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08 18 2009 LPA Group RAI Response #2 App 40-061-68172-12 Stormwater Master Plan Update
THE LPA GROUP INCORPORATED Transportation Consultants 615 CRESCENT EXECUTIVE COURT ■ SUITE 200 ■ LAKE MARY, FLORIDA 32746-2146 ■ 407-306-0200 ■ FAX 407-306-0460 August 18, 2009 Ms. Karen Garrett -Kraus, Senior Regulatory Scientist Mr. Mark Crosby, Engineer III Department of Water Resources St. Johns River Water Management District 525 Community College Parkway S.E. Palm Bay, Florida 32909 Subject: Sebastian Municipal Airport Stormwater Master Plan Update Application No. 40-061-68172-12 Dear Ms. Garrett -Kraus and Mr. Crosby: The following are responses to your RAI, dated August 5, 2009: 1) The plans provided with the response do not provide enough details and specifications for construction of a project and is labeled "Post Development Drainage Map." Please provide detailed construction plans depicting all proposed construction activities. Please ensure these plans also contain erosion/turbidity control details and stabilization specifications for the proposed retention areas. [40C-42.025 (10); 40C-4.301 (1) (i), F.A.C.] The only construction proposed at this time is the Airport Drive East project permitted under 40-061-68172-14. Erosion control plans are included on sheet C-101 of the Airport Drive East construction plans previously submitted. All other plans for the Airport are conceptual in nature. A Stormwater Pollution Prevention Plan Sheet, Sheet C-103 has been added to the Stormwater Master Plans. A copy has been included with this response. Detailed construction plans depicting future improvements will be submitted as modifications to this ERP. 2) Please provide construction details for the proposed ditch re -grading associated with control structure S-13 and Pond 3. Please include sufficient cross -sections that depict side -slopes, bottom grades referenced to NAVD, and stabilization methods. [40C-42.025 (10); 40C-4.30t (1) (i), F.A.C.] Construction details including cross sections for the proposed ditch re -grading have been added to the plans in Figures 7 and 8E and are included with this response. 3) Please provide a notation on the construction plans indicating that all information is referenced to NAVD. [40C-4.301 (1) (i), F.A.C.] ATUWTA ■ BALTIMORE ■ BATON ROUGE ■ CHARLOTTE ■ COLUMBIA ■ FALLS CHURCH ■ GREENSBORO ■ IRVINE ■ JACKSONVILLE • KENNESAW ■ KNOXVILLE LITTLE ROCK ■ MOBILE ■ NASHVILLE ■ OCEAN SPRINGS ■ ORLANDO ■ RALEIGH ■ SARASOTA ■ TALLAHASSEE ■ TAMPA ■ WEST PALM BEACH Ms. Karen Garrett -Kraus and Mr. Mark Crosby, Page 2 A note referencing elevations to NAVD 88 has been added to Sheet C-101. A copy is included with this response. 4) The nutrient loading calculations provided to demonstrate conformance with the criterion for discharge to an Impaired Water Body indicate that 0.25 inches of dry retention volume is needed to meet the rule for the Pond 3 basin. The information provided for the basin served by this wet detention system does not show any proposed dry retention systems with this volume of water quality treatment. Please clarify where this treatment will occur. [40C-42.023(1)(a), F.A.C.; 8.3(a), Stormwater AH] The pollutant loading calculations have been revised to reflect a wet detention/OFW treatment system with no dry retention required. The calculation shows no additional water quality treatment is required. A copy of the calculation has been included with this response in Appendix B. 5) The Consumptive Use Permit (CUP number 2075-4) for this project indicated that some of the golf course ponds are used for irrigation, and that the system is augmented by groundwater up to the elevation 15.5 ft NGVD. Additionally, it indicated that the ponds should be evaluated for the feasibility of using stormwater reuse to fiirther reduce the need for groundwater withdrawals within 6 months of the last permit issuance. It required (condition number 23) that a report be provided to the District demonstrating the feasibility of this by February 28, 2001. This information does not appear to have ever been provided. The District recommends that you design the system to be a stormwater reuse system to be consistent with the CUP requirements, and to reduce the need for groundwater withdrawals. In your response, you indicated this was not feasible, however, nothing was provided to indicate why. The system is already being used for irrigation, therefore it should be feasible to modify it to be compatible with a stormwater reuse design, which is a commonly used design for golf course projects. Please provide updated plans, calculations, and information as applicable. [40C-2; 40C-4.301 (1) (e), (i), F.A.C.] The preliminary re -use calculations indicated that the amount of withdrawal of stormwater runoff required for re -use exceeds the current CUP permitted withdrawal. At this time the Airport is not prepared to modify the CUP to allow for re -use, therefore stormwater re -use has not been incorporated into the design. 6) The stage/storage calculations for the retention area proposed to serve post -development basin "Airport Drive East B" show the bottom of the area at the elevation 19 ft. NAVD, however, the Post Development Drainage Map appears to show the bottom at around 18 ft. (unclear since the contour information is covered by basin information). Also, the recovery analysis uses 18 ft. as well. Please review and revise to be consistent. [40C- 4.301 (1) (i), F.A.C.] The stage storage calculations have•been revised to reflect a bottom elevation of 18.0 feet NAVD. A copy of the revised calculations has been included with this response in Appendix B. Ms. Karen Garrett -Kraus and Mr. Mark Crosby, Page 3 7) The water quality treatment volume calculations for the retention pond proposed to serve basin "Airport Drive East B" show the treatment volume elevation at 19.4 ft. NAVD, however; the control structure, inlet S-9, is proposed with a weir at 18.4 ft. NAVD and the top of grate at 19 ft. NAVD, both of which are below the treatment elevation. Please review and revise. [40C-42.026 (1) (a); 40C-4.301 (1) (i), F.A.C.] The water quality treatment volume calculations have been revised based on Comment 6 and now show a treatment volume elevation of 18.4 feet NAVD, and a top of grate at 19.0 feet NAVD. A copy of the revised calculations has been included with this response in Appendix B. 8) The stormwater report indicates that an existing dry retention area labeled "Depressional Area 3" will serve new impervious areas in its basin, however; the pre and post - development land use tables do not show a change in impervious areas for the basin draining to it. Water quality treatment volume calculations are provided for this area, but it is not clear why considering there is no proposed change in land use or proposed impervious areas. Additionally, the recovery analysis for the area demonstrates that it does not meet the recovery criterion of 72 hours. Please clarify what is proposed in this basin, and, if there are proposed construction activities, demonstrate how Depressional Area 3 will be modified to meet the recovery criterion. [40C-42.026 (1) (c); 40C-4.301 (1) (e), (i), F.A.C.] A review of the plans indicates that there is no new impervious area planned for the basin labeled Depressional Area 3. Milling and resurfacing of the existing pavement is proposed in the future. This area was not previously permitted and recovery calculations were performed to determine discharge to the downstream systems. The treatment volume and recovery calculations have been removed from the submittal. 9) Water quality treatment volume calculations are provided for Pond 1, however; the pre and post -development land use tables do not show any proposed changes. Please clarify what is proposed in this basin and/or why these calculations have been included in the report. [40C-4.301 (1) (i), F.A.C.] Proposed changes include milling and resurfacing of existing pavement in Basins Airport Drive East A and Airport Drive East B, as well as the construction of dry retention systems within these basins. Runoff above the required treatment volume will discharge to the existing ditch that contributes to Pond 1. Future plans for the airport include the narrowing of the existing runway that drains to Pond 1. Construction plans and details will be provided as a modification to this ERP at a later date. 10) The construction plans for the control structures and the ICPR input information indicate the proposed circular orifice diameter for S-13 is 7 inches whereas the sizing analysis uses 6 inches. Please revise for consistency. [40C-42.026 (4) (b); 40C-4.301 (1) (i), F.A.C.] Ms. Karen Garrett -Kraus and Mr. Mark Crosby, Page 4 Construction plan sheet C-102 and the ICPR model have been revised to indicate an orifice diameter of 6 inches for S-13. Copies of plan sheet C-102 and the ICPR model have been included with this response. 11) Your stormwater report indicates that Outfall 2 drains to Lake A of the Collier Club Subdivision. Please be advised that this is incorrect; the outfall is along the boundary of the Collier Club and directly into Collier Creek by pipes and swales as indicated on your topographic survey. Please update your report and tailwater information. [40C-4.301 (1) (i), F.A.C.] The report and ICPR model have been updated to show Outfall 2 discharging to Collier Creek. The tailwater has been revised based on the FEIVIA Flood Insurance Study for Collier Creek. Documentation is provided in Appendix B of the response. 12) The Land Use and Land Cover map submitted with your response indicates that there are wetlands within the project area that were not previously delineated or reviewed as there was no proposed construction within the airport property adjacent to the golf course. The wetlands within the project area must be identified and delineated if this area will be part of the airport's project area or identify on the plans the area of future development to demonstrate that the future development will not directly or secondarily impact wetlands. If the wetlands are to be delineated, please contact Karen Garrett -Kraus at (321) 676- 6625 to review and approve the flagging. When the flagging has been approved, clearly indicated the wetlands' surveyed size, location, and limits on your plans. Please include a description of the wetlands and submit Table 1 and 2 of the Wetland Summary Tables. [Chapter 62-340.300, F.A.C., 40C-40.301(l), 4OC-4.302(l), F.A.C.] A revised SJRWMD FLUCFCS map with the updated project limits is included with this response. The updated or new project area does not contain wetlands (FLUCFCS 600 series) but contain surface waters or ditches (FLUCFCS 5100). According to the 2004 SJRWMD FLUCFCS data and mapping, there are two areas that are outside the project area and are owned by others which are adjacent to the Airport project area that contain wetlands that have been classified as FLUCFCS 6460 and 6250 (SJRWMD Land Use and Land Cover Map). These wetlands are immediately adjacent to the ditch that conveys stormwater from Pond 3 and are part of the Collier Club subdivision property. After reviewing the most recent available aerial photography for this area (FDOT 2006 aerial photo), these wetlands have since been filled. A verified FLUCFCS Map that contains information from a topographic survey of the project area conducted on December 5, 2008 and the results of an aerial photography verification effort completed to confirm the habitats within the project area (Verified Land Use and Cover Map). 13) Please identify all the surface waters within the proposed project area on the plans and indicate the surface water impacts with cross -hatching or other means. The drainage ditch to be re -graded and the installation of a culvert associated with Inlet S-13 are considered surface waters from top of bank to top of bank and any work below top of bank is considered a surface water impact. Please provide the following information: Ms. Karen Garrett -Kraus and Mr. Mark Crosby, Page 5 • Please clearly identify the top -of -bank of the drainage ditches on your plans. • Please provide the total acreage of surface water impacts resulting from dredging and/or filling below the top of bank. [Ch.62-340.600(1),F.A.C., section 12.2.2.2, A.H., 40C-4.301(l) and 40C-4.302(l), F.A.C.] The Surface Waters Map (Figure 9) is included with this response and has been revised to include the following information for each surface water: • Top of bank • Surface Water ID • Total area within project limits • Impact area (shaded/hatched) • Area of impact (acre) • Type of impact (dredge or fill) The above information for each surface water has also been reflected in Table 1, in the revised Permit Application also included with this response. We appreciate your patience, and look forward to completing the permit modification with you. Should you have any questions, please do not hesitate to call me in the Lake Mary office at 407- 306-0200. Sincerely, THE LPA GROUP INCORPORATED Patricia A. Therrien, P.E. Senior Drainage Engineer cc: Joe Griffin (City of Sebastian) File (TA412029.1g-SJRWMD) -Fermi ing MR SIGNATURE DOCUMENT Permit Number: 68172 -12 Submittal Confirmation Number: 190514 Project Name: Stormwater Master Plan Update This document is signed and sealed to secure the electronic files referenced by the signature files as described in the Florida Department of Business and Professional Regulation. Signature File Created: Tue Aug 25 08:37:09 EDT 2009 Number Signed/Sealed Files: 2 Name: Patricia A. Therrien Type of Professional Registration: PE, License Number: 52120 Signature: Date:. SIGNATURE FILE NAME: 40-061-68172-12 RAI-Response.PDF SHA-1: 21 FCC087A39257ED77AF65B9F6D9345B1 EE1 E5BF DESCRIPTION: letter response to comments SIGNATURE FILE NAME: TA412029-RAI #2 Response.pdf SHA-1: 4 E40 BAA205 B40 593 B 36 F D B 198782 C4 7 D D 7 5839C E DESCRIPTION: revised plans and calculations -- End of Signature Document -- St. Johns River Water Management District Environmental Resource Permit Application Stormwater Report for Sebastian Municipal Airport Stormwater Master Plan Update RAI Response #2 SE�T�N MUNICIPAL AIRPORT August 2009 Index and Certification Page St. Johns River Water Management District Environmental Resource Permit Application Drainage Report Stormwater Master Plan Update August 17, 2009 Drainage Report Narrative & Figures Drainage Computations 24 Pages Appendix B Project Plans Appendix D Patricia Therrien State of Florida P.E. Number 52120 THE LPA GROUP INCORPORATED 615 Crescent Executive Court, Suite 200 Orlando, FL 32817 407-306-0200/0460(Fax) FL Registration 0004307 Addendum to Stormwater Master Plan Update Table of Contents Introduction.......................................................................................................... 3 Soils / Groundwater Information........................................................................4 Floodplain / Wetland Information.......................................................................5 ExistingConditions.............................................................................................5 Stormwater Management....................................................................................5 Proposed Conditions and Analysis...................................................................7 WaterQuality.....................................................................................................10 Summary............................................................................................................13 Permit Application.............................................................................Appendix A Drainage Computations....................................................................Appendix B + Attenuation Summary + Proposed Conditions Data o Curve Number Calculation o Stage -Storage Table o Phosphorus Loading Analysis + Existing Conditions ICPR Input / Output o Input Data o Node Minimum / Maximum o Basin Summary Report + Proposed Conditions ICPR Input / Output o Input Data o Node Minimum / Maximum o Basin Summary Report + Supplemental Information Construction Plans............................................................................Appendix D 1 Figures Figure No. Description 1 Aerial Map 2 Quadrangle Map 3 Soils Map 4 100-year Flood FEMA Map 5 FLUCSFS Land Use Map\ 5a Verified Land Use and Cover Map 6 Pre -Development Drainage Map 7 Post -Development Drainage Map 8 Ditch Exhibit 9 Surface Waters Tables Table No. Description Page 1 Summary of Soils Information ................................... 4 2 Summary of Drainage Areas ..................................... 8 3 Summary of Project Area .......................................... 9 4A Summary of Treatment Volume ............................... 10 4B Summary of Treatment Volume ............................... 10 4C Summary of Treatment Volume ............................... 11 4D Summary of Treatment Volume ............................... 11 5 Summary of Basins ................................................. 12 6 Summary of Tailwater Conditions ............................ 13 7 Summary of Peak Stages ........................................ 14 8 Summary of Peak Flows .......................................... 