Based on the output results, the bypass significantly reduces upstream staging in the neighborhood drainage. The Proposed Condition ICPR Model Input and Output are included in Appendix J. V. Summary of Results The Westshore Marina District Bridge Street Phase 2 was designed in accordance with SWFWMD and City of Tampa stormwater design criteria. Discharge to the Tampa Bay does not require attenuation, however, discharge to Rattlesnake Creek from the site was designed to not exceed the existing condition flow for the 25-year/24-hour storm event (SWFWMD) or the 5yr-24hr storm event (City). See summary table below. SWFWMD Design Storm Discharge Existing Discharge 25yr/24hr storm cfs Proposed Discharge 25yr/24hr storm cfs CITY OF TAMPA Design Storm Discharge Existing Discharge 5yr/24hr storm cfs Proposed Discharge 25yr/24hr storm cfs Q:\CIVIL\10074\00\02\Design\Reports\Drainage Report.doc

6 Appendix A

7 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. Date: Time: Project Name: Attendees: County: Total Land Acreage: SOUTHWEST FLORIDA WATER MANAGEMENT DISTRICT RESOURCE REGULATION DIVISION PRE-APPLICATION MEETING NOTES 1/25/2016 1:00 New Port Tampa Bay Phase 2 David Kramer, Rhonda Nelson, Kyle Smith (King Eng.) Hillsborough 50+ Sec/Twp/Rge: Project Acreage: 8/30/ acres FILE NUMBER: PA Prior On-Site/Off-Site Permit Activity: Previous pre-app for Phase 1 on 8/12/15 Compliance staff are currently in the process of transferring Phase 1 (infrastructure) to the operation and maintenance phase New Port Tampa Bay Phase 2 Expired 11/3/12 Project Overview: Construction of Phase 2. Mixed use/high density residential. 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.) Environmental considerations not discussed on 1/25/16 although staff recommended that King Eng. coordinate with environmental staff to discuss maintain hydrology to wetlands/mitigation area at the current outfall location located south of Tyson Ave. Also, If applicable: Provide the limits of jurisdictional wetlands. Provide appropriate mitigation using UMAM for impacts, if applicable. Demonstrate elimination and reduction of wetland impacts. Maintain minimum 15 foot, average 25 foot wetland conservation area setback or address secondary impacts. If the project is located in a county which is listed as a coastal county under the Coastal Zone Management Act (CZM) and the project has wetland impacts, it will require a noticing period once the permit application is deemed complete. Wetland and/or surface waters impacts less than 1 acre in size will require a 10 day noticing period, prior to the issuance of the permit. Wetland and/or surface water impacts greater than 1 acre in size will require a 30 day noticing period, prior to the issuance of the permit. Permits could be issued as early as the 11th or 31st day, but staffs schedule and workload will determine the actual issuance date. Site Information Discussion: (SHW Levels, Floodplain, Tailwater Conditions, Adjacent Off-Site Contributing Sources, Receiving Waterbody, etc.) This portion of the Westshore area actually drains to Rattlesnake Ditch (Wbid 1640) prior to discharge to Tampa Bay. Rattlesnake Ditch was not nutrient impaired at the time of the meeting: net improvement not required for discharges to Rattlesnake Ditch. Water Quantity Discussions: (Basin Description, Storm Event, Pre/Post Volume, Pre/Post Discharge, etc.) Collecting and bypassing a large offsite area located east of Westshore Boulevard and conveying directly to Tampa Bay. Demonstrate that the new conveyance system does not cause any additional headloss that would result in increased flood stages up-stream. Since discharge is not directly to Bay, demonstrate that discharges from proposed project area will not cause an adverse impact for a 25-year, 24-hour storm event (creating a bypass for a large offsite drainage basin that currently uses the proposed outfall so this may not be an issue likely a reduction in flow). Water Quality Discussions: (Type of Treatment, Technical Characteristics, Non-presumptive Alternatives, etc.)