14 2 INTRODUCTION The City of Sebastian wishes to provide improvements to the Sebastian Municipal Airport (Airport). The improvements include the construction of the Maintenance Building, extension of Airport Drive East, and a stormwater management facility. Figure 1 shows a location map for the site and Figure 2 is the USGS quad map. This site is within the jurisdictional limits of Indian River County and the St. Johns River Water Management District (SJRWMD). The existing golf course ponds (Pond 1 and Pond 3) and two additional dry retention ponds will be used to provide treatment and attenuation for the Stormwater Master Plan Update, which includes current proposed development of Airport Drive East and Maintenance Building which has been previously permitted under Permit No. 40-061-68172-14. Please see Figure 7 Proposed Drainage Map. The Airport is located in Sebastian, Florida (Indian River County) in Section 22, Township 30 South, Range 38 East and Sections 28 and 29, Township 31 South, Range 38 East. Roseland Road borders the site to the west and Airport Drive East to the southeast. The Airport is located approximately one mile west of the Indian River and 600 feet east of the South Prong of the Sebastian Creek. The total property area for the Airport is approximately 615.97 acres. The project acreage for which this permit modification application is sought is approximately 86.24 acres. The proposed impervious area for which the permit is sought is approximately 24.97 acres, included in Basins Airport Drive East A, Airport Drive East B, Airport Drive East C, Maintenance Building A, Maintenance Building B, Runway Basin, Depression 3, Hangar A, Pond 1, and Pond 3 only. This acreage includes previously permitted Airport Drive East Extension and Maintenance Building (Permit No. 40-061-68172-14). The site contains a number of small ditch systems. Some of these ditch systems are piped to or outfall directly to the Sebastian Creek west of the Airport. Other ditches drain off the property to the east. There are also a number of low areas throughout the site that do not drain off the Airport property during the 25-year 24- hour storm event. The permitting for these ditches was not found in SJRWMD or the Florida Department of Environmental Protection databases. Stormwater runoff from Airport Drive East A and Airport Drive East B will collected into two dry retention ponds (Airport Drive East A Pond and Airport Drive East B Pond) which will provided treatment and attention. The two dry retention ponds will drain through the existing double 6" metal pipes and will be conveyed to golf course Pond 1. The development proposed in the Runway Basin will be collected, treated and attenuated in Pond 1. The proposed development in Maintenance Building A, Maintenance Building B, Hangar A, and Airport Drive East C will be collected and conveyed to the wet detention pond (Golf Course Pond 3) located towards the south of the site. The stormwater pond will provide water quality treatment and peak flow attenuation. Pond 3 will discharge to the adjacent existing ditch. The ditch will ultimately outfall into the Sebastian River Lagoon. The hydrologic and hydraulic computer model ICPR Version 3.0, from Streamline Technologies and the Uh323 unit hydrographs, has been used to perform the hydrologic and hydraulic analysis of the stormwater management system for the existing and post - development conditions. ICPR uses a link and node concept to transform a physical system into a mathematical framework and numerical model. This project meets the design requirements set forth in accordance with the SJRWMD stormwater drainage criteria, and the National Pollutant Discharge Elimination Systems (NPDES) criteria. This report provides information to support the stormwater management analysis and design for the Stormwater Master Plan Update, which includes the current proposed development of Airport Drive East and Maintenance Building, and a request for an Individual Permit from SJRWMD. A copy of the SJRWMD permit application is included in Appendix A. SOILS/GROUNDWATER INFORMATION The soils within the project limits are identified in the "Soil Survey of Indian River County Area Florida" dated April 1979, as listed in Table 1 below. According to the Soil Conservation Services Soil Survey of Osceola County, the soils encountered within the project range from excessively drained soils to poorly drained soils. Table 1 Summary of Soils Information Soil Name Soil Hydrologic Description Number Group Immokalee 4 B/D Nearly level, poorly drained, sandy soils Urban 22 - More than 70 percent of this area is covered by urban Land facilities Arents 23 B Soil consists of material dug from several areas and is typically used as fill Figure 3 shows the different soils for the project. Normal Water Levels (NWL) of the groundwater elevations at the time of the survey exploration were used for the control elevations of the ponds as well as hand augers performed by KSM Engineering. Please see the Geotechnical Report under Appendix C. FLOODPLAIN/WETLAND INFORMATION According to Indian River County's Flood Insurance Rate Map (FIRM) panel 12061C0076E, the project lies within Zone X, which is defined as areas outside of the 100-year floodplain. Figure 4 shows an exhibit of the flood map. Based on the stormwater master plan data (SJRWMD, Permit No. 4-061-68172-5), there are no proposed wetland impacts associated with this proposed project. No wetlands exist within the project extents. EXISTING CONDITIONS There are several existing permits onsite: Rehabilitation of Taxiway A Permit No. 40-061-68172-10, Airport Administration and Police Evidence Compound Permit No. 40-061-68172-8, and Sebastian Airport Hangar A Permit No. 40-061-68172-11. The Stormwater Master Plan Update, which includes the current proposed development of Airport Drive East Extension and Maintenance Building which has been permitted under Permit No. 40-061-68172-14, is jurisdictionally within the SJRWMD and hydrologically within the Indian River Lagoon basin. Cover classification within the project area consists of brush, grass, and ponds. Elevations throughout the project area vary from 20 to 15 feet NGVD (see USGS Quad map, Figure 2). The elevations on the USGS Quad map are NGVD 1929 datum. The project survey elevations are NAVD 1988 datum. The topography in the area has a mildly sloping terrain with grades that vary from 0.0 to five percent. The lower areas have ditches or ponds associated with them. The existing conditions calculations are included in Appendix B. The overall drainage patterns are shown on the Pre -Development Drainage Map, Figure 6. The Airport Drive East A, Airport Drive East B, and Airport Drive East C Basins currently drain to Pond 1. STORMWATER MANAGEMENT Stormwater treatment and attenuation will be provided in accordance with regulations of the SJRWMD. The following sections describe the engineering methodologies used for the stormwater management of the proposed project. Design Requirements SJRWMD Criteria Regulations which govern the stormwater management design for the Stormwater Master Plan Update include: SJRWMD; NPDES; and National Flood Insurance Program, administered by FEMA. + Design Storm: 25-year 24-hour for open basin. + 100-year 24-hour for flood protection of building floors. + Discharge: Post -development discharge shall be less than or equal to the pre -development discharge. + Dry Retention Ponds: Treatment Volume — First 1.0 inch of runoff over the drainage area or 2.5 inches times the impervious area (excluding water bodies), whichever is greater. + Wet Detention Ponds: Treatment Volume — First 0.5 inch of runoff over the drainage area or 1.25 inches times the impervious area (excluding water bodies), whichever is greater. + Online Treatment: Requires an addition 0.5 inch of runoff over the drainage area. + Additional treatment volume is required for systems which discharge directly to Class I, Class II, and Outstanding Florida Waters, or Class III waters which is that it provides either: an additional fifty percent of both the required treatment and permanent pool volumes, or pre-treatment of the stormwater prior to the stormwater entering the wet detention pond by following the requirements for underdrains. a Pond Geometry: Maintenance and operation of a mean depth of 2-8 feet (volume over area), and a maximum depth of 12 feet with average length to width ratio of 2:1. Slopes should not be steeper than an average of 3:1 from the control elevation and 2 feet below the control elevation. + Recovery for Wet Detention Ponds: One -Half the required treatment volume within 24 and 30 hours (but no more than one-half of this volume will be discharged within the first 24 hours), shall be discharged through an opening of no smaller than 6 square inches. The entire treatment volume shall recover within 14 days. + Recovery for Dry Retention Ponds: The entire required treatment volume shall recover within 72 hours. + Littoral Zone: Shall be provided and shall be gently sloped (6H:1V or flatter). At least 30% of the wet detention area shall consist of a littoral zone. The treatment volume should not cause the pond level to rise more than 18 inches above the control elevation. If no littoral zone is provided then, the applicant can provide either: an additional fifty percent of the appropriate permanent pool volume as required, or pre- NPDES Criteria FEMA Criteria treatment of the stormwater prior to the stormwater entering the wet detention pond by following the requirements for underdrains. a Permanent Pool Volume: is the greater of the following: one inch of runoff over the drainage area or 2.5 inches times the impervious area. Provide 21 day residence time during the wet season (June -October). This option is for a non -littoral zone option. + Effective sediment and erosion controls must be employed for construction activities that have one or more acres of exposed soils. + Encroachment in the 100-year floodplain (if applicable) shall not cause an increase in base (100-year) flood elevations of more than 1.0 foot. PROPOSED CONDITIONS AND ANALYSIS The existing golf course Pond 1 is proposed as stormwater wet detention pond. The existing golf course Pond 3 is proposed as stormwater wet detention pond. They have both been sized to accommodate the required volume and attenuation volume for the proposed ultimate development of the South East area of the Sebastian Municipal Airport. Stormwater runoff from Airport Drive East A and Airport Drive East B will collected into two dry retention ponds (Airport Drive East A Pond and Airport Drive East B Pond) which will provided treatment and attention. The two dry retention ponds will drain through the existing double 6" metal pipes and will be conveyed to golf course Pond 1. The development proposed in the Runway Basin will be collected, treated and attenuated in Pond 1 (Golf Course Pond 1). The proposed development in Maintenance Building A, Maintenance Building B, Hangar A, and Airport Drive East C will be collected and conveyed to the wet detention pond (Golf Course Pond 3) located towards the south of the site. The stormwater pond will provide water quality treatment and peak flow attenuation. Pond 3 will discharge to the adjacent existing ditch. The ditch will ultimately outfall into the Sebastian River Lagoon. Design Methodology ICPR was used to develop hydrographs and to compute peak stage for the ponds, depressional areas and nodes. The Rational Method was used to compute peak discharges for the storm sewer. Times of concentration and runoff volumes were computed utilizing the methodology described in TR-55. ICPR Drainage Area results are included in Appendix B. Curve Numbers and Roughness Coefficients (Manning's n) were obtained from Table 2.2a and 3.1, respectively, in TR-55. Drainage areas were computed from the project site plans. Runoff coefficients were determined utilizing Table 2-2 in the FDOT Storm Drain Handbook. Rainfall intensities were estimated from precipitation data found on SJRWMD's website. Hydrologic and hydraulic computations are included in Appendix B. A summary of drainage areas used in the pre -development and post -development areas is shown in Table 2. Table 2 Summary of Drainage Areas Basin Name Pre Development Pre Impervious Pre Development Post Development I Post Impervious I Post Development (acres) (acres) Outfall (acres) (acres) Outfall Depression 1 1.28 0.05 Pond 3 1.28 0.05 Pond 3 Depression 2 2.29 0.05 Pond 3 2.29 0.05 Pond 3 Depression 3 8.24 2.34 Pond 3 7.84 2.34 Pond 3 Ditch 2-1 0.87 0.07 Outfall 1 0.87 0.07 Outfall 1 Ditch 2-2 0.98 0.05 Outfall 1 0.98 0.05 Outfall 1 Ditch 2-3 2.08 0.00 Outfall 1 2.08 0.00 Outfall 1 Ditch 2-4 7.48 0.72 Outfall 1 7.48 0.72 Outfall 1 Ditch 3 10.70 0.35 Outfall 2 10.70 0.35 Outfall 2 Runway Basin 33.36 4.44 Pond 1 33.36 4.44 Pond 1 Pond 1 6.44 2.05 Pond 1 6.44 2.05 Pond 1 Pond 2 7.08 1.75 Outfall 1 7.08 1.75 Outfall 1 Pond 3 18.48 3.62 Outfall 1 18.48 3.62 Pond 3 Pond 4 18.35 2.53 Pond 4 18.35 2.53 Pond 3 Maintenance Building A 1.32 0.75 Pond 3 3.06 2.14 Pond 3 Maintenance Building B 2.87 0.00 Pond 3 5.27 3.69 Pond 3 Maintenance Building C 1.69 1.01 Pond 3 - - Maintenance Building D 1.36 1.01 Pond 3 - Maintenance Building E 1.09 0.00 Pond 3 - - Hangar A 2.36 0.74 Pond 1 2.36 1.65 Pond 3 Airport Drive East A 2.71 1.42 Pond 1 2.52 1.13 Pond 1 Airport Drive East B 3.12 2.36 Pond 1 2.21 0.74 Pond 1 Airport Drive East C 2.31 1.59 Pond 1 3.81 3.17 Pond 3 Administration and Police 3.36 1.27 Ex. Dry Pond 3.36 1.27 Pond 3 Ta)dway F 2.25 1.45 Ex. Dry Pond 2.25 1.45 Pond 3 TOTAL 142.07 29.62 142.07 33.26 The overall drainage patterns are shown on the Post - Development Drainage Map, Figure 7. The Maintenance Building A, Maintenance Building B, and Hangar A Basins include 70% impervious area for ultimate build -out. Airport Drive East Basin C Basin includes 83% impervious area for ultimate build -out. The previous permit for Airport Drive East Extension which includes the Maintenance building has been taken account in the Airport Drive East C and Hangar A Basins. The total project area for which the permit is sought is 86.24 acres. A summary of drainage areas used in the pre -development and post -development areas is shown in Table 3.Table 3 Summary of Project Area. Table 3 Summary of Project Area Basin Name Pre Development Pre Impervious Pre Development Post Development Post Impervious Post Development (acres) I (acres) I Outfall I (acres) I (acres) I Outfall Depression 3 8.24 2.34 Pond 3 7.84 1.94 Dep 3 Pond Runway Basin 33.36 4.44 Pond 1 33.36 4.44 Pond 1 Pond 1 6.44 2.05 Pond 1 6.44 2.05 Pond 1 Pond 3 18.48 3.62 Outfall 1 18.48 3.62 Pond 3 Maintenance Building A 1.32 0.75 Pond 3 3.06 2.14 Pond 3 Maintenance Building B 2.87 0.00 Pond 3 5.27 3.69 Pond 3 Maintenance Building C 1.69 1.01 Pond 3 - - - Maintenance Building D 1.36 1.01 Pond 3 - - - Maintenance Building E 1.09 0.00 Pond 3 - - - Hangar A 2.36 0.74 Pond 1 2.36 1.65 Pond 3 Airport Drive East A 2.71 1.42 Pond 1 2.52 1.13 ADE A Pond Airport Drive East B 3.12 2.36 Pond 1 2.21 0.74 AIDE B Pond Airport Drive East C 2.31 1.59 Pond 1 3.81 3.17 Pond 3 Ditch 2-2 0.06 - Outfall 1 0.06 - Outfall 1 Ditch 2-3 0.31 - Outfall 1 0.31 - Outfall 1 Ditch 2-4 0.52 - Outfall 1 0.52 - Outfall 1 TOTAL 86.24 21.33 86.24 24.57 This is the sum of Depression 3, Runway Basin, Pond 1, Pond 3, Maintenance Building A, Maintenance Building B, Airport Drive East A, Airport Drive East B, Airport Drive East C, and Hangar A. The total impervious area for which this permit is sought is 24.97 acres. This is the sum of the impervious areas in Depression 3, Runway Basin, Pond 1, Pond 3, Maintenance Building A, Maintenance Building B, Airport Drive East A, Airport Drive East B, Airport Drive East C, and Hangar A. 9 WATER QUALITY The water quality volume required and provided is summarized in Tables 4A-4D. Table 4A Summary of Treatment Volume Airport Drive East A Water Quality Volume (SJRWMD) Dry Retention Pond Total Area = 2.52 ac Total Impervious Area = 1.13 ac 0.5" of runoff Total Area = 4574 cf 1.25" x im.pervious Area = 5127 cf Required Water Quality Volume (Subtotal) = 5127 cf 0.5" of runoff x Total Area = 4574 cf Required Water Qualit} Volume (Subtotal) = 9701 cf 50% Additional Treatment i OFW and Class 11 Receivim, Waters) = 4851 cf Required Water Quality Volume (Total) = 14552 cf The total area and impervious areas above consist of the areas that drain to Airport Drive East dry retention pond in Table 4A: Airport Drive East A. Table 4B Summary of Treatment Volume Airport Drive East B Water Quality Volume (SJRWMD) Dry Retention Pond Total Area = Total Impervious Area = 0.5" of runoff Total Area = 1.25" x impervious Area = Required Water Quality Volume (Subtotal) _ 0.5" ofrunoff x Total Area = Required Water Qualit% Volume (Subtotal) _ 150% Additional Treatment I OFW and Class 11 ReceivinL Waters i = I Rediiii-ed Water Quality Volume (Total) _ 2.21 ac 0.74 ac 4011 cf 3358 cf 4011 cf 4011 cf 8022 cf 4011 cf 12033 cf The total area and impervious areas above consist of the areas that drain to Airport Drive East dry retention pond in Table 4113: Airport Drive East B. Table 4C Summary of Treatment Volume Pond 1 used for Runway Basin Water Quality Volume (SJRWMD) Wet Detention Pond Total Area = 39.80 ac Total Impervious Area= 4.49 ac 1" of runoffx Total Area = 144474 cf 2.5" x impervious Area = 40747 cf Required Water QualitN Volume (Subtotal) = 144474 cf 50% Additional Treatment i OFW and Class 11 Receiving Waters 1 72237 cf I Required Water Quality Volume (Total) = 216711 cf The total area and impervious areas above consist of the areas that drain to Airport Drive East dry retention pond in Table 4C: Pond 1 and Runway Basin. Table 4D Summary of Treatment Volume Pond 3 Water Quality Volume (SJRWMD) Wet Detention Pond Total Area = 32.98 ac Total IntlerviousArea= 10.82 ac 1 " of runoff x Total Area = 119717 cf 2.5" x impervious Area = 98219 cf Required Water Quality Volume (Subtotal) = 119717 cf 50% Additional Treatment (OFW and Class H Receiving Waters 1 59859 cf Required Water QuaHt.