8 Provide water quality treatment for entire project area and all contributing off-site flows (if allowed to comingle with on-site runoff). Sovereign Lands Discussion: (Determining Location, Correct Form of Authorization, Content of Application, Assessment of Fees, Coordination with FDEP) N/A Operation and Maintenance/Legal Information: (Ownership or Perpetual Control, O&M Entity, O&M Instructions, Homeowner Association Documents, Coastal Zone requirements, etc.) The permit must be issued to the property owner(s). Provide proof of ownership in the form of a deed or contract for sale. Provide appropriate O&M instructions. Provide appropriate HOA documentation. Application Type and Fee Required: SWERP Sections A, C, and E of the ERP Application - $ Other: (Future Pre-Application Meetings, Fast Track, Submittal Date, Construction Start Date, Required District Permits WUP, WOD, Well Construction, etc.) In accordance with Rule 40D-1.603(2), F.A.C., no later than 30 days after submittal of an initial application of an Individual surface water management permit the applicant shall publish at the applicant's expense a notice of the District's receipt of the application in a newspaper having general circulation as defined in Chapter 50, F.S., in the county or counties in which the activity is proposed. Please provide documentation that such noticing has been accomplished. Note that the published notices of receipt for an ERP must be in accordance with the language provided in Rule 40D-1.603(10), F.A.C., and receipt of an affidavit establishing proof of this publication will be considered a completeness item of this ERP Application. Per Rule 40D-1.603(12), F.A.C., this must be received before the application will be considered complete and the 60-day timeframe for taking agency action on the application will commence. 40D-1.603(12) Applicants required to publish a notice of receipt of application must provide to the District a publisher s affidavit establishing proof of publication pursuant to Sections and , F.S., before the application will be considered complete and the applicable timeframe for taking agency action on the application will commence. provide a copy of the legal description (of all applicable parcels within the project area) in one of the following forms: a. Deed with complete Legal Description attachment. b. Plat. c. Boundary survey of the property(ies) with a sketch. Disclaimer: The District ERP pre-application meeting process is a service made available to the public to assist interested parties in preparing for submittal of a permit application. Information shared at pre-application meetings is superseded by the actual permit application submittal. District permit decisions are based upon information submitted during the application process and Rules in effect at the time the application is complete.

9 Appendix B

10 PROJECT AREA Q:\CIVIL\10074\00\02\Production\Drawings\Concept-Exhibit\USGS MAP.dwg, June 23, :36 PM, BENJAMIN W. RYAN, King Engineering Associate Inc. FILE DATE: 7/24/15 AERIAL DATE: ENGINEERING ASSOCIATES, INC. Austin, Texas Miami, Florida Sarasota, Florida Tampa, Florida Focus Property Boundary W. TYSON AVE.

11 Appendix C

12 W. GANDY BLVD. Q:\CIVIL\10074\00\02\Production\Drawings\Concept-Exhibit\AERIAL MAP.dwg, June 23, :01 PM, BENJAMIN W. RYAN, King Engineering Associate Inc. S.WESTSHORE BLVD. FILE DATE: 7/24/15 AERIAL DATE: ENGINEERING ASSOCIATES, INC. Austin, Texas Miami, Florida Sarasota, Florida Tampa, Florida Focus Property Boundary W. TYSON AVE.

13 Appendix D

14 045 W. GANDY BLVD. Q:\CIVIL\10074\00\02\Production\Drawings\Concept-Exhibit\SOILS MAP.dwg, June 23, :18 PM, BENJAMIN W. RYAN, King Engineering Associate Inc. FILE DATE: 7/24/15 AERIAL DATE: ENGINEERING ASSOCIATES, INC. Austin, Texas Miami, Florida Sarasota, Florida Tampa, Florida Focus Property Boundary Hillsborough County Soils 045 W. TYSON AVE. 056 S.WESTSHORE BLVD. 058