% Volume (Total) = 179576 cf The total area and impervious areas above consist of the areas that drain to Airport Drive East dry retention pond in Table 413: Pond 3, Maintenance Building A, Maintenance Building B, Hangar A, and Airport Drive East C. 11 ICPR Routing Analysis The site is comprised of 23 drainage basins described in Table 5 below. They are also shown in Figures 6 and 7. Depression 1, Depression 2, Depression 3, Pond 3, Pond 4, Maintenance Building A, Maintenance Building B, Hangar A, Airport Drive East C, Administration and Police, and Taxiway F drain to Pond 3 and then outfall to the canal located to the east of the site which we call Outfall 1. Other areas which directly drain to Outfall 1 include: Pond 2, Ditch 2-1, Ditch 2-2, Ditch 2-3, and Ditch 2-4. Runway Basin, Pond 1, Airport Drive East A, and Airport Drive East B drain to Pond 1 and outfall to the Collier Creek ditch system which we call Outfall 2. Ditch 3 directly drains to Outfall 2. Table 5 Summary of Basins Pre -Development Condition Post -Development Condition Basin No. Basin Name Total Area Impervious Area CN CoTime of ncentration Total Area (acres) I Impervious CN Time of (acres) (acres) (min) (acres) Concentration 1 Depression 1.28 0.05 62 30 1.28 0.05 62 30 2 Depression 2 2.29 0.05 63 20 2.29 0.05 63 20 3 Depression 3 8.24 2.34 85 27 7.84 2.34 85 28 14 Ditch 2-1 0.87 0.07 64 38 0.87 0.07 64 38 15 Ditch 2-2 0.98 0.05 63 84 0.98 0.05 63 84 16 Ditch 2-3 2.08 0.00 61 35 2.08 0.00 61 35 17 Ditch 2-4 7.48 0.72 65 49 7.48 0.72 65 49 18 Ditch 3 10.70 0.35 62 96 10.70 0.35 62 96 19 Runway Basin 33.36 4.44 74 247 33.36 4.44 74 1 247 110 Pond 1 6.44 2.05 78 13 6.44 2.05 78 13 111 Pond 2 7.08 1.75 70 17 7.08 1.75 70 17 112 Pond 3 18.48 3.62 69 52 18.48 3.62 1 69 52 113 Pond 4 18.35 2.53 68 38 18.35 2.53 68 38 14 Maintenance Building A 1.32 0.09 70 22 3.06 2.14 92 10 15 Maintenance Building B 2.87 0.00 77 54 5.27 3.69 93 10 16 Maintenance Building C 1.69 0.14 70 25 - - 1 - - 17 Maintenance Building D 1.36 0.05 67 12 - - - - 18 Maintenance Buildirxa E 1.09 0.00 67 19 - - - - 122 Hangar 2.36 1.22 89 12 2.36 1.65 93 10 119 Airport Drive East A 2.71 1.29 89 17 2.52 1.13 88 12 20 Airport Drive East B 3.12 0.76 84 30 2.21 0.74 86 10 21 Airport Drive East C 2.31 0.72 86 17 3.81 3.17 95 10 122 Administration and Police 3.36 1.27 87 10 3.36 1.27 87 10 123 Taxiway F 2.25 1.45 92 10 2.25 1.45 92 10 TOTAL AREAS 142.07 25.01 142.07 33.26 12 Tailwater Conditions The tailwater information was gathered from previously permitted projects. Outfall 1 drains into the Twin Ditches Project which was permitted on August 8, 2005. Outfall 2 drains via a 24" pipe directly to Collier Creek. Tailwater conditions for the creek were determined from the FEMA Flood Insurance Study. Please see the Table 6 below which depicts the information used in the Existing and Proposed Development ICPR models. Table 6 Summary of Tailwater Conditions OUTFALL 1 OUTFALL 2 Twin Ditches* Pond 1 EAstin a Outfall Pipe Proposed Ditch Elevations NGVD (ft) NAVD (ft) Proposed Pond Elevations NGVD (ft) NAVD (ft) Normal Water Level 15.50 14.05 Pipe Invert 10.57 9.12 Weir Elevation 17.00 15.55 Top of Pipe 12.57 11.12 Top Of Bank 21.50 20.05 Node N-AA13 Collier Creek Floodplain Elevation Storm Event Max Time Peak Stage Peak Stage Storm Event Peak Stage Peak Stage Stage (hrs) NGVD (ft) NAVD (ft) NGVD (ft) NAVD (ft) Mean Annual 12.98 18.69 17.24 Mean Annual 4.50 3.05 25 yr-24 hr 12.89 20.56 19.11 25 yr-24 hr 4.80 3.35 100 yr-24 hr 12.77 21.25 19.80 100 yr-24 hr 6.00 4.55 * Permit No. 40-061-98504-1 SUMMARY The Stormwater Master Plan Update, which includes the current proposed development of Airport Drive East and Maintenance Building previously permitted under no. 40-061-68172-14, stormwater facilities were designed as mentioned in the preceding sections. There are two wet ponds proposed onsite to provide treatment and attenuation (Ponds 1 and 3). There are also two proposed dry retention ponds that also provide treatment and attenuation (Airport Drive East A and Airport Drive East B). The ponds have been designed such that the post -development peak discharge rates for the 25-year 24-hour storm event is less than or equal to the peak discharge rates for the pre -development condition. 13 Table 7 Summary of Peak Stages Pre -Developed (ft) Post -Developed (ft) Node Pond Top of Bank Mean Annual 25-year 24-hour Mean Annual 25-year 24-hour Airport Drive East A 19.00 - - 19.08 19.74 lAirport Drive East B 19.00 - - 18.83 19.73 Depression 3 20.00 19.17 20.87 19.17 20.84 Pond 1 14.00 13.31 14.95 14.74 16.14 Pond 2 17.00 15.63 19.05 15.92 19.09 Pond 3 17.00 17.10 19.00 17.23 19.20 Pond 4 18.00 17.21 19.10 17.28 19.29 Table 8 Summary of Peak Flows Node Storm Event Pre -Development Post- Discharae Development (cfs) (cfs) Outfall 1 Outfall 2 25-y r/24-Hr 16.41 14.98 25-y r/24-Hr 21.14 12.83 There are no offsite flows through the project site. ICPR routings show that nodes, as well as channels, upstream and downstream of the project site have equivalent stages in the pre- and post - development conditions. One -Half of the required treatment volume must recover within 24 and 30 hours (but no more than one-half of this volume will be discharged within the first 24 hours), shall be discharged through an opening of no smaller than 6 square inches. The entire treatment volume shall recover within 14 days for both of the wet detention ponds. The two dry retention ponds provide the required treatment volume to recover within 72 hours. The required treatment volume calculations are provided in Appendix B. The current improvements to the Stormwater Master Plan Update include the Airport Drive East Extension and the Maintenance Building and the Pond 3 outfall structure, pipe and ditch re- grading. There is currently state funding for this project. Building and construction will commence immediately upon receipt of this permit. Other ultimate build -outs will occur with separate Standard General Permits at a later date. Those improvement include the following: 14 Project Name Stormwater System Type Construction Required Taxiway "E" D Retention Dry Pond ADE-A and outfall structure with Rehabilitation Wet Detention connect to existing pipe Pond 1 outfall structure and pipe replacement Taxiway "D" Dry Retention Pond ADE-A and Pond ADE-B with outfall structures and connection to existing pipe Taxiway "F" Dry Retention Pond ADE-A and Pond ADE-B with outfall Rehabilitation structures and connection to existing pipe 15 Figures 9 Aerial Map 2 Quadrangle Map 1 3 Soils Map 4 Flood FEMA Map 5 FLUCSFS Land Use Map 5a Verified Land Use and Cover Map 6 Pre -Development Drainage Map 7 Post -Development Drainage Map 8 Ditch Exhibit 9 Surface Waters i' U ti z f- 4 e q a N.6,e ( -- — - o r MUNICIPAL AIRPORT n I. MBASrIAN, FLORIDA g r THE I 1 i LPA ' � �•�1 �" GROUP = _ +, 1 7RAMSP0RTATi0N CONSILTANTS i a539, THE LPA GROUP INCORPORATED EXECU 615 CRESCENT EXEWTIVE COURT, STE 200 LAKE MARY, FLORIDA 32748 407.306.0200 / 407.306.0460 (FAX) A * CORPFRATE LICENSE Na 0004307 _ �:ee±ynar: TLG PATRICIA A. THERRIEN �t`t PE No. 52120 Te�nlcion: TLG �■ ■ Checked by. 3 PAT �R. PRpQJCT BOUNDARY � �41 -d r r r - i �1 ld� i, d Date By r � ' I � I STORMWATER MASTER rJ I PLAN UPDATE n� �� . li • ' 4Drarmg N...4c at FIGURE 2 ;� USGS QUAD MAP 1 � � � � �� • a � �� �'® �^)L■ t A F00T PROJECT NUMBER: FM 0.1.P. PROJECT NUMBER: u PPP I m ]eta: LPA Project Number. JANUARY 2009 TA412029 1 0 6 Scala Oro.ing Number. AS NOTED FIG-2 ■ ie — 2749' 20" 27°48' 11" Soil Properties and Qualities —Indian River County, Florida (Sebastian Municipal Airport) N O7 00 v Map Scale: 1:15,200 if printe d o n A size (8.5" x 11") sheet M ao N Meters N m A 0 1.200 CO 200 400 B00 N r: It 0 500 1,000 2,000 3,000 UrNatural Resources Conservation Service Web Soil Survey 2.1 National Cooperative Soil Survey 12116/2008 Page 1 of 4 u mh i "'' V D MU��NppICI��PFFA'�L ��A//I��RP��O•� RT Jl EASI1A , JL'1LAJILVJLJA THE I LPA 27°49' 1s° GROUP =_ TRANSPORTATION CON SL LTAMM THE LPA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT, STE 200 LAKE MARY, FLORIDA 32746 407.306.0200 / 407.306.0460 (FAX) CORPERATE LICENSE N. 0004307 Deelgn.: PATRICIA A. THERRIEN TLG - PE No. 52120 Temnmmn: TLG Choked by. PAT RENIBIONS No. Description Date By ereJeel Nam. 27'48' 10" STORMWATER MASTER PLAN UPDATE 0raw1e9 Nam. FIGURE 3 SOILS MAP FDOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: 'ct. LPA Project Number. JANUARY 2009 TA412029 sccl. Or-Ing Number. AS NOTED FIG-3 Jt V6 ZL O (7 Z -:1D O T Z CA m � o z 9 O m y O ROBIN LANE r PROJECT BOUNDARY —%SJENUE ,11 4 APPROXIMATE SCALE IN FE 500 D I— �---i r—� Al FLOOD INSURANCE PROGRAM FIRM �I FIND INSURANCE RATE MAP I1 LNDLAN RIVER COUNTY, FLORIDA AND INCORPORATED AREAS _I �I PANEL 76 OF 169 I DWAINS. CMMUNITT NUMBER PAKEL SUFFIX I mlow Cm of IN123 W76 E UNNIM tOefRD "LAS 120119 0076 E �I I it PANEL LOCArON ill ; h� MAP NUMBEIt 1MIM076 E EFFECTIVE ®ATE: MAY 4, 1989 Eaierse111e9 Man0pinent ABeo<S Tits is an official copy of a portion of the above rsferenced flood map. It was extracted using F-MIT On -Line. This map does not reflect changes or emendmemwh ich hich may haw been made subsequent to the date on the titre black. For the latest product information about National Flood Insurance Program flood maps check the FEMA Flood Map Store at wvnv.mse.Tama.gcv- D MUNICIPAL AIRPORT RaanM, FLORIDA THE I LPA GROUP TI ANSPORTATM CONSULTANTS THE LPA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT, STE 200 LANE MARY, FLORIDA 32746 407.306.0200 / 407.3D6.0460 (FAX) COBPERATE UCEKSE N. OOD4307 Deelgner TLG PATRICIA A. THERRIEN PE No. 52120 Technician: TLG Checked by: PAT RSVNIKM No. Description Data By Protect Nome: STORMWATER MASTER PLAN UPDATE Orcwing Name: FIGURE 4 FEMA FLOODPLAIN MAP FDOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: 'gale: LPA Project Number. JANUARY 20D9 TA412029 Sede: Dmwing Number. AS NOTED FIG-4 � 4200 is 3200 i ! Sebastian Municipal Airport. �3200 s i ,4340 1850 ! 5300 �7430 _ 3200 , e 6460 5300 4200 t t 6430Li� 6250 �- 4340 t 6460f ' 7410 0 ��e¢ 11 Code LAND USE/LAND COVER DESCRIPTION 1200 Residential, medium density -2-5dwelling units/acre 1820 Golf courses 3200 Shrub and brushland (wax myrtle or saw palmetto, occasionally scrub oak) 4340 Upland mixed coniferous/hardwood 5300 Reservoirs- pits, retention ponds, dams 6250 Hydric pine flatwoods 6460 Mixed scrub -shrub wetland 7410 Rural land in transition without positive indicators of intended activity 8110 Airports I5300. _ 51E Source: 2006 Aerial Photography Depa MUNICIPAL AIRPORT 2004 SJRWMD FLUCFCS Datartment of Revenue ? 400��i A - *43201 y11820, J Sebastian Municipal Airport SJRWMD Land Use and Land Cover Map 500 250 0 500 1,000 1,500 Figure 5 1 1 1 1 1 1 1 1 1 Feet I . ;i � N Project Area Land Use/Land Cover Boundary THE LPA GROUP TRANSPORTATION CONSULTANTS Munici.A 4ap pal Airport: - . ,w,• i� 1C, ti tt � s a ip Project Area i Land Use/Land Cover Boundary �. 5100 / .fit• " „t. n _ Source: 2006 FDOT APLUS Aerial Photography MUNICIPAL AIRPORT 2008 Velcon Group, Inc. Topographic Survey Sebastian Municipal Airport Verified Land Use and Land Cover Map 400 200 0 400 Feet 510 i 5100 d. J ' 'a SAS 7-Mi,F61F4 11 Code Land Use/Land Cover Description 1800 Golf courses 4340 Upland Mixed noniferous/hardwood 5100 Streams and Waterways 5300 Reservoirs - pits, retention ponds, dams 5300 Reservoirs -pits, retention ponds, dams 8110 Airports THE IL Figure 5a LPA — W_& GROUP — TRANSPORTATION CONSULTANTS t t ..... . .... RUN - - ---------- ------ ---- - ------- ---- - -- ;;Z� AIRPORT DRIVE lcW0 __IMPERVIOUS 134 AC r PEFWXXMBaOAC- X 0 IN S.l PE 0 03'S', PEFTOUS: 2.311�AC Z \�'4UPEFRAO -/ \pERVIOUS;11.IRIAC 0� f �X .4 '14 f — =10. WIN YY . Y' z/ z o x A S .dam E -US M92,00 JIVIP v I CART PATH , 41 IN .70 IN P 4g -` 41— X, AC I, I&INIOUSt A" A- UTFAU Zylil 'T �7-1 N .P. a UE IMP EF"OUtZDj%ff A. ;pr =130.045T" MAR, �K-7jv,jij�, 14.adAc_ INPE PER oz,-, BASIN AREA O.BB AC Z IMPERVIOUS: 0.05 AC PEWOU9:0.93AC DITCH 2.1 WIN BASIN AREA 087 AC IMPERVIOUS: 0.07AC DrrCF GAS GAS AREA: 1011 AC PERVOUS IM AC iMP MCI PERVIOUS 108 AD _KL v V MINT'. BLDG C IMPERVI— 1. "P41T. SLOG a 1weamoua 0 16E� V. WIN J.-I -woulp AC' 0 P v MUNICIPAL AIRPORT SEBASTIAN, FLORIDA THE LPA GROUP TRANSPORTATION CONSLUANTS THE LPA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT. STE 200 LAKE MARY. FLORIDA 32746 407.306.0200 / 407.306.0460 (FAX) CORPERATE LICENSE N.: 0004M7 PATRICIA A. THERRIEN HISITLG PE No. 52120 EMU Ch,.ked by. EAl", PAT .0 - 41-A REVISIONS No. Description Dote By v 114) OUWALLNO.1. STORMWATER MASTER PLAN UPDATE J—Hg N.— PRE-DEVELOPMENT DRAINAGE MAP $1 FOOT PROJECT NUMBER-. FAA A.I.P. PROJECT NUMBER: 404==N200 100 0 $1* 200 400 LPA Project Number: AUGUST 2009 TA412DZD ProwIng Number. AS NOTED Fig. 6 I 1 _ - _._ _ _ ,veiR null EL 1ee7 W HOPE V RIMF1EV: i9.fiQ .__ ....�__. _._.__.Y INM OUT lEi=1e.00 ` Ae "�T,2B501Em RATE E=W vagmEL 1& i / ^S RMOUI F......„.... _ . _ �. / N:1 27 1:: j am. PFRVIOU S. ' I / } \ E.998 l4`�I 1 �41 '� k �i •I I °" j " 1./� ff \\/,; r e1 1\� 'ate, `i " f � `E0199T4 .. 1 l;1 ?• � � � , t� � � : � ^, f �� � - � ,aAs��Nae`i� `_`�/EµVla.s:. F . �' g4PEgDpFj§tGAC J R - 1ice_ 1 \ I .aryous=-£B;iacJ, r "b ,'r of / / �" a� i i I �` ��� /a' 4• DPE 2 , /'44 `.\•\ S`/k) t 'L;-.`.-reaslN \ \ '! 'I` �`, , •�� ,.,,.; —�' .✓/1,t , l'.1 �J ). \{,7L S /N"./� i # __ .,.8:007 N 400 200 100 0 100 200 400 MUNICIPAL AIRPORT SEBAS'TIAN, FLORIDA THE I� LPA GROUP -- TRANSPORTATION CONSULTANTS TIE LPA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT, STE 200 LAKE MARY. FLORIDA 32746 407.306.0200 / 407.306.0460 (FAX) CORPERATE LICENSE N. OD04307 De9tgn I PATRICIA A. THERRIEN HSITLG PE No, 52120 Techni 1 n: EWJ Chocked by, PAT FEVISIgN9 No. Description Dote By Project rveme: STORMWATER MASTER PLAN UPDATE POST -DEVELOPMENT DRAINAGE MAP FOOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: Dote: LPA Project Number. AUGUST 2009 TA412029 Seale: Drawing Number. AS NOTED Fig. 7 �.o, N N 00 O Lt? o ai 0 5.48 19.24 31.92 47.93 58.94 70.69 95.95 SECTION XS1 NTS ..r.s.-.Frrf�•`�v` O 700' O� O 0Do00 0 0 QJN N NV- l r cc r r r T" 0 0 12.81 25.58 34.43 39.21 42.39 50.58 66.79 75.94 85.20 100.23 SECTION XS2 NTS O 0 00 000 IOp r pp N 0 3.55 9.69 17.06 29.02 48.76 59.85 66.30 73 W z SECTION XS3 J = NTS O � Q SECTION XS3 NTS J MUNICIPAL AIRPORT SEBMT AN, FLORMA THE I LPA _ GROUP =_ TRANSPORTATION CONSULTANTS THE LPA GROUP INCORPORATED 61.5 CRESCENT EXECUTIVE COURT, STE 200 LAKE MARY, FLORIDA 32746 407,306.0200 / 407.306.0460 (FAX) CORPERATE UCENSE No: D004307 _ Dee'gner. PATRICIA A. THERRIEN HS/TLG PE No. 52120 T hnlebn: EWJ PAT O REVLSIONs 0 O O No. Description Date By s- N O N N N i i I I 200.66 222.23 227.54 I ; v^ A� ra.•.. r co 0 0 tt ; 0 0 0 0 0 O 0 0 0 0 O N00 00000 d O O O O 0' p 0 0 O O O 00 0 O N N N C6 N N � O 00 ^ (6 O O q'n r T- N In � T 0 r v ro a) ro 0 n r-N N II^ 49.75 54.11 60.94 68.69 75.99 83.68 97.12 NN MchNt �mm'It SECTION XS4 NTR PrIt Name: STORMWATER MASTER PLAN UPDATE EXISTING DITCH PROFILES SECTIONS XS1 XS2 XS3 XS4 FDOT PROJECT NUMBER: .I.P. PROJECT NUMBER: Date: �FAA ject Number:AUGUST 2009 A412029 Scale: Growing Number. AS NOTED I FIg.8 A W Z J O 2� Up Q r v4fi 5�� 3C1v v yR "�l�n ?iS��i O p r O' N p N, A — 50.57 w SECTION XSA NTS J U� c� r L p O O O a) co p- CD W } 158.37 198.53 205.39 209.81 216.56 260.84 SECTION XSA NTS N r O O O O (� 00 0 0 r N N N N N O O N N N N O 06 n C6 r r 0 4.28 9•89 r 26.76 r r 30.63 35.11 r r 38.42 43.50 55.65 72.34 94.13 111.20 124.99 139.51 SECTION XSB NTS Lu _Z J � _ U r Qcf) �'�2'�,��h v:: , ...,. �1�.?.'�. �'�� .c�,�'rc�dv„Nr�. rr�l}"•w"��i �'r�F37`��"li�i9fii.'�J'�`i:%�3,`�7i .�'.i�A3:"��, .. _ v. ,.a ..,, ,- :.. O p � p N O 03.32 6.66 15.02 w SECTION XSC Z NTS J O 2� U� Q r ^�.y rr ,t3 s,. �:�� aC5S� 9 n � 4?:`S'iw "a3'Yi` R� • - . .. h'?%/R O �? o 0 N N N 143.23 SECTION XSC 210.78 NTS 262.92 CP➢1�j,�' MUNICIPAL AIRPORT SEBASTIAN, FLORIDA THE LPA � GROUP TRANSPORTATION CONSULTANTS THE LPA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT. STE 200 LAKE MARY. FLORIDA 32746 407.306.0200 / 407.306.0460 (FAX) CORPERATE LICENSE No: 0004307 Deelgner HS/TLG PATRICIA A. THERRIEN PE No. 52120 Techntcmn: EWJ Checked by. PAT REV 90A No. Description Date By P.e;e�t Neme: STORMWATER MASTER PLAN UPDATE EXISTING DITCH PROFILES SECTIONS XSA XSB XSC FDOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: 3.t.: lPA Project Number. AUGUST 2009 TA412029 scale. •Drawing Number. AS NOTED FIg.8 B C 19.31 0 O 00 O 00 r 0 r 70.82 78.05 104.98 SECTION XSD NTS 0 I I 0 55 N � 10.92 35_ SECTION XSE NTS o a 0 0 a a a) 0a ao co 00 r- 0 IN ^ 27.85 r r SECTION XSF NTS D MUNICIPAL AIRPORT SEBASTTAN, FLORMA THE I LPA _ PA GROUP B TRANSPORTATION CONSULTANTS THE LPA GROUP INCORPORATED 515 CRESCENT EXECUTIVE COURT, STE 200 LANE MARY, FLORIDA 32746 407.306 * 0200 / 407.306.0460 (FAX) CORPEAATE UCENSE No: 0004307 Deelgner. PATRICIA A. THERRIEN HSrrLG PE No. 52120 Technicio� EWJ Checked by. PAT REVG9IONS No. Descrlptlon Date By I I I I I I Project Nome: STORMWATER MASTER PLAN UPDATE D�a.,,g Name: EXISTING DITCH PROFILES SECTIONS XSD XSE XSF FOOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: ate: LPA Project N—b- AUGUST 2009 TA412029 Seale: Growing Number. AS NOTED Rg.8 C 0 Q� r W Z J O =O 0 a� O O O O O NO OOD OOD ci r 0 2.88 10.49 16.61 23.88 r 172.23 SECTION XSA-1 NTS O ICJ O O 00 68.88 80.22 88.21 97.60 SECTION XSB-2 NTS SECTION XSB-2 NTS 83.94 w Z J O O UGO ., v- , ...:'�"� a�i.L�i ;�Yi'A•J.�:�-sue€ w Z J O = O U� r CQ 4 O' O O O r Go r N r N r 0 44.15 84.51 91.35 O CD O �I L 152.04 SECTION XSC-3 NTS SECTION XSC-3 NTS 237.28 0 0 0 N 275.65 D MUNICIPAL AIRPORT SESASTIAN, FLORIDA THE IMA LPA _ GROUP TRANSPORTATION CONSULTANTS THE LPA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT, STE 200 LAKE MARY, FLORIDA 32746 407. 306.0200 / 407.3C6.0460 (FAX) CORPERATE LICENSE No: CD043D7 0-cignar. PATRICIA A. THERRIEN HSrrLG PE No_ 52120 T-W.1— EWJ Checked by. PAT REVI9 IN9 No. Deseriptlon Date By �ct Nome: STORMWATER MASTER PLAN UPDATE Ora-'_-q Nama EXISTING DITCH PROFILES SECTIONS XSA-1 XSB-2 XSB-3 FOOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: Oulc IPA ProJect Number. AUGUST 2009 TA412029 3T Om-Ing Numbr AS NOTM Fig.8 D (D O 0 0 N N ad O O LID 00 0 r 0 5.48 19.24 31.92 47.93 58.94 70.69 95.95 SECTION XS1 NTS 8.19 0 3:7 0 O p 21 00 00 Om O O O 00 O O N N r (O r to r r r r 0 12.81 25.58 34.43 39.21 42.39 50.58 66.79 75.94 85.20 100.23 21.50 4.0_01 b= 00 O 0 OO _ 0 O 1,: (p O (C r r 0 3.55 19.06 29.02 LI (D O Z oS h -i 0 �- = O UN Q r 26.00 SECTION XS2 NTS O O O O O QD! r N r +r 48.76 59.85 66.30 73.98 SECTION XS3 NTS SECTION XS3 TS 200.66 0 O 0 N O N cry N 222.23 227,54 2.00 ;cac rFr� t<c��zvtiwscabw.accvdc�uv�oa�. u ' p C) p O N 0 N �p N N N N r O r N 0 54.11 60.94 68.69 75.99 83.68 97.12 V6 N N N (O (O 0v ryN co SECTION XS4 NTS J D MUNICIPAL AIRPORT SEBASTIAN, FLORIDA THE I LPA GROUP TRANSPORTATION CONSULTANTS THE .PA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT. STE 200 LAKE MARY. FLORIDA 32746 407.306.0200 / 4C7.306.0460 (FAX) CCRPERATE LICENSE No: OD04307 D..ig : PATRICIA A. THERRIEN HS/TLG PE No. 52120 T- can EWJ Checked by. PAT ----- EXISTING DITCH PROPOSED DITCH FEVISIONS No. Descript on Date By I I I Proket Nome: STORMWATER MASTER PLAN UPDATE Drawing Name: PROPOSED DITCH PROFILES SECTIONS XSA-1 XSB-2 XSB-3 NOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: ]ate: LPA P,.Ject Number. AUGUST 20D9 TA472029 S.- D-Wing Number. AS NOTED Fig.8 E t - v � r '4 \ — L� YV 1\ N - 1 PROJECT SITE alp I — x \ \ , TE ) w ' , dr SURFACE,WATF,t.R'e_- i �;,i f airs Ac � r �. I i• /r ��,1 _-i�,_ � - �"' I 'I :_r�� _ i". _ -, ,r'���il� ) :." •� `� —._._ ��.�E�-�.,,; �;�� _ Y5 ; y ` �a� �\ a. \"r �/�.\.'<�;� x v.'� .L i'� \`{ \ 'r".i'-- °'f'. .. -`F! l -i/, .' �ls r�1 J� �`J �Z \�\•, '��.4� 'r0.30 AC EWATER-13-- \� ,��-t �_• 1�. �.x %p •. 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PAT REVIswNS No. Description Date By 'roject Name: STORMWATER MASTER PLAN UPDATE ]rowing Nore: SURFACE WATERS FDOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: ,ate: LPA Protect Number. AUGUST 2009 TA412029 Scale: Drawing Number. AS NOTED Fig. 9 Appendix A Permit Application ACOE Application # Date Application Received Proposed Project Lat. Proposed Project Long. FOR AGENCY USE ONLY DEP/WMD Application # Date Application Received Fee Received $ Fee Receipt # Date Received Assigned Reviewers SECTION A Project Use Codes Reviewer #'s Are any of the activities described in this application proposed to occur in, on, or over wetlands or other surface waters? yes X no A. Type of Environmental Resource Permit Requested (check at least one) Noticed General - include information requested in Section B Standard (Single Family Dwelling) - include information requested in Sections C and D. Standard (all other projects) - include information requested in Sections C and E. Individual (Single Family Dwelling) - include information requested in Sections C and D. X Individual (all other projects) - include information requested in Sections C and E. Conceptual - include information requested in Sections C and E. Mitigation Bank Permit (construction) - include information requested in Sections C and F. (If the proposed mitigation bank involves the construction of a surface water management system requiring another permit defined above, check the appropriate box and submit the information requested by the applicable section.) Mitigation Bank (conceptual) - include information requested in Sections C and F. Standard General Stormwater - include information requested in Sections C and H. B. Type of activity for which you are applying (check at least one) X Construction and operation of anew system including dredging or filling in, on or over wetlands and other surface waters. X Alteration and operation of an existing system which was not previously permitted by a WMD or DEP. X Modification of a system previously permitted by a WMD or DEP. Provide previous permit numbers: Permit Nos: 4-061-68172-5: 40-061-68172-10: 40-061-68172-11: 40-061-68172-14 X Alteration and operation of a system Extension of permit duration Abandonment of a system X Construction and operation of additional phases Removal of a system of a system C. Are you requesting authorization to use State Owned Submerged Lands? _ yes X no (If yes, include the information requested in Section G.) D. For activities in, on, or over wetlands or other surface waters, check type of Federal dredge and fill permit requested: Individual Programmatic General X Not Applicable _ General Nationwide An SAJ-90 General Permit Checklist is included in the Ecological Assesment Report E. Are you claiming to qualify for an exemption? _ yes X no If yes, provide rule number if known OWNER(S) OF LAND NAME: Joseph Griffin ADDRESS 202 Airport Drive East CITY, STATE, ZIP Sebastian, Florida 32958 COMPANY AND TITLE: City of Sebastian Airport Manager TELEPHONE (772) 288-7013 FAX (772) 288-7078 AGENT AUTHORIZED TO SECURE PERMIT (IF AN AGENT IS USED) NAME COMPANY AND TITLE ADDRESS CITY, STATE, ZIP TELEPHONE ( ) FAX ( ) ENTITY TO RECEIVE PERMIT (IF OTHER THAN OWNER) NAME: ADDRESS CITY, STATE, ZIP COMPANY AND TITLE TELEPHONE ( ) Fax( ) CONSULTANT (IF DIFFERENT FROM AGENT) NAME Patricia Therrien, P.E. COMPANY AND TITLE THE LPA GROUP INCORPORATED Senior Drainage Engineer ADDRESS 615 Crescent Executive Court, Suite 200 CITY, STATE, ZIP Lake Mary, Florida 32746 TELEPHONE (407) 306-0200 FAX (407) 306-0460 Name of project, including phase if applicable Stormwater Master Plan Update Is this application for part of a multi -phase project? X yes no Total Applicant -owned area contiguous to the project 615.97 ac Total project area for which a permit is sought 86.24 ac Impervious area for which a permit is sought 24.97 ac What is the total area (metric equivalent for Federally funded projects) of work in, on, or over wetlands or other surface waters? acres square feet hectares square meters If a docking facility, the number of proposed new slips N/A Project location (use additional sheets, if needed) County(ies) Indian River Countv Section(s) 28.29 Township(s) 31 South Range(s) 38 East Section(s ) 22 Township(s) 30 South Range(s) 38 East and Grant name, if applicable Fleminq Grant Tax Parcel Identification Number 22-30-38-00001-0000-00000.1 Street address, road, or other location Sebastian Municipal Airport City, Zip code if applicable Sebastian. 32958 Describe, in general terms, the proposed project, system or activity. At this time, the proposed project at the Sebastian Municipal Airport is the construction of Airport Drive East and Maintenance Building, and an associated connected stormwater treatment pond. The project area for which the permit is sought is 86.24 acres. The existing golf course ponds will serve as stormwater ponds which will provide water quality treatment and attenuation for the proposed development as well as future development. The future site development involves the rehabilitation of Taxiways E and F, and the construction of Taxiway D, which will be permitted under separate permit modifications. The total pervious area for these projects has been accounted for in this permit. If there have been any pre -application meetings, including at the project site, with regulatory staff, please list the date(s), location(s), and names of key staff and project representatives. Pre -application held on October 10, 2008 at SJRWMD in Palm Bay. In attendance were Mark Jansen, Rob Hambrecht, Hillary Sample, and Tim Gruebel from LPA, and Mark Crosby from SJRWMD. Please identify by number any MSSW/Wetland Resource/ERP/ACOE permits pending, issued or denied for projects at the location and any related enforcement actions. Agency Date No./Type of Application SJRWMD 12-12-2006 4-061-68172-5 SJRWMD 1-27-2008 4-061-68172-10 SJRWMD 8-18-2008 4-061-68172-11 SJRWMD 6-4-2009 40-061-68172-14 Action Taken (Pending/Issued/Denied) Issued Issued Issued Issued Note: The following information is required for projects proposed to occur in, on, or over wetlands or other surface waters that need a Federal dredge and fill permit and/or authorization to use State owned submerged lands. Please provide the names, addresses and zip codes of property owners whose property directly adjoins the project (excluding Applicant). Please attach a plan view showing the owner's names and adjoining property lines. Attach additional sheets if necessary. 2. 3. 4. By signing and submitting this application form, I am applying, or I am applying on behalf of the Applicant, for the permit and any proprietary authorizations identified above, according to the supporting data and other incidental information filed with this application. I am familiar with the information contained in this application, and represent that such information is true, complete and accurate. I understand this is an application and not a permit, and work prior to approval is a violation. I understand that this application and any permit issued or proprietary authorization issued pursuant thereto, does not relieve me of any obligation for obtaining any other required Federal, State, water management district or local permit prior to commencement of construction. I agree, or I agree on behalf of my corporation, to operate and maintain the permitted system unless the permitting agency authorizes transfer of the permit to a responsible operation entity. I understand that knowingly making any false statement or representation in this application is a violation of Section 373.430, F.S., and 18 U.S.C. Section 1001. Joseph Griffin Typed/Printed Name of Applicant (if no Agent is used) or Agent (if one is so authorized below) Signature of Applicant/Agent Date Airport Manager (Corporate Title if applicable) AN AGENT MAY SIGN ABOVE ONLY IF THE APPLICANT COMPLETES THE FOLLOWING: I hereby designate and authorize the agent listed above to act on my behalf, or on behalf of my corporation, as the agent in the processing of this application for the permit and/or proprietary authorization indicated above; and to furnish, on request, supplemental information in support of the application. In addition, I designate and authorize the above -listed agent to bind me, or my corporation, to perform any requirement which may be necessary to procure the permit or authorization indicated above. I understand that knowingly making any false statement or representation in this application is a violation of Section 373.430, F.S., and 18 U.S.C. Section 1001. Typed/Printed Name of Applicant Signature of Applicant/Agent Date (Corporate Title if applicable) Please note: The Applicant's original signature (not a copv) is required above. PERSON AUTHORIZING ACCESS TO THE PROPERTY MUST COMPLETE THE FOLLOWING: I either own the property described in this application or I have legal authority to allow access to the property, and I consent, after receiving prior notification, to any site visit on the property by agents or personnel from the Department of Environmental Protection, the Water Management District and the U.S. Army Corps of Engineers necessary for the review and inspection of the proposed project specified in this application. I authorize these agents or personnel to enter the property as many times as may be necessary to make such review and inspection. Further, I agree to provide entry to the project site for such agents or personnel to monitor permitted work if a permit is granted. Joseph Griffin Typed/Printed Name Signature Airport Manager (Corporate Title if applicable) Date SECTION C ENVIRONMENTAL RESOURCE PERMIT NOTICE OF RECEIPT OF APPLICATION This information is required in addition to that required in other sections of the application. Please submit five copies of this notice of receipt of application and all attachments. Please submit all information on 8-1/2" x 11" paper. Project Name: Stormwater Master Plan Update Owner: Joseph Griffin Applicant: Joseph Griffin Applicant's Address: 202 Airport Drive East Sebastian, Florida 32958 Indicate the project boundaries on a USGS quadrangle map reduced or enlarged as necessary to legibly show the entire project. If not apparent from the quad map, attach a location map showing a north arrow and a graphic scale; Section(s), Township(s), and Range(s); and sufficient detail to allow a person unfamiliar with the site to find it. Please refer to Fiqure 1 (Location Map) 2. Provide the names of all wetlands, or other surface waters that would be dredged, filled, impounded, diverted, drained, or would receive discharge (either directly or indirectly), or would otherwise be impacted by the proposed activity, and specify if they are in an Outstanding Florida Water or Aquatic Preserve: Receivinq water bodv: Indian River, Class Tvpe: Il, OFW: ves. Aquatic Preserve: no 3. Attach a depiction (plan and section views) which clearly shows the works or other facilities proposed to be constructed. Use a scale sufficient to show the location and type of works. Use multiple sheets, if necessary. Please refer to construction plans. 4. Briefly describe the proposed project (such as "construct a deck with boat shelter", "replace two existing culverts", "construct surface water management system to serve 150 acre residential development"): At this time. the proposed oroiect at the Sebastian Municipal Airport is the construction of Airport Drive East and Maintenance Buildinq, and an associated connected stormwater treatment pond. The proiect area for which the permit is souqht is 86.24 acres. The existinq golf course ponds will serve as stormwater pond which will provide water quality treatment and attenuation for the proposed development as well as future development. The future site development involves the rehabilitation of Taxiways E and F. and the construction of Taxiwav D. which will be permitted under separate permit modifications. The total pervious area for these proiects has been accounted for in this permit. 5. Specify the acreage of wetlands or other surface waters, if any, that are proposed to be disturbed, filled, excavated, or otherwise impacted by the proposed activity: N/A, There are no surface waters that will be disturbed in this proiect. 6. Provide a brief statement describing any proposed mitigation for impacts to wetlands and other surface waters (attach additional sheets if necessary): There are no wetlands or other surface waters within the limits of this proiect. FOR AGENCY USE ONLY Application Name: Application Number: Office where the application can be inspected: Date to be posted: Date to be removed.: SECTION E INFORMATION FOR STANDARD GENERAL, INDIVIDUAL AND CONCEPTUAL ENVIRONMENTAL RESOURCE PERMITS FOR PROJECTS NOT RELATED TO A SINGLE FAMILY DWELLING UNIT Please provide the information requested below if the proposed project requires either a standard general, individual, or conceptual approval environmental resource permit and is not related to an individual, single family dwelling unit, duplex or quadraplex. The information listed below represents the level of information that is usually required to evaluate an application. The level of information required for a specific project will vary depending on the nature and location of the site and the activity proposed. Conceptual approvals generally do not require the same level of detail as a construction permit. However, providing a greater level of detail will reduce the need to submit additional information at a later date. If an item does not apply to your project, proceed to the next item. PLEASE SUBMIT ALL INFORMATION ON PAPER NO LARGER THAN 24" X 36". I. Site Information A. Provide a map(s) of the project area and vicinity delineating USDA/SCS soil types. Refer to Figure 3 Soils Mao which is included in Stormwater Report. B.Provide recent aerials, legible for photointerpretation with a scale of 1" = 400 ft, or more detailed, with project boundaries delineated on the aerial. Refer to Figure 1 Aerial Map which is included in Stormwater Report. C.Identify the seasonal high water or mean high tide elevation and normal pool or mean low tide elevation for each on site wetland or surface water, including receiving waters into which runoff will be discharged. Include dates, datum, and methods used to determine these elevations. This information is included in the Stormwater Report. The tailwater elevations used for the existing ditches were surveved by Velcon Group. D.Identify the wet season high water tables at the locations representative of the entire project site. Include dates, datum, and methods used to determine these elevations. This information is included in the Stormwater Report under Appendix D construction plans. II. Environmental Considerations A. Provide results of any wildlife surveys that have been conducted on the site, and provide any comments pertaining to the project from the Florida Game and Fresh Water Fish Commission and the U.S. Fish and Wildlife Service. N/A. You may refer to permit no. 40-061-68172-5 for wetlands which have been permitted on other areas of the Sebastian Municipal Airport. B. Provide a description of how water quantity, quality, hydroperiod, and habitat will be maintained in on -site wetlands and other surface waters that will be preserved or will remain undisturbed. N/A. You may refer to permit no. 40-061-68172-5 for wetlands which have been permitted on other areas of the Sebastian Municipal Airport. C. Provide a narrative description of any proposed mitigation plans, including purpose, maintenance, monitoring, and construction sequence and techniques, and estimated costs. N/A. You may refer to permit no. 40-061-68172-5 for wetlands which have been permitted on other areas of the Sebastian Municipal Airport. D. Describe how boundaries of wetlands or other surface waters were determined. If there has ever been a jurisdictional declaratory statement, a formal wetland determination, a formal determination, a validated informal determination, or a revalidated jurisdictional determination, provide the identifying number. N/A. You may refer to permit no. 40-061-68172-5 for wetlands which have been permitted on other areas of the Sebastian Municipal Airport. E. Impact Summary Tables: 1. For all projects, complete Table 1, 2 and 3 as applicable. N/A. You may refer to permit no. 40-061-68172-5 for wetlands which have been permitted on other areas of the Sebastian Municipal Airport. 