15 Appendix E

16 VE W. GANDY BLVD. ZONE X S.WESTSHORE BLVD. Q:\CIVIL\10074\00\02\Production\Drawings\Concept-Exhibit\FEMA MAP.dwg, June 23, :00 PM, BENJAMIN W. RYAN, King Engineering Associate Inc. FILE DATE: 7/24/15 AERIAL DATE: ENGINEERING ASSOCIATES, INC. Austin, Texas Miami, Florida Sarasota, Florida Tampa, Florida Focus Property Boundary Hillborough County FEMA Flood Data *Source: FEMA Insurance Rate Maps Panel #: 12027C0343H Dated: AUG. 28,2008 VE W. TYSON AVE. X AE

17 Appendix F

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19

20

21 Appendix G

22 Existing Condtions NODAL DIAGRAM Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole C:CHANNEL 1 A:N1110 U:B1110 D:D1110 Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA A:N1030 U:B1050 A:N1050 P:P-1060-N W:OVERFLOW WEIR P:P-1060-S A:N1060 U:B1070 U:B1080 C:CH1090 A:N1090 U:B1090 P:P1100 A:N1100 U:B1100A U:B1100B Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench W:W-1021 A:N1021 U:B1021 C:CHANNEL 2A A:N1020 U:B1020 C:CHANNEL 2B A:N1010 P:P-1010 W:W-RAIL A:N1000 P:P-1000 W:W-TYSON T:S. TYSON Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc.

23 Existing Condtions INPUT DATA ==== Basins ============================================================================== Name: B1020 Node: N1020 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Flmod Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Name: B1021 Node: N1021 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Name: B1050 Node: N1030 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Flmod Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 ERP# Name: B1070 Node: N1060 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Flmod Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Name: B1080 Node: N1060 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Flmod Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Name: B1090 Node: N1090 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Flmod Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 11

24 Existing Condtions INPUT DATA Name: B1100A Node: N1100 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Flmod Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 ERP# Name: B1100B Node: N1100 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Flmod Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 ERP# Name: B1110 Node: N1110 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Flmod Storm Duration(hrs): Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 ERP# ==== Nodes =============================================================================== Name: N1000 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: N1010 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: N1020 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: N1021 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Existing pond Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 11

25 Existing Condtions INPUT DATA TOB is average elevation Initial stage is low TOB elevation Stage(ft) Area(ac) Name: N1030 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area ERP# Stage(ft) Area(ac) Name: N1050 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: N1060 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: N1090 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: N1100 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area ERP# Stage(ft) Area(ac) Name: N1110 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area ERP# Stage(ft) Area(ac) Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 11

26 Existing Condtions INPUT DATA Name: S. TYSON Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage MHW=0.6 Tide Station Time(hrs) Stage(ft) ==== Cross Sections ====================================================================== Name: XS-1010 Encroachment: No Group: BASE Station(ft) Elevation(ft) Manning's N Name: XS-1020 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: XS-1021 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: XS-1030 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Name: XS-1050 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 11

27 Existing Condtions INPUT DATA ==== Operating Tables ==================================================================== Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time(hrs) Clip Depth(in) ==== Pipes =============================================================================== Name: P-1000 From Node: N1000 Length(ft): Group: BASE To Node: S. TYSON Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.50 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dc Bot Clip(in): 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: P-1010 From Node: N1010 Length(ft): Group: BASE To Node: N1000 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.50 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dc Bot Clip(in): 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: P-1060-N From Node: N1060 Length(ft): Group: BASE To Node: N1050 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.00 Invert(ft): Bend Loss Coef: 1.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dn Bot Clip(in): Stabilizer Option: None Upstream FHWA Inlet Edge Description: Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 5 of 11

28 Existing Condtions INPUT DATA Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: P-1060-S From Node: N1060 Length(ft): Group: BASE To Node: N1050 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.00 Invert(ft): Bend Loss Coef: 1.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dn Bot Clip(in): 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: P1100 From Node: N1100 Length(ft): Group: BASE To Node: N1090 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Rectangular Rectangular Flow: Both Span(in): Entrance Loss Coef: 0.50 Rise(in): Exit Loss Coef: 0.50 Invert(ft): Bend Loss Coef: 0.00 Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dn Bot Clip(in): Stabilizer Option: None Upstream FHWA Inlet Edge Description: Rectangular Box: 30 to 75 wingwall flares Downstream FHWA Inlet Edge Description: Rectangular Box: 30 to 75 wingwall flares Existing Box Culvert ERP# ==== Channels ============================================================================ Name: CH1090 From Node: N1090 Length(ft): Group: BASE To Node: N1060 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dn Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ERP# Name: CHANNEL 1 From Node: N1050 Length(ft): Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 6 of 11

29 Existing Condtions INPUT DATA Group: BASE To Node: N1030 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: XS-1050 XS-1030 Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dn Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: CHANNEL 2A From Node: N1030 Length(ft): Group: BASE To Node: N1020 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: XS-1030 XS-1020 Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dn Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Name: CHANNEL 2B From Node: N1020 Length(ft): Group: BASE To Node: N1010 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: XS-1020 XS-1010 Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ==== Drop Structures ===================================================================== Name: D1110 From Node: N1110 Length(ft): Group: BASE To Node: N1100 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span(in): Flow: Both Rise(in): Entrance Loss Coef: Invert(ft): Exit Loss Coef: Manning's N: Outlet Ctrl Spec: Use dc or tw Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 7 of 11

30 Existing Condtions INPUT DATA Top Clip(in): Inlet Ctrl Spec: Use dn Bot Clip(in): 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 ERP# *** Weir 1 of 2 for Drop Structure D1110 *** Count: 1 Bottom Clip(in): Type: Vertical: Mavis Top Clip(in): Flow: Both Weir Disc Coef: Geometry: Rectangular Orifice Disc Coef: TABLE Span(in): Invert(ft): Rise(in): Control Elev(ft): *** Weir 2 of 2 for Drop Structure D1110 *** Count: 1 Bottom Clip(in): Type: Vertical: Mavis Top Clip(in): Flow: Both Weir Disc Coef: Geometry: Circular Orifice Disc Coef: TABLE Span(in): 2.00 Invert(ft): Rise(in): 2.00 Control Elev(ft): ==== Weirs =============================================================================== Name: OVERFLOW WEIR From Node: N1060 Group: BASE To Node: N1050 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: W-1021 From Node: N1021 Group: BASE To Node: N1020 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: XS-1021 Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Name: W-RAIL From Node: N1010 Group: BASE To Node: N1000 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): TABLE Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 8 of 11

31 Existing Condtions INPUT DATA Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: Name: W-TYSON From Node: N1000 Group: BASE To Node: S. TYSON Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE ==== Hydrology Simulations =============================================================== Name: 010Y024H Filename: Q:\CIVIL\10074\00\02\Design\Modeling\ICPR\PRE\ \010Y024H.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: Flmod Rainfall Amount(in): 7.00 Time(hrs) Print Inc(min) Name: 100yr24hr Filename: Q:\CIVIL\10074\00\02\Design\Modeling\ICPR\PRE\ \100yr24hr.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FlMod Rainfall Amount(in): Time(hrs) Print Inc(min) Name: 25yr24hr Filename: Q:\CIVIL\10074\00\02\Design\Modeling\ICPR\PRE\ \25yr24hr.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FlMod Rainfall Amount(in): 8.60 Time(hrs) Print Inc(min) Name: 5yr24hr Filename: Q:\CIVIL\10074\00\02\Design\Modeling\ICPR\PRE\ \5yr24hr.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: FlMod Rainfall Amount(in): 5.50 Time(hrs) Print Inc(min) Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 9 of 11

32 Existing Condtions INPUT DATA ==== Routing Simulations ================================================================= Name: 010YR024HR Hydrology Sim: 010Y024H Filename: Q:\CIVIL\10074\00\02\Design\Modeling\ICPR\PRE\ \010YR024HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) Group Run BASE Yes Name: 100yr24hr Hydrology Sim: 100yr24hr Filename: Q:\CIVIL\10074\00\02\Design\Modeling\ICPR\PRE\ \100yr24hr.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) Group Run BASE Yes Name: 25yr24hr Hydrology Sim: 25yr24hr Filename: Q:\CIVIL\10074\00\02\Design\Modeling\ICPR\PRE\ \25yr24hr.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) Group Run BASE Yes Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 10 of 11

33 Existing Condtions INPUT DATA Name: 5yr24hr Hydrology Sim: 5yr24hr Filename: Q:\CIVIL\10074\00\02\Design\Modeling\ICPR\PRE\ \5yr24hr.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) Group Run BASE Yes Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 11 of 11

34 Existing Condtions BASIN SUMMARY REPORT Name: B1020 B1021 B1050 B1070 B1080 Group: BASE BASE BASE BASE BASE Simulation: 100yr24hr 100yr24hr 100yr24hr 100yr24hr 100yr24hr Node: N1020 N1021 N1030 N1060 N1060 Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh256 Uh256 Uh256 Uh256 Uh256 Peaking Factor: Spec Time Inc(min): Comp Time Inc(min): Rain File: FlMod FlMod FlMod FlMod FlMod Rain Amount(in): Duration(hrs): Status: Onsite Onsite Onsite Onsite Onsite TC(min): Time Shift(hrs): Area(ac): Vol of Unit Hyd(in): Curve Num: DCIA(%): Time Max(hrs): Flow Max(cfs): Runoff Volume(in): Runoff Volume(ft3): Name: B1090 B1100A B1100B B1110 B1020 Group: BASE BASE BASE BASE BASE Simulation: 100yr24hr 100yr24hr 100yr24hr 100yr24hr 25yr24hr Node: N1090 N1100 N1100 N1110 N1020 Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh256 Uh256 Uh256 Uh256 Uh256 Peaking Factor: Spec Time Inc(min): Comp Time Inc(min): Rain File: FlMod FlMod FlMod FlMod FlMod Rain Amount(in): Duration(hrs): Status: Onsite Onsite Onsite Onsite Onsite TC(min): Time Shift(hrs): Area(ac): Vol of Unit Hyd(in): Curve Num: DCIA(%): Time Max(hrs): Flow Max(cfs): Runoff Volume(in): Runoff Volume(ft3): Name: B1021 B1050 B1070 B1080 B1090 Group: BASE BASE BASE BASE BASE Simulation: 25yr24hr 25yr24hr 25yr24hr 25yr24hr 25yr24hr Node: N1021 N1030 N1060 N1060 N1090 Type: SCS SCS SCS SCS SCS Unit Hydrograph: Uh256 Uh256 Uh256 Uh256 Uh256 Peaking Factor: Spec Time Inc(min): Comp Time Inc(min): Rain File: FlMod FlMod FlMod FlMod FlMod Rain Amount(in): Duration(hrs): Status: Onsite Onsite Onsite Onsite Onsite TC(min): Time Shift(hrs): Area(ac): Vol of Unit Hyd(in): Curve Num: DCIA(%): Time Max(hrs): Flow Max(cfs): Runoff Volume(in): Runoff Volume(ft3): Name: B1100A B1100B B1110 Group: BASE BASE BASE Simulation: 25yr24hr 25yr24hr 25yr24hr Node: N1100 N1100 N1110 Type: SCS SCS SCS Unit Hydrograph: Uh256 Uh256 Uh256 Peaking Factor: Spec Time Inc(min): Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 2

35 Existing Condtions BASIN SUMMARY REPORT Comp Time Inc(min): Rain File: FlMod FlMod FlMod Rain Amount(in): Duration(hrs): Status: Onsite Onsite Onsite TC(min): Time Shift(hrs): Area(ac): Vol of Unit Hyd(in): Curve Num: DCIA(%): Time Max(hrs): Flow Max(cfs): Runoff Volume(in): Runoff Volume(ft3): Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 2

36 Existing Condtions NODE MAXIMUM REPORT 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 N1000 BASE 100yr24hr N1000 BASE 25yr24hr N1000 BASE 5yr24hr N1010 BASE 100yr24hr N1010 BASE 25yr24hr N1010 BASE 5yr24hr N1020 BASE 100yr24hr N1020 BASE 25yr24hr N1020 BASE 5yr24hr N1021 BASE 100yr24hr N1021 BASE 25yr24hr N1021 BASE 5yr24hr N1030 BASE 100yr24hr N1030 BASE 25yr24hr N1030 BASE 5yr24hr N1050 BASE 100yr24hr N1050 BASE 25yr24hr N1050 BASE 5yr24hr N1060 BASE 100yr24hr N1060 BASE 25yr24hr N1060 BASE 5yr24hr N1090 BASE 100yr24hr N1090 BASE 25yr24hr N1090 BASE 5yr24hr N1100 BASE 100yr24hr N1100 BASE 25yr24hr N1100 BASE 5yr24hr N1110 BASE 100yr24hr N1110 BASE 25yr24hr N1110 BASE 5yr24hr S. TYSON BASE 100yr24hr S. TYSON BASE 25yr24hr S. TYSON BASE 5yr24hr Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 1

37 Existing Condtions LINK MAXIMUM REPORT 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 CH1090 BASE 100yr24hr CH1090 BASE 25yr24hr CHANNEL 1 BASE 100yr24hr CHANNEL 1 BASE 25yr24hr CHANNEL 2A BASE 100yr24hr CHANNEL 2A BASE 25yr24hr CHANNEL 2B BASE 100yr24hr CHANNEL 2B BASE 25yr24hr D1110 BASE 100yr24hr D1110 BASE 25yr24hr OVERFLOW WEIR BASE 100yr24hr OVERFLOW WEIR BASE 25yr24hr P-1000 BASE 100yr24hr P-1000 BASE 25yr24hr P-1010 BASE 100yr24hr P-1010 BASE 25yr24hr P-1060-N BASE 100yr24hr P-1060-N BASE 25yr24hr P-1060-S BASE 100yr24hr P-1060-S BASE 25yr24hr P1100 BASE 100yr24hr P1100 BASE 25yr24hr W-1021 BASE 100yr24hr W-1021 BASE 25yr24hr W-RAIL BASE 100yr24hr W-RAIL BASE 25yr24hr W-TYSON BASE 100yr24hr W-TYSON BASE 25yr24hr Q:\CIVIL\10074\00\02\DESIGN\MODELING\ICPR\PRE\ \PRE.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 1

38 Appendix H

39

40

41

42 Appendix I

43 4921 Memorial Highway, Suite 300 Tampa, FL Computed By: RRM Checked By: KDS Date: 7/18/2016 Job No. Pond Name: Pond BB-1 Project: Westshore Marina District - Bridge Street Phase 2 Basin NameArea (ac) CN Perv. Area (ac) BS BB Total Basin Area = ac Total Curve Number = 25YR/24HR Rainfall Depth = in C = 0.80 Pond Treatment Method: Wet Conservation Pond Geometry: Elevation Area (ac) Storage (ac-ft) Treatment Bottom Grade Break Normal Water Level Top Treatment Top of Bank Pond Treatment Volume: 1. Treatment Volume as 1" of runoff 1.30 ac-ft 2a. Perm. Wet Pool Volume (14 day res) 3.68 ac-ft 2b. Perm. Wet Pool Volume (0.667" of runoff) 0.87 ac-ft Required Permanent Pool Volume 4.98 ac-ft Provided Permanent Pool Volume 6.73 ac-ft Pond Drawdown Volume: Required Drawdown Volume Provided Drawdown Volume 0.65 ac-ft 0.65 ac-ft Q:\CIVIL\10074\00\02\Design\Modeling\EXCEL\Wet Conservation Treatment.xls