2. For docking facilities or other structures constructed over wetlands or other surface waters, provide the information requested in Table 4. Not applicable. 3. For shoreline stabilization projects, provide the information requested in Table 5. Not applicable. III. Plans Provide clear, detailed plans for the system including specifications, plan (overhead) views, cross sections (with the locations of the cross sections shown on the corresponding plan view), and profile (longitudinal) views of the proposed project. The plans must be signed and sealed by an appropriate registered professional as required by law. Plans must include a scale and a north arrow. These plans should show the following: A. Project area boundary and total land area, including distances and orientation from roads or other land marks; This information is included in the construction plans under Appendix D. B. Existing land use and land cover (acreage and percentages), and on -site natural communities, including wetlands and other surface waters, aquatic communities, and uplands. Use the Florida Land Use Cover & Classification System (FLUCCS)(Level 3) for projects proposed in the South Florida Water Management District, the St. Johns River Water Management District, and the Suwannee River Water Management District and use the National Wetlands Inventory (NWI) for projects proposed in the Southwest Florida Water Management District. Also identify each community with a unique identification number which must be consistent in all exhibits. Refer to Fiqure 5 included in the Stormwater Report. C. The existing topography extending at least 100 feet off the project area, and including adjacent wetlands and other surface waters. All topography shall include the location and a description of known benchmarks, referenced to NGVD. For systems waterward of the mean high water (MHW) or seasonal high water lines, show water depths, referenced to mean low water (MLW) in tidal areas or seasonal low water in non -tidal areas, and list the range between MHW and MLW. For docking facilities, indicate the distance to, location of, and depths of the nearest navigational channel and access routes to the channel. This information is included in the construction plans. D. If the project is in the known flood plain of a stream or other water course, identify the flood plain boundary and approximate flooding elevations; Identify the 100-year flood elevation and floodplain boundary of any lake, stream or other watercourse located on or adjacent to the site; The oroiect is not located within the floodplain. E. The boundaries of wetlands and other surface waters within the project area. Distinguish those wetlands and other surface waters that have been delineated by any binding jurisdictional determination; Not applicable. F. Proposed land use, land cover and natural communities (acreage and percentages), including wetlands and other surface waters, undisturbed uplands, aquatic communities, impervious surfaces, and water management areas. Use the same classification system and community identification number used in III (B) above. Please see Figure 5 of the Stormwater Report. G. Proposed impacts to wetlands and other surface waters, and any proposed connections/outfalls to other surface waters or wetlands; Not applicable. H. Proposed buffer zones; Not applicable. Pre and post -development drainage patterns and basin boundaries showing the direction of flows, including any off -site runoff being routed through or around the system; and connections between wetlands and other surface waters; The drainage maps are included in the Stormwater Report as Figure 6 and Figure 7. J. Location of all water management areas with details of size, side slopes, and designed water depths; This information is included in the construction plans under Appendix D. K. Location and details of all water control structures, control elevations, any seasonal water level regulation schedules; and the location and description of benchmarks (minimum of one benchmark per structure); This information is included in the construction plans under Appendix D. L. Location, dimensions and elevations of all proposed structures, including docks, seawalls, utility lines, roads, and buildings; This information is included in the construction plans under Appendix D. M. Location, size, and design capacity of the internal water management facilities; This information is included in the construction plans under Appendix D. Computations are included in the Stormwater Report under Appendix B. N. Rights -of -way and easements for the system, including all on -site and off -site areas to be reserved for water management purposes, and rights -of -way and easements for the existing drainage system, if any; This information is included in the construction plans under Appendix D. O. Receiving waters or surface water management systems into which runoff from the developed site will be discharged; This information is included in the construction Plans under Appendix D and the Stormwater Report. The Lake Corrine Svstem is the overall receivinq water for the proiect site. The ultimate receiving water is the Sebastian River Lagoon. P. Location and details of the erosion, sediment and turbidity control measures to be implemented during each phase of construction and all permanent control measures to be implemented in post -development conditions; In aeneral. all drainage structures (i.e. endwalls, inlets, and mitered end sections) will be protected with rockbaos. Silt fence will be placed around the Perimeter of the proiect. Floatina and staked turbidity barrier will be placed at all outfall locations to wetlands or other surface waters. All of these devices will be utilized during construction. Specific details and locations are shown in the construction plans under Appendix D of the Stormwater Report. Q. Location, grading, design water levels, and planting details of all mitigation areas; Not applicable. R. Site grading details, including perimeter site grading; This information is included in the construction Plans under Appendix D of the Stormwater Report. S. Disposal site for any excavated material, including temporary and permanent disposal sites; Excavated material will be used for fill for proposed construction. in the event that unsuitable material is encountered it will be disposed of at a suitable location. T. Dewatering plan details; Not applicable. U. For marina facilities, locations of any sewage pumpout facilities, fueling facilities, boat repair and maintenance facilities, and fish cleaning stations; Not applicable. V. Location and description of any nearby existing offsite features which might be affected by the proposed construction or development such as stormwater management ponds, buildings or other structures, wetlands or other surface waters. This information is included in the construction Plans under Appendix D of the Stormwater Report. W. For phased projects, provide a master development plan. Please see construction Plans under Appendix D of the Stormwater Report. IV. Construction Schedule and Techniques Provide a construction schedule, and a description of construction techniques, sequencing and equipment. This information should specifically include the following: A. Method for installing any pilings or seawall slabs; Not applicable B. Schedule of implementation of a temporary or permanent erosion and turbidity control measures; The temooraiv erosion and turbidity control measures will be implemented as the first step of construction. Permanent erosion and turbidity control measures will be installed within 15 calendar days after completion of fine qradina of landscaped and sodded areas. During construction. the contractor shall take all reasonable measures to insure against nollutinq siltinq or disturbina to such an extent as to cause an increase in turbidity to the remaininq surface waters. Such measures shall be approved by the proiect enqineer and may include, but not be limited to. construction of temporary erosion control structures such as sediment basins. sediment checks and/or silt barriers and rock bags. Soddina of storm water treatment basins shall be accomplished followinq the completion of ciradina. If during construction. the proposed erosion control system does not perform satisfactorily alternatives and additional methods of protection shall be implemented by the contractor in order to comply with SJRWMD standards. C. For projects that involve dredging or excavation in wetlands or other surface waters, describe the method of excavation, and the type of material to be excavated; N/A D. For projects that involve fill in wetlands or other surface waters, describe the source and type of fill material to be used. For shoreline stabilization projects that involve the installation of riprap, state how these materials are to be placed, (i.e., individually or with heavy equipment) and whether the rocks will be underlain with filter cloth; Not applicable. E. If dewatering is required, detail the dewatering proposal including the methods that are proposed to contain the discharge, methods of isolating dewatering areas, and indicate the period dewatering structures will be in place Not applicable. F. Methods for transporting equipment and materials to and from the work site. If barges are required for access, provide the low water depths and draft of the fully loaded barge; and The Contractor is expected to utilize low-bov transport tractor trailer for equipment mobilization to and from the site. G. Demolition plan for any existing structures to be removed; No demolition is anticipated at this time. H. Identify the schedule and party responsible for completing monitoring, record drawings, and as -built certifications for the project when completed. THE LPA GROUP INCORPORATED, the Engineer of Record, will perform periodic construction observation and provide certification of the storm water manaqement system based on Contractor supplied as -built plans. upon construction completion. The proiect will begin construction once a permit has been acquired. V. Drainage Information A. Provide pre -development and post -development drainage calculations, signed and sealed by an appropriate registered professional, as follows: 1. Runoff characteristics, including area, runoff curve number or runoff coefficient, and time of concentration for each drainage basin; The runoff characteristics are included in Stormwater Report under Appendix B. 2. Water table elevations (normal and seasonal high) including aerial extent and magnitude of any proposed water table drawdown; This information is included in the construction plans under Appendix D. Please see the surveved Normal Water Levels (NWL). Also see drainage report under Appendix C. 3. Receiving water elevations (normal, wet season, design storm); The receiving water elevations are included in Stormwater Report under Appendix B. 4. Design storms used including rainfall depth, duration, frequency, and distribution; The desiqn storms used are included in Stormwater Report under Appendix B. 5. Runoff hydrograph(s) for each drainage basin, for all required design storm event(s); The Runoff hvdroaraahs used are included in Stormwater Report under Appendix B. 6. Stage -storage computations for any area such as a reservoir, close basin, detention area, or channel, used in storage routing; The staqe-storage computations are included in Stormwater Report under Appendix B. 7. Stage -discharge computations for any storage areas at a selected control point, such as control structure or natural restriction; The stage -discharge computations are included in Stormwater Report under Appendix B. 8. Flood routings through on -site conveyance and storage areas; The flood routinas are included in Stormwater Report under Appendix B. 9. Water surface profiles in the primary drainage system for each required design storm event(s); Not applicable. Peak stage information are included in the Stormwater Report under Appendix B. 10. Runoff peak rates and volumes discharged from the system for each required design storm event(s); and The flood routinas are included in Stormwater Report under Appendix B. 11. Tail water history and justification (time and elevation); the tailwater information was gathered from previously permitted projects. Outfall 1 drains into the Twin Ditches Project which was permitted on August 8, 2005. Outfall 2 drains into the Collier Creek which has established flood elevations. Please see the following table below which depicts the information used in the Existing and Proposed Development ICPR models. OUTFALL 1 OUTFALL 2 Twin Ditches* Pond 1 Existinq Outfall Pipe Proposed Ditch Elevations NGVD (ft) NAVD (ft) Proposed Pond Elevations NGVD (ft) NAVD (ft) Normal Water Level 15.50 14.05 Pipe Invert 10.57 9.12 Weir Elevation 17.00 15.55 Top of Pipe 12.57 11.12 Top Of Bank 21.50 20.05 Node N-AA13 Collier Creek Floodplain Elevation Storm Event Max Time Peak Stage Peak Stage Storm Event Peak Stage Peak Stage Staqe (hrs) NGVD (ft) NAVD (ft) NGVD (ft) NAVD (ft) Mean Annual 12.98 18.69 17.24 Mean Annual 4.50 3.05 25 yr-24 hr 12.89 20.56 19.11 25 yr-24 hr 4.80 3.35 100 yr-24 hr 12.77 21.25 19.80 100 yr-24 hr 6.00 4.55 * Permit No. 40-061-98504-1 12. Pump specifications and operating curves for range of possible operating conditions (if used in system). Not applicable. B. Provide the results of any percolation tests, where appropriate, and soil borings that are representative of the actual site conditions; Not applicable. C. Provide the acreage, and percentages of the total project, of the following: 1. impervious surfaces, excluding wetlands, A summary of areas is included in Stormwater Report under Appendix B. 2. pervious surfaces (green areas, not including wetlands), A summary of areas is included in Stormwater Report under Appendix B. 3. lakes, canals, retention areas, other open water areas, A summary of areas is included in Stormwater Report under Appendix B. 4. wetlands; Not applicable. D. Provide an engineering analysis of floodplain storage and conveyance (if applicable), including: 1. Hydraulic calculations for all proposed traversing works; Not applicable. 2. Backwater water surface profiles showing upstream impact of traversing works; Not applicable. 3. Location and volume of encroachment within regulated floodplain(s); Not apa/icable. 4. Plan for compensating floodplain storage, if necessary, and calculations required for determining minimum building and road flood elevations. Not applicable. E. Provide an analysis of the water quality treatment system including: A description of the proposed stormwater treatment methodology that addresses the type of treatment, pollution abatement volumes, and recovery analysis; and The stormwater treatment methodologv is included in Stormwater Report under Appendix B. 2. Construction plans and calculations that address stage -storage and design elevations, which demonstrate compliance with the appropriate water quality treatment criteria. This information is included in the construction plans under Appendix D. F. Provide a description of the engineering methodology, assumptions and references for the parameters listed above, and a copy of all such computations, engineering plans, and specifications used to analyze the system. If a computer program is used for the analysis, provide the name of the program, a description of the program, input and output data, two diskette copies, if available, and justification for model selection. This information is included in the Stormwater Report. VI. Operation and Maintenance and Legal Documentation A. Describe the overall maintenance and operation schedule for the proposed system. The Sebastian Municipal Airport will be responsible for operation and maintenance of the stormwater management system. B. Identify the entity that will be responsible for operating and maintaining the system in perpetuity if different than the permittee, a draft document enumerating the enforceable affirmative obligations on the entity to properly operate and maintain the system for its expected life, and documentation of the entity's financial responsibility for long term maintenance. If the proposed operation and maintenance entity is not a property owner's association, provide proof of the existence of an entity, or the future acceptance of the system by an entity which will operate and maintain the system. If a property owner's association is the proposed operation and maintenance entity, provide copies of the articles of incorporation for the association and copies of the declaration, restrictive covenants, deed restrictions, or other operational documents that assign responsibility for the operation and maintenance of the system. Provide information ensuring the continued adequate access to the system for maintenance purposes. Before transfer of the system to the operating entity will be approved, the permittee must document that the transferee will be bound by all terms and conditions of the permit. The Sebastian Municipal Airport will be responsible for operation and maintenance of the stormwater management system. C. Provide copies of all proposed conservation easements, storm water management system easements, property owner's association documents, and plats for the property containing the proposed system. Not applicable D. Provide indication of how water and waste water service will be supplied. Letters of commitment from off -site suppliers must be included. Water. Waste Water will be supplied by Indian River County Reuse Water will be supplied by the existing golf course Pond 3.. E. Provide a copy of the boundary survey and/or legal description and acreage of the total land area of contiguous property owned/controlled the applicant. This information is included in the Construction Plans. Please see attached Golf Course Survev completed by Velcon Group December 2008. VII. Water Use A. Will the surface water system be used for water supply, including landscape irrigation,or recreation. Not applicable. B. If a Consumptive Use or Water Use permit has been issued for the project, state the permit number. Not applicable. C. If no Consumptive Use or Water Use permit has been issued for the project, indicate if such a permit will be required and when the application for a permit will be submitted. Not applicable. Indicate how any existing wells located within the project site will be utilized or abandoned. Not applicable. l Table 1 PROJECT WETLAND (WL) AND U t 1-i N,il SURFACE WATER (SW) SUMMARY WI. &SW TEMPORARY IMPACTS PERMANENT MITIGATION • WL & SW WL & SW WL & SW NOT WI & SW IMPACTS WL & SW IMPACTS ID ID TYPE SIZE IMPACTED MT —& SW IMPACT IMPACT WL & SW IMPACT IMPACT Ir TYPE S17I CODE TYPE ;S ZE CODE, 0.96 - 5100 0.96 D Not Required SWA 5100 j _ ._ _ _ _ 5100 - - Not Required SWB 5100 0.48 0.48 f 5100 - I - Not Required SWC 5100 0.02 0.02 0.30 Not Required 5100 - I - SWD 5100 0.30 - — — 5100 Not Required SWE 5100 0.16 0.16 ` _ _ 5100 - - Not Required SWF 5100 I 1.39 1.39 5300 - - Not Required SW(Pond 1) 5300 2.01 2.01 - _ 5300 - I - Not Required SW(Pond 3) 5300 3.64 3.64 — PROJECT •. LI 0.96 8.96 8.0 TOTALS _, _ Comments: CODES (multiple entries per cell not allowed): Wetland Type: from an established wetland classification system (see Section E, 111b.) Reviewer: Impact Type: D=dredge, F=fill;14=change hydrology; S=shading; C=clearing; O=other Form Number 40C-4.900(l) 1 of 15 Appendix B Drainage Computations + Attenuation Summary + Existing Conditions Data o Curve Number Calculation o Time of Concentration Calculation o Stage Storage Table + Proposed Conditions Data o Curve Number Calculation o Stage -Storage Table o Water Quality Volume Calculation o Phosphorus Loading Analysis + Existing Conditions ICPR Input / Output o Input Data o Node Minimum / Maximum o Basin Summary Report + Proposed Conditions ICPR Input / Output o Input Data o Node Minimum / Maximum o Basin Summary Report Summary of Results Basin Project: Updated Stormwater Master Plan By: HS Date: 8/17/2009 Location: Indian River County Checked: PT Date: 8/17/2009 Peak Flow Rates to Outfalls Node Storm Event Pre -Development Post - Discharge Development (cfs) (cfs) Outfall1 25-yr/24-Hr 16.41 14.98 Outfall2 25-yr/24-Hr 21.14 12.83 Max Stage Table Pre -Developed (ft) Post -Developed (ft) Node Pond Top of Bank Mean Annual 25-year 24-hour Mean Annual '25-year 24-hour Airport Drive East A 19.00 - - 19.08 19.74 Airport Drive East B 19.00 - - 18.83 19.73 Depression 3 20.00 19.17 20.87 19.17 20.84 Pond 1 14.00 13.31 14.95 14.74 16.14 Pond 2 17.00 15.63 19.05 15.92 19.09 Pond 3 17.00 17.10 19.00 17.23 19.20 Pond 4 18.00 17.21 19.10 17.28 19.29 Proposed Conditions Data + Curve Number Calculation + Stage -Storage Table + Phosphorus Loading Analysis WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 8/17/2009 Location: Indian River County Checked: PT Date: 8/17/2009 Circle One: Present Developed Depressional Area 3 1. Runoff curve number (C \ ) Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Immokalee fine sand (B/D) Open Space, Good Condition Immokalee fine sand (B/D) Taxiway and Runway (Existing) tJse only one CN source per line. CN (weighted) = total product/total area = (No additional development is proposed in this basin.) CN Area cv cv N N - acre tn El s F w w ❑ mix 80 5.90 472.00 98 1.94 190.12 Totals = I 7.84 662.12 662.12 = 84.45 Use CN: 84 7.84 Project: Sebastian Air ort By: _ HS Date: 8/17/2099 Location: Indian River County Checked: VT Date: 8/17/2009 Circle One: Present Developed Airport p rive East B Airport Drive East B - STAGE -STORAGE Stage Area Incremental Storm=e Cumulative Stora e h -ft ac ac-ft ac-ft 8.Q 28886 0.66 0.00 0.00 18.5 31801 0.73 0.35 1 0.35 19.0 _ 1 427951 0.98 0.43 0.78 Existing Ground Elevation (ft) = 18.18 ft (B-2) Wet Season Water Table (ft) = 17.01 ft (B-2) Water Quality Volume Required = 0.28 ac- ft @ 18.40 ft Site -Specific Pre -!Post- Pollutant Loading Analysis Pond 1-Wet Detention Pond (21 day) Project: Stormwater Master Plan Update By: HS Date: 8/17/2009 Location: Indian River County Checked: PT Date: 8/17/2009 Inches of Pollutant Outflow Existing Condition Land Use Soil Type LAcreage Inflow Mass Treatment System Retention Over Removal Mass Total P Loading Loading Basin Area Efficiency Loading (k`lac- ..017 �kq/yrj (inches) N (kglyr) Runway Basin OPEN HSG B X 14.51 = 0. 0.25 Runway Basin OPEN HSG D 0.051 X 14.41 = 0.73 0.73 Runway Basin COMM HSG B 0.916 X 4.44 = 4.07 4.07 Pond 1 OPEN HSG B 0.017 X 2.76 = 0.05 0.05 Pond 1 OPEN HSG D 0.051 X 1.63 = 0.08 0.08 Pond 1 COMM HSG B 0.916 X 2.05 = 1.88 1.88 TOTAL 39.80 7.06 7.06 Inches of Pollutant Outflow Proposed Condition Land Use Soil Type Basin Inflow Mass Treatment System Retention Over Removal Mass Total P Loading Acreage Loading Basin Area Efficiency Loading k lac- (acres) k r (inches) (%) (kg/yr) Runway Basin OPEN HSG B 0.017 X 14.51 = 0.25 Wet Detention (OFW) N/A 64.5 0.09 Runway Basin OPEN HSG D 0.051 X 14.41 = 0.73 Wet Detention (OFW) N/A 64.5 0.26 Runway Basin COMM HSG B 0.916 X 4.44 = 4.07 Wet Detention (OFW) N/A 64.5 1." Pond 1 OPEN HSG B 0.017 X 2.76 = 0.05 Wet Detention (OFW) N/A 64.5 0.02 Pond 1 OPEN HSG D 0.051 X 1.63 = 0.08 Wet Detention (OFW) N/A 64.5 0.03 Pond 1 COMM HSG B 0.916 X 2.05 = 1.88 Wet Detention (OFW) N/A 64.5 0.67 TOTAL 39.80 7.06 2.51 Pollutant Removal Efficiency Required 0 TMDL Volume Required 0.00 ac-in TMDL Volume Required 0.00 ac-ft TMDL Volume Required 0 cubic ft Water Quality Volume Required 216711 cubic ft Total Water Quality Volume governs the required treatment of the proposed pond Site -Specific Pre -/Post- Pollutant Loading Analysis Pond 3-Wet Detention Pond (21 day) Project: Stormwater Master Plan Update By: HS Location: Indian River County Checked: PT Inches of Pollutant Outflow Existing Condition Land Use Soil Type Basin Inflow Mass Treatment System Retention Over Removal Mass Total P Loading Acreage Loading Basin Area Efficiency Loading Ikq/ac-vrl lacres k I r (inches) (°!o) (kglyr) Pond 3 OPEN HSG B 0.017 XJ 14.84 = 0.25 0.25 Pond 3 COMM HSG B 0.916 X 3.81 = 3.49 3.49 Airport Drive East C OPEN HSG D 0.051 X 2.75 = 0.14 0.14 Airport Drive East C COMM HSG D 0.964 X 1.06 = 1.02 1.02 Hangar A OPEN HSG D 0.051 X 1.14 = 0.06 Dry Retention 0.06 Hangar A COMM HSG D 0.964 X 1.22 = 1.18 Dry Retention 1.18 Maintenance Building A OPEN HSG B 0.017 X 2.09 = 0.04 0.04 Maintenance Building A OPEN HSG D 0.051 X 0.75 = 0.04 0.04 Maintenance Building A COMM HSG D 0.964 X 0.22 = 0.21 0.21 Maintenance Building B OPEN HSG B 0.017 X 2.10 = 0.04 0.04 Maintenance Building B OPEN HSG D 0.051 X 3.17 = 0.16 0.16 TOTAL 33.15 6.62 6.62 Inches of Pollutant Outflow Proposed Condition Land Use Soil Type Basin Inflow Mass Treatment System Retention Over Removal Mass Total P Loading Acreage Loading Basin Area Efficiency Loading acres 4k_- 6TJ (inches) (°!o) (kg/yr) Pond 3 OPEN HSG B 0.017 14.84 = 0.25 Wet Detention (OFW) NIA 64.5 0.09 Pond 3 COMM HSG B 0.916 X 3.81 = 3.49 Wet Detention (OFW) NIA 64.5 1.24 Airport Drive East C OPEN HSG D 0.051 X 0.64 = 0.03 Wet Detention (OFW) NIA 64.5 0.01 Airport Drive East C COMM HSG D 0.964 X 3.17 = 3.06 Wet Detention (OFW) NIA 64.5 1.08 Hangar A OPEN HSG D 0.051 X 0.71 = 0.04 Wet Detention (OFW) NIA 64.5 0.01 Hangar A COMM HSG D 0.964 X 1.65 = 1.59 Wet Detention (OFW) NIA 64.5 0.56 Maintenance Building A OPEN HSG B 0.017 X 0.17 = 0.00 Wet Detention (OFW) NIA 64.5 0.00 Maintenance Building A OPEN HSG D 0.051 X 0.75 = 0.04 Wet Detention (OFW) NIA 64.5 0.01 Maintenance Building A COMM HSG D 0.964 X 2.14 = 2.06 Wet Detention (OFW) NIA 64.5 0.73 Maintenance Building B OPEN HSG D 0.051 X 1.58 = 0.08 Wet Detention (OFW) NIA 64.5 0.03 Maintenance Building B COMM HSG D 0.964 X 3.69 = 3.56 Wet Detention (OFW) NIA 64.5 1.26 TOTAL 33.15 14.20 5.04 Pollutant Removal Efficiency Required 53 % TMDL Volume Required 0.00 ac-in TMDL Volume Required 0.00 ac-ft TMDL Volume Required 0 cubic ft Water Quality Volume Required 179576 cubic ft Total Water Quality Volume governs the required treatment of the proposed pond Date: 8/17/2009 Date: 8/17/2009 Existing Conditions ICPR Input / Output + Input Data + Node Minimum / Maximum + Basin Summary Report Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Nodal Diagram Outfall 1 Nodes A Stage/Area v Stage/volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A: Depress ion 1 A: Depression a --L . P:Dep 1 to Dep a U:Deprese:on 1 I ( U:Depre.aion a A:Taxiway F 1 A: Depression 3 W: Ex. We1I U: Taxiway F — - ( U:Depreaeion 3 A:XSE u: ft-t . C: XSE-XBP V A: XSF P; rx, 12- Pipe V: Wa:.nt. D A: XSC A: Pond 3 j D: Pond 3 P: Pond 3 Outfall A: Admin nd Po1ic U:Admin and Polic �i P:Dep2-24^ Pipe-X 6 LAC — -- �: 15' RCP C:XSA-XSB C: XSC-XSB P:Pond 4 Outfall ' V:xaint.`TIB/ V: Pond 4 1 C: XSB-XSD / A•%SD P:XSC-29'CMP-P3 j 1 V:. nt. E A: Pond 2 I A: XS2 U: Pond 2 m nicnn a -a j W: ex. Earthen 1 \ A:XS3 C:XS7-XS2 �I,/ \ \ I A:XS3 l— `j-N33—}-1 �\ c;XS3-XS4 U:DitCh 2-1 / T U: ❑ltch 2-3 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. A:XS4 i U:Ditch 2-4 Y ?:Outfall 1 --� T:Outfall 1 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Basins ------------------------------------------ ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: Admin and Polic Node: Admin and Polic Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min)! 10.00 Area(ac): 3.360 Time Shift(hrs): 0.00 Curve Number: 87.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 --------- ------------------------------------------------------------------------------------------ Name: Depression 1 Node: Depression 1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.280 Curve Number: 62.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 30.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Depression 2 Node: Depression 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN unit Hydrograph: uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.290 Curve Number: 63.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 20.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Depression 3 Node: Depression 3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 8.240 Curve Number: 85.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 27.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Ditch 2-1 Node: XSl Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.870 Curve Number: 64.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 38.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Ditch 2-2 Node: XS2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): o.000 Area(ac): 0.980 Curve Number: 63.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 84.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 599999.000 ---------------------------------------------------------------------------------------------------- Name: Ditch 2-3 Node: XS3 Status: Onsite Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 35.00 Area(ac): 2.080 Time Shift(hrs): 0.00 Curve Number: 61.00 Max Allowable Q(cfs): 999999.000 DCIA($): 0.00 ------------------------------------------------------------------------------------- Name: Ditch 2-4 Node: XS4 -------------- Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 7.480 Curve Number: 65.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 49.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 -------------------------------------------------------------------------------------------------- Name: Maint. A Node: XSA Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 22.00 Area(ac): 1.320 Time Shift(hrs): 0.00 Curve Number: 70.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Maint. B Node: XSB Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 54.00 Area(ac): 2.870 Time Shift(hrs): 0.00 Curve Number: 77.00 Max Allowable Q(cfs): 999999.000 DCIA M : 0.00 ---------------------------------------------------------------------------------------------------- Name: Maint. C Node: XSE Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.690 Curve Number: 70.00 DCIA(%-): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 25.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 0.000 ---------------------------------------------------------------------------------------------------- Name: Maint. D Node: XSF Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.360 Curve Number: 67.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Maint. E Node: XSD Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 19.00 Area(ac): 1.090 Time Shift(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) (02002 Streamline Technologies, Inc. Page 2 of 16 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Curve Number: 67.00 Max Allowable Q(cfs): 999999.000 DCIA(U : 0.00 ---------------------------------------------------------------------------------------------------- Name: Pond 2 Node: Pond 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 7.080 Curve Number: 71.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 17.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ----------------- — --------------------------------------------------------------------------------- Name: Pond 3 Node: Pond 3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 18.480 Curve Number: 69.00 DCIA($): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 52.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ------------------------------------------------------------ — ----------------------------------- Name: Pond 4 Node: Pond 4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 18.350 Curve Number: 66.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 38.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Taxiway F Node: Taxiway F Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.250 Curve Number: 92.00 DCIA(%): 0.00 Nodes Peaking Factor: 323.0 Storm Duration(hra): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: Admin and Polic Base Flow(cfs): 0.000 Init Stage(ft): 19.000 Group: BASE Warn Stage(ft): 21.000 Type: Stage/Area Pond was first constructed for the Admin and Police Building Permit No. 42-061-68172-8, Then THE LPA GROUP expanded the pond for the Taxiway A Rehabiliation Permit No. 40-061-68172-10 Stage(ft) Area(ac) ------------------------------ 19.000 0.2300 20.000 0.2900 21.000 0.3600 ------------------------------------------------------------------------------------------ Name: Depression 1 Base Flow(cfs): 0.000 Init Stage(ft): 19.000 Group: BASE Warn Stage(ft): 23.000 Type: Stage/Area Existing depressional area Stage(ft) Area(ac) --------------- --------------- 19.000 0.1900 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 20.000 0.9900 21.000 1.1800 22.000 1.2500 23.000 1.2700 --- ------------------------------------------------ Name: Depression 2 Base Flow(cfs). 0.000 -------------------------- Init Stage(ft): 17.000 Group: BASE Warn Stage(ft): 21.000 Type: Stage/Area Existing depressional area Stage(ft) --------------- --------------- Area(ac) 17.000 0.0100 18.000 0.1300 19.000 0.6200 20.000 1.8200 21.000 2.0400 ----------------------------------------------------------------------------------------- Name: Depression 3 Base Flow(cfs): 0.000 Init Stage(ft): 17.500 Group: BASE Warn Stage(ft): 20.000 Type: Stage/Area Stage(ft) ------------------------------ Area(ac) 17.500 0.5800 18.000 0.6200 19.000 0.7200 20.000 0.8200 ----------------------------------------------------------------------------------------- Name: Outfall 1 Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 16.000 13.00 20.560 ------------------------------------------------------------------------------------------ Name: Pond 2 Base Flow(cfs): 0.000 Init Stage(ft): 14.740 Group: BASE Warn Stage(ft): 17.000 Type: Stage/Area Stage(ft) Area(ac) 14.740 1.7200 15.000 1.7500 16.000 1.9600 17.000 2.2900 17.500 2.9700 18.000 3.6600 19.000 5.1300 20.000 6.0500 21.000 6.4600 -------------------------------------`---------------------------------------------------- Name: Pond 3 Base Flow(cfs): 0.000 Init Stage(ft): 14.660 Group: BASE Warn Stage(ft): 17.000 Type: Stage/Area Stage(ft) ------------------------------ Area(ac) 14.660 3.3000 15.000 3.5300 16.000 3.8000 17.000 4.3300 17.500 4.7600 1B.000 5.6600 19.000 7.7400 20.000 ---------------------------------------------------------------------- 11.2500 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 16 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Name: Pond 4 Base Flow(cfs): 0.000 Init Stage(ft): 15.540 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) 15.540 2.1500 16.000 2.2300 17.000 2.5300 18.000 3.5100 18.500 4.9900 19.000 6.4300 20.000 11.5500 21.000 14.1100 ------------------------------------------------- ---------------------------------------- Name: Taxiway F Base Flow(cfs): 0.000 Init Stage(ft): 17.500 Group: BASE Warn Stage(ft): 16.500 Type: Stage/Area Constructed for the Taxiway A Rehabilitation/Construct Administration Building Permit No. 40-061-68172-10 Stage(ft) Area(ac) ------------------------------ 17.500 0.2900 18.000 0.3300 18.500 0.3800 ------------------------------------------------------------------------------------------ Name: XS1 Base Flow(cfs): 0.000 Init Stage(ft): 16.530 Group: BASE Warn Stage(ft): 16.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 16.530 0.0000 17.000 0.0001 18.000 0.0020 ------------------------------------------------------------------------------------------ Name: XS2 Base Flow(cfs): 0.000 Init Stage(ft): 15.000 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) 15.000 0.0000 16.000 0.0001 17.000 0.0005 18.000 0.0020 19.000 0.0030 ------------------------------------------------------------------------------------------ Name: XS3 Base Flow(cfs): 0.000 Init Stage(ft): 14.900 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) 14.880 0.0000 16.000 0.0003 17.000 0.0010 18.000 0.0030 ------------------------------------------------------------------------------------------ Name: XS4 Base Flow(cfs): 0.000 Init Stage(ft): 14.870 Group: BASE Warn Stage(ft): 20.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 14.870 0.0000 15.000 0.0000 Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 5 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 16.000 0.0001 17.000 0.0003 19.000 0.0007 19.000 0.0010 20.000 0.0020 ------------------------------------------------------------------------------------------ Name: XSA Base Flow(cfs): 0.000 Init Stage(ft): 17.520 Group: BASE Warn Stage(ft): 19.500 Type: Stage/Area Stage(ft) Area(ac) 17.520 0.0000 16.000 0.0001 19.000 0.0010 19.500 0.0020 ------------------------------------------------------ Name: XSB Base Flow(cfs): 0.000 Group: BASE Type: Stage/Area Stage(ft) Area(ac) 16.370 0.0000 17.000 0.0001 18.000 0.0005 19.000 0.0010 20.000 0.0030 21.000 0.0050 22.000 0.0080 -------------------------------- Init Stage(ft): 16.370 Warn Stage(ft): 22.000 ------------------------------------------------------------------------------------------ Name: XSC Base FloW(cfs): 0.000 Init Stage(ft): 19.510 Group: BASE Warn Stage(ft): 20.490 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 19.510 0.0000 20.000 0.0001 20.490 0.0010 ----------------------------------------------------------- --- Name: XSD Base Flow(cfs): 0.000 Init Stage(ft)-. 15.920 Group: BASE Warn Stage(ft): 18.400 Type: Stage/Area Stage(ft) Area(ac) 15.920 0.0000 16.000 0.0000 17.000 0.0002 18.000 0.0010 18.400 0.0020 ----------- ----------------------------------------------------------- ------------------ Name: XSE Base Flow(cfs): 0.000 Init Stage(ft): 18.950 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 18.950 0.0000 19.000 0.0000 ------------------------------------------------------------------------------------------ Name: XSF Base Flow(cfs): 0.000 Init Stage(ft): 17.730 Group: BASE Warn Stage(ft); 19.000 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 6 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Stage(ft) Area(ac) ------------------------------ 17.730 0.0000 18.000 0.0000 19.000 0.0004 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Cross Sections ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: Ex. Weir 1 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 18.000 0.060000 13.140 17.000 0.060000 32.080 16.540 0.060000 35.160 17.000 0.060000 47.680 18.000 0.060000 56.550 19.000 0.060000 --------------------------------------------------------------------- Name: X91 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 20.460 0.060000 5.480 20.000 0.060000 19.240 19.000 0.060000 31.920 1B.000 0.060000 47.930 17.000 0.042000 58.940 16.530 0.042000 70.690 17.000 0.042000 95.950 18.000 0.060000 --------------------------------------------------------------------- Name: XS2 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.060000 12.810 18.000 0.060000 25.580 17.000 0.042000 34.430 16.000 0.042000 39.210 14.980 0.042000 42.390 16.000 0.042000 50.580 17.000 0.042000 66.790 18.000 0.060000 75.940 19.000 0.060000 85.200 20.000 0.060000 100.230 21.000 0.060000 --------------------------------------------------------------------- Name: XS3 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 18.000 0.060000 3.550 17.000 0.042000 9.690 16.000 0.042000 17.060 14.680 0.042000 29.020 16.000 0.042000 48.760 17.000 0.042000 59.850 18.000 0.060000 66.300 19.000 0.060000 73.980 20.000 0.060000 200.660 21.000 0.060000 222.230 22.000 0.060000 227.540 23.000 0.060000 --------------------------------------------------------------------- Name: XS4 Group: BASE Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 16 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 20.000 0.042000 26.740 19.880 0.042000 28.780 19.000 0.042000 30.490 18.000 0.042000 32.480 17.000 0.042000 34.490 16.000 0.042000 36.410 15.000 0.042000 36.710 14.670 0.042000 37.320 15.000 0.04200D 41.470 16.000 0.042000 45.570 17.000 0.042000 49.750 18.000 0.042000 54.110 19.000 0.042000 60.940 20.000 0.042000 68.690 21.000 0.060000 75.990 22.000 0.060000 83.680 23.000 0.060000 97.120 24.000 0.060000 --------------------------------------------------------------------- Name: XSA Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 21.000 0.060000 50.570 20.000 0.060000 158.370 19.000 0.042000 198.530 18.000 0.042000 205.390 17.520 0.042000 209.810 18.000 0.042000 216.560 19.000 0.042000 260.840 19.500 0.060000 ------------------------------------------------------------------ Name: XSB Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 22.000 0.060000 4.280 21.000 0.060000 9.890 20.000 0.060000 26.760 19.000 0.042000 30.630 18.000 0.042000 35.110 17.000 0.042000 38.420 16.370 0.042000 43.500 17.000 0.042000 55.650 16.000 0.042000 72.340 19.000 0.060000 94.130 20.000 0.060000 111.200 21.000 0.060000 124.990 22.000 0.060000 139.510 22.700 0.060000 --------------------------------------------------------------------- Name: XSC Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 20.490 0.042000 3.320 20.000 0.042000 6.660 19.510 0.042000 15.020 20.000 0.042000 143.230 21.000 O.D60000 210.780 22.000 O.D60000 262.920 23.000 0.060000 --------------------------------------------------------------------- Name: XSD Group: BASE Encroachment: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 16 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Station(ft) Elevation(ft) Manning's N 0.0D0 19.000 0.060000 19.310 16.000 0.042000 54.630 17.000 0.042000 59.350 16.000 0.042000 60.310 15.920 0.042000 61.060 16.000 0.042000 70.820 17.000 0.042000 79.050 18.000 0,042000 104.980 18.400 0.042000 --------------------------------------------------------------------- Name: XSE Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 2.540 18.950 0.042000 4.190 19.000 0.042000 10.920 19.220 0.060000 35.550 20.000 0.060000 --------------------------------------------------------------------- Name: XSF Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 14.400 18.000 0.042000 15.950 17.830 0.042000 17.770 18.000 0.042000 27.850 19.000 0.042000 Pipes Name: Dep 1 to Dep 2 From Node: Depression 1 Length(ft): 166.00 Group: BASE To Node: Depression 2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 4.00 4.00 Entrance Loss Coef: 0.00 Rise(in): 4.00 4.00 Exit Loss Coef: 1.00 Invert(ft): 18.450 17.480 Bend Loss Coef: 0.00 Manning's N: 0.024000 0.024000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Sot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular CMP: Projecting Downstream FHWA Inlet Edge Description: Circular CMP: Projecting Existing 4" HDPE pipe ---------------------------------------------------------------------------------------------------- Name: Dep2-24" Pipe-X From Node: Depression 2 Length(ft). 12.00 Group: BASE To Node: XSA Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 17.210 17.210 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 9 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Upstream FHWA Inlet Edge Description: Circular CMP: Projecting Downstream FHWA Inlet Edge Description: Circular CMP: Projecting Existing 24" RCP ---------------------------------------------------------------------------------------------------- Name: Ex. 12" Pipe From Node: XSF Length(ft): 105.00 Group: BASE To Node: Pond 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 10.00 10.00 Entrance Loss Coef: 0.00 Rise(in): 10.00 10.00 Exit Loss Coef: 1.00 Invert(ft): 17.830 14.870 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Survey found a 12" CMP upstream at el. 17.83 and they found an 8" PVC downstream at el. 14.87 Manning's N used is an equivalent weighted value of the pipe ------------------------------------------------------------ ---------------------------- Name: Ex. 15" RCP From Node: Depression 3 Length(ft). 300.00 Group: BASE To Node! XSA Count: 1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 15.00 15.00 Rise(in): 15.00 15.00 Invert(ft): 17.600 17.500 Manning's N: 0.012000 0.012000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular CMP: Mitered to slope Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None Downstream FHWA Inlet Edge Description: Circular CMP: Mitered to slope Pipe was first constructed for the Admin and Police Building Permit No. 42-061-68172-B, Then THE LPA GROUP added more pipe length for the Taxiway A Rehabiliation Permit No. 40-061-6B172-10 ----------------------------------------------------------------=------------------------ Name: Outfall 1 From Node: XS4 Length(ft): 127.00 Group: BASE To Node: Outfall 1 Count: 1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 48.00 48.00 Rise(in): 48.00 48.00 Invert(ft): 13.550 13.550 Manning's N: 0.012000 0.012000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Previous Permit No. 40-061-98504-1 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None --------------------------------------------------------------------------------------------------- Name: Pond 3 Outfall From Node: Pond 3 Length(ft): 21.00 Group: BASE To Node: XS2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 10 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Geometry: Circular Circular Span(in): 24.00 24.00 Rise(in): 24.00 24.00 Invert(ft): 15.410 15.470 Manning's N: 0.020000 0.020000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular CMP: Projecting Downstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None Existing 24" CMP, pipe establishes normal water level in Pond 3 as 15.41' NAVD ---------------------------------------------------------------------------------------------------- Name: Pond 4 Outfall From Node: Pond 4 Length(ft): 17.00 Group: BASE To Node: XSB Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Horz Ellipse Horz Ellipse Flow: Both Span(in): 45.00 45.00 Entrance Loss Coef: 0.00 Rise(in): 29.00 29.00 Exit Loss Coef: 1.00 Invert(ft): 16.360 16.260 Send Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Groove end projecting Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Groove end projecting Existing 36" Elliptical RCP ---------------------------------------------------------------------------------------------------- Name: XSC-24'CMP-P3 From Node: XSD Length(ft): 21.00 Group: BASE To Node: Pond 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 15.920 15.990 Bend Loss Coef: 0.00 Manning's N: 0.020000 0.020000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Sot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Existing 24" CMP Channels Name: XS1-XS2 From Node: XS1 Length(ft): 263.00 Group: BASE To Node: XS2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 16.530 15.000 Flow: Both TClpinitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XS1 XS2 Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 11 of 16 Sebastian Municipal Airport-Starmwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Depth(ft): Bat Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Existing upland cut ditch ---------------------------------------------------------------------------------------------------- Name: XS2-XS3 From Node: XS2 Length(ft): 917.00 Group: BASE To Node: XS3 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 15.000 14.880 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bat Clip(ft): Exit Loss Coef: 0.000 Main XSec: XS2 XS3 Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): Bat Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Existing upland cut ditch -------------------------- Name: XS3-XS4 -------------------------------------------------------------- From Node: XS3 Length(ft): 530.00 Group: BASE To Node: XS4 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 14.880 14.870 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bat Clip(ft): Exit Loss Coef: 0.000 Main XSec: XS3 XS4 Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft) ! Depth(ft): Bat Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Existing upland cut ditch ---------------------------------------------------------------------------------------------------- Name: XSA-XSB From Node: XSA Length(ft): 350.00 Group: BASE To Node: XSB Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 17.520 16.370 Flow: Both TClpInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Tap Clip(ft): Entrance Loss Coef: 0.000 Bat Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSA XSB Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): Bat Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Existing upland cut ditch ---------------------------------------------------------------------------------------------------- Name: XSB-XSD From Node: XSB Length(ft): 139.00 Group: BASE To Node: XSD Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 12 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 16.370 15.920 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Sot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSB XSD Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Existing upland cut ditch ---------------------------------------------------------------------------------------------------- Name:-XSC-XSB From Node: XSC Length(ft): 290.00 Group: BASE To Node: XSB Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 19.510 16.370 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSC XSB Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Tap Width(ft): Depth(ft).- Bot Width(ft): LtSdSlp(h/v)! RtSdSlp(h/v): Existing upland cut ditch --------------------------------------------------------------------------------------------------- Name: XSE-XSF From Node: XSE Length(ft): 214.00 Group: BASE To Node: XSF Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 18.950 17.B30 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSE XSF Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): Sot Width(ft): LtSdSlp (h/v) : RtSdSlp (h/v) : Existing upland cut ditch Weirs ------------------------------------------------------------------------------------------ Name: Ex. Earthen 1 From Node: Pond 2 Group: BASE To Node: XS1 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 54.00 Left Side Slope(h/v): 20.00 Right Side Slope(h/v): 25.00 Invert(ft): 17.100 Control Elevation(ft): 17.100 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 13 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: Ex. Weir From Node: Taxiway F Group: BASE To Node: Depression 3 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 102.00 Rise(in): 9999.00 Invert(ft): 16.150 Control Elevation(ft): 18.150 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0,000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Constructed for the Taxiway A Rehabilitation/Construct Administration Building Permit No. 40-061-68172-10 Existing Sharp crested weir ---------------------------------------------------------------------------------------------------- Name: Weir From Node: Admin and Polic Group: BASE To Node: XSA Flow: Both Count: 2 Type: Vertical: Mavis Geometry: Rectangular Span(in): 24.00 Rise(in): 999.00 Invert(ft): 20.000 Control Elevation(ft): 20,000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Weirs were was first constructed for the Admin and Police Building Permit No. 42-061-68172-8, Hydrology Simulations Name: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater Master_Plan_Update)\documents\2e-drainage\Stormwater Master override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 12.30 Time(hrs) Print Inc(min) --------------- - -- 101.000 2.00 ---------------------------------------------------------------------------------------------------- Name: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.40 Time(hrs) Print Inc(min) ------------------------------ 25.000 2.00 ------------------------------------------------------------------------- ------------------------- Name: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model (1CPR) 02002 Streamline Technologies, Inc. Page 14 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 ------------------------------ 25.000 2,00 ------------------------------------------------------------------------------------------ ---- ----------------------------------------------------------------------------- ___= Routing Simulations -------------------------------------- ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: 100YR-24-HR Hydrology Sim: 100 YR-24HR Filename: Y:\Airports\X26 - Sebas tian\TA412 02 9 (StormwaterMaster_Plan_Update)\documents\2e-drainage\Stormwater Master Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 100.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: 100 yr 24 hr Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 6.000 15.000 24.000 5.000 100.000 15.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 25YR-24-HR Hydrology Sim: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater Master_Plan_Update)\documents\2e-drainage\Stormwater Master Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 100.00 Mir. Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: 25 yr 24 hr Boundary Flows: Time(hrs) Print Inc(min) ------------------------------ 6.000 15.000 24.000 5.000 100.000 15.000 Group Run -------------- ----- BASE Yes --------------------------------------------------------------------------------------------------- Name: Mean Annual Hydrology Sim: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10,000 Start Time(hrs): 0.000 End Time(hrs): 100.00 Min Cale Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Mean Annual Boundary Flows: Time(hrs) Print Inc(min) --------------- 6.000 --------------- 15.000 24.000 5.000 100.000 15.000 Group Run --------------- BASE ----- Yes Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 15 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Input Report Outfall 1 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Boundary Conditions Name: 25 yr 24 hr Node: Outfall 1 Type: Stage Time(hrs) Stage(ft) ------------------------------ 0.000 14.100 12.890 19.114 120.000 14.200 ---------------------------------------------------------------------------------------------------- Name: Mean Annual Node: Outfall 1 Type: Stage Time(hrs) Stage(ft) ------------------------------ 0.000 14.100 12.9B0 17.243 120.000 14.200 ---------------------------------------------------------------------------------------------------- Name: 100 yr 24 hr Node: Outfall 1 Type: Stage Time(hrs) Stage(ft) 0.000 14.100 12.770 19.802 120.000 14.200 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 16 of 16 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Node Min/Max Report Outfall 1 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 Depression 3 BASE 25YR-24-HR 13.99 20.87 20.00 0.0034 39569 12.10 27.73 14.91 5.58 Outfall 1 BASE 25YR-24-HR 12.89 19.11 0.00 14.1000 13 24.09 16.41 0.00 0.00 Pond 2 BASE 25YR-24-HR 14.16 19.05 17.00 0.0050 225406 12.10 26.28 36.52 7.79 Pond 3 BASE 25YR-24-HR 20.57 19.00 17.00 0.0022 336893 12.50 53.71 25.77 11.35 Pond 4 BASE 25YR-24-HR 22.48 19.10 18.00 0.0023 302550 12.33 43.08 30.74 4.66 Depression 3 BASE Mean Annual 13.98 19.17 20.00 0.0029 32152 12.13 15.34 13.98 2.49 Outfall 1 BASE Mean Annual 12.98 17.24 0.00 14.1000 136 24.45 7.83 0.00 0.00 Pond 2 BASE Mean Annual 25.00 15.63 17.00 0.0014 82006 12.10 8.62 0.00 0.00 Pond 3 BASE Mean Annual 20.84 17.10 17.00 0.0031 192338 12.60 18.80 24.44 4.76 Pond 4 BASE Mean Annual 22.69 17.21 18.00 0.0027 119396 12.40 12.98 25.08 1.40 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 1 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Basin Summary Report Outfall 1 Basin Name: Admin and Polic Group Name: BASE Simulation: 25 YR-24HR Node Name: Admin and Polic Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 3.360 Vol of Unit Hyd (in): 1.001 Curve Number: 87.000 DCIA (%): 0.000 Time Max (hrs): 12.02 Flow Max (cfs): 19.34 Runoff Volume (in): 7.821 Runoff Volume (ft3): 95391 Basin Name: Depression 1 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 1.2B0 Vol of Unit Hyd (in): 1.000 Curve Number: 62.000 DCIA (%): 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 2.90 Runoff Volume (in): 4.673 Runoff Volume (ft3): 21715 Basin Name: Depression 2 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 2.290 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 12.13 Flow Max (cfs): 6.53 Runoff Volume (in): 4.B01 Runoff Volume (ft3): 39909 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 6 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Basin Summary Report Outfall 1 Basin Name: Depression 3 Group Name: BASE Simulation; 25 YR-24HR Node Name: Depression 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 3.60 Comp Time Inc (min): 3.60 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 27.00 Time Shift (hrs): 0.00 Area (ac): 8.240 Vol of Unit Hyd (in): 1.000 Curve Number: 85.000 DCIA (t): 0.000 Time Max (hrs): 12.1E Flow Max (cfs): 31.51 Runoff Volume (in): 7.574 Runoff Volume (ft3): 226536 Basin Name: Pond 2 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 2.27 Comp Time Inc (min): 2.27 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 17.00 Time Shift (hrs): 0.00 Area (ac): 7.080 Vol of Unit Hyd (in): 1.000 Curve Number: 71.000 DCIA 00 : 0.000 Time Max (hrs): 12.09 Flow Max (cfs): 26.35 Runoff Volume (in): 5.917 Runoff Volume (ft3): 149502 Basin Name: Pond 3 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 6.93 Comp Time Inc (min): 6.93 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 52.00 Time Shift (hrs): 0.00 Area (ac): 16.480 Vol of Unit Hyd (in) : 1.000 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.48 Flow Max (cfs); 37.15 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 6 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Basin Summary Report Outfall 1 Runoff Volume (in): 5.558 Runoff Volume (ft3): 372831 Basin Name: Pond 4 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 4 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 5.07 Comp Time Inc (min): 5.07 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (bra): 24.00 Status: Onsite Time of Conc (min): 38.00 Time Shift (hrs): 0.00 Area (ac)! 18.350 Vol of Unit Hyd (in): 1.000 Curve Number: 68.000 DCIA 00 : 0.000 Time Max (hrs): 12.33 Flow Max (cfs): 43.12 Runoff Volume (in): 5.436 Runoff Volume (ft3): 362092 Basin Name: Taxiway F Group Name: BASE Simulation: 25 YR-24HR Node Name: Taxiway F Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs). 0.00 Area (ac): 2.250 Vol of Unit Hyd (in): 1.000 Curve Number: 92.000 DCIA (%) : 0.000 Time Max (hrs): 12.02 Flow Max (cfs): 13.51 Runoff Volume (in): 8.435 Runoff Volume (ft3): 68993 Basin Name: Admin and Polic Group Name: BASE Simulation: Mean Annual Node Name: Admin and Polic Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.0o Area (ac): 3.360 Vol of Unit Hyd (in): 1.001 Curve Number: 87.000 DCIA (8) : 0.000 Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 3 of 6 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Basin Summary Report outfall 1 Time Max (hrs): 12.04 Flow Max (c£s): 8.73 Runoff Volume (in): 3.381 Runoff Volume (ft3): 41234 Basin Name: Depression 1 Group Name: BASE Simulation: Mean Annual Node Name: Depression 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 4.00 Comp Time inc (min): 4.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 1.280 Vol of Unit Hyd (in): 1.000 Curve Number: 62.000 DCIA (t): 0.000 Time Max (hrs): 12.33 Flow Max (cfs): 0.73 Runoff Volume (in): 1.317 Runoff Volume (ft3): 6120 Basin Name: Depression 2 Group Name: BASE Simulation: Mean Annual Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 2.290 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 12.18 Flow Max (cfs): 1.69 Runoff Volume (in): 1.3B4 Runoff Volume (ft3): 11508 Basin Name: Group Name: Simulation: Node Name: Basin Type: Unit Hydrograph: Peaking Fator: Spec Time Inc (min): Comp Time Inc (min): Rainfall File: Rainfall Amount (in): Storm Duration (hrs): Status: Time of Conc (min): Time Shift (hrs) : Area (ac): Depression 3 BASE Mean Annual Depression 3 SCS Unit Hydrograph Uh323 323.0 3.60 3.60 Plmod 4.800 24.00 Onsite 27.00 0.00 8.240 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 6 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Basin Summary Report Outfall 1 Vol of Unit Hyd (in): 1.000 Curve Number: 85.000 DCIA (%): 0.000 Time Max (hrs): 12.18 Flow Max (cfs): 13.56 Runoff Volume (in): 3.185 Runoff Volume (ft3): 95268 -------------------------------------------------------------------------------- Basin Name: Pond 2 Group Name: BASE Simulation: Mean Annual Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 2.27 Comp Time Inc (min): 2.27 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 17.00 Time Shift (hrs): 0.00 Area (ac): 7.060 Vol of Unit Hyd (in): 1.000 Curve Number: 71.000 DCIA (%): 0.000 Time Max (hrs): 12.13 Flow Max (cfs): 8.65 Runoff Volume (in): 1.967 Runoff Volume (ft3)! 50551 Basin Name: Pond 3 Group Name: BASE Simulation: Mean Annual Node Name: Pond 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 6.93 Comp Time Inc (min): 6.93 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 52.00 Time Shift (hrs): 0.00 Area (ac): 18.480 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA (t): 0.000 Time Max (hrs): 12.60 Flow Max (cfs): 11.43 Runoff Volume (in): 1.811 Runoff Volume (ft3): 121509 Basin Name: Pond 4 Group Name: BASE Simulation: Mean Annual Node Name: Pond 4 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 5.07 Comp Time Inc (min): 5.07 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Interconnected Channel and Pond Routing Model ([CPR) 02002 Streamline Technologies, Inc. Page 5 of 6 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) July 7, 2009 Pre -Development Basin Summary Report Outfall 1 Time of Conc (min): 38.00 Time Shift (hrs); 0.00 Area (ac): 18.350 Vol of Unit Hyd (in): 1.000 Curve Number: 68.000 DCIA (%): 0.000 Time Max (hrs): 12.41 Flow Max (cfs): 13.00 Runoff Volume (in): 1.739 Runoff Volume (ft3): 115817 Basin Name: Taxiway F Group Name: BASE Simulation; Mean Annual Node Name: Taxiway F Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 2.250 Vol of Unit Hyd (in): 1.000 Curve Number: 92.000 DCIA (%); 0.000 Time Max (hrs); 12.02 Flow Max (cfs): 6.51 Runoff Volume (in): 3.896 Runoff Volume (ft3): 31819 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 6 of 6 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17,2009 Pre -Development Nodal Diagram Outfall 2 Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A:XSC-3 U: ADE A j P: Ex. 6" Pipes i i A: Pond 1 U: Pond 1 U:Runway Basin f P: Pond 1 Outfall I T.-Outfall 2 U: Ditch 3 C: Ditch BC i A. XSB-2 C: Ditch AB i I U: ADE B Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. A:Hangar A Pond U:Hangar A W: Earthen Weir A: XSA-1 U: ADE C Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17,2009 Pre -Development Input Report Outfall 2 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Basins ------------------------------------------- ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: AVE A Node: XSC-3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.710 Curve Number: 89.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 17.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: ADE B Node: XSB-2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.120 Curve Number: 84.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 30.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: ADE C Node: XSA-1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.310 Curve Number: 86.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 17.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 -------------------------------------------------------------------------------------------------- Name: Ditch 3 Node: Outfall 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 10.700 Curve Number: 64.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 96.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999 000 ---------------------------------------------------------------------------------------------------- Name: Hangar A Node: Hangar A Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 12.00 Area(ac): 2.360 Time Shift(hrs): 0.00 Curve Number: 89.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Pond 1 Node: Pond 1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 13.00 Area(ac): 6.440 Time Shift(hrs): 0.00 Curve Number: 78.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Runway Basin Node: Pond 1 Status: Onsite Interconnected Channel and Pond Routing Model (1CPR) 02002 Streamline Technologies, Inc. Page 1 of 7 Sebastian Muncipal Airport- Stormwater Master Plan Update (TA412029) August 17,2009 Pre -Development Input Report Outfall 2 Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrB): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 247.00 Area(ac): 33.360 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Nodes ----------------------------------------------------------- ------------------------------------------------------------------------------------------ Name: Hangar A Pond Base Flow(cfs): 0.000 Init Stage(ft): 19.500 Group: BASE Warn Stage(ft): 20.500 Type: Stage/Area Permitted under 40-061-68172-11 Stage(ft) Area(ac) ------------------------------ 19.500 0.3800 20.000 0.4000 20.500 0.4200 ------------------------------------------------------------------------------------------ Name: Outfall 2 Base Flow(cfs): 0.000 Init Stage(ft): 9.120 Group: BASE Warn Stage(ft): 9.120 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 9.12Q 12.00 11.120 100.00 9.130 ------------------------------------------------------------------------------------------ Name: Pond 1 Base Flow(cfs): 0.000 Init Stage(ft): 12.390 Group: BASE Warn Stage(ft): 14.000 Type: Stage/Area Stage(ft) Area(ac) 12.390 2.0000 13.000 2.1000 14.000 2.7600 15.000 4,7200 16.000 4.6000 17.000 5.6100 18.000 6.0300 ------------------------------------------------------------------------------------------ Name: XSA-1 Base Flow(cfs): 0.000 Init Stage(ft): 17.800 Group: BASE Warn Stage(ft): 20.000 Type: Stage/Area Stage(ft) Area(ac) 17.600 0.0000 19.800 0.0006 20.000 0.0010 ------------------------------------------------------------------------------------------ Name: XSB-2 Base Flow(cfs): 0.000 Init Stage(ft): 17.530 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) 17.530 0.0000 18.000 0.0002 19.000 0.0030 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 7 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17,2009 Pre -Development Input Report Outfall 2 Name: XSC-3 Group: BASE Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 17.000 0.0000 18.000 0.0010 19.000 0.0050 Base Flow(cfs): 0.000 ------------------------------------------------- ------------------------------------------------- ___= Cross Sections _____________________________ Name: XSA-1 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Init Stage(ft): 17.000 Warn Stage(ft): 19.000 0.000 20.000 0.060000 2.880 19.800 0.042000 10.490 17.800 0.042000 16.610 17.B00 0.042000 23.880 19.800 0.042000 83.940 20.000 0.060000 --- -- --------------------- Name: XSB-2 - Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.060000 68.880 18.000 0.042000 80.220 17.530 0.042000 88.210 17.530 0.042000 97.600 18.000 0.042000 172.230 19.000 0.060000 275.650 20.000 0.060000 --------------------------------------------------------------------- Name: XSC-3 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N ------------------------------ 0.000 --------------- 19.000 0.060000 44.150 18.000 0.042000 84.510 17.000 0.042000 91.350 17.000 0.042000 152.040 18.000 0.042000 237.280 19.000 0.060000 Pipes ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: Ex. 6" Pipes From Node: XSC-3 Length(ft): 139.00 Group: BASE To Node: Pond 1 Count: 2 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 6.00 6.00 Entrance Loss Coef: 0.00 Rise(in): 6.00 6.00 Exit Loss Coef: 1.00 Invert(ft): 17.100 16.860 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular CMP: Projecting Downstream FHWA Inlet Edge Description: Circular CMP: Projecting Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 7 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17,2009 Pre -Development Input Report Outfall 2 Existing Smooth Metal Pipes ---------------------------------------------------------------------------------------------------- Name: Pond 1 Outfall From Node: Pond 1 Length(ft): 294.00 Group: BASE To Node: Outfall 2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 11.800 11.230 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Channels____________________________________________________________________________ Name: Ditch AB From Node: XSA-1 Length(ft): 136.00 Group: BASE To Node: XSB-2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 17.800 17.530 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning-s N: Expansion Coef: 0.300 Top Clip(ft): Entrance Lass Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSA-1 XSB-2 Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: Level Pool Option AuxElev2(ft): 0.000 0.000 Stabilizer Tol(ft): 0.100 Aux XSec2: Top Width(ft): Depth(ft): Bot width(ft): LtSdSlp(h/v): RtSdSlp (h/v) : ---------------------------------------------------------------------------------------------------- Name: Ditch BC From Node: XSB-2 Length(ft): 339.00 Group: BASE To Node: XSC-3 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 17.530 17.000 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Hot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSB-2 XSC-3 Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: Level Pool Option AuxElev2(ft): 0.000 0.000 Stabilizer Tol(ft): 0.100 Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Weirs Name: Earthen Weir From Node: Hangar A Pond Group: BASE To Node: XSA-1 Flow: Both Count: 1 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 7 Sebastian Muncipal Airport -Stormwater Master Plan Update (TA412029) August 17,2009 Pre -Development Input Report Outfall 2 Type: Vertical: Fread Geometry: Trapezoidal Bottom Width(ft): 10.00 Left Side Slope(h/v): 4,00 Right Side Slope(h/v): 4.00 Invert(ft): 20.000 Control Elevation(ft): 20.000 Struct opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Permitted under 40-061-68172-11 Hydrology Simulations Name: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 12.30 Time(hrs) Print Inc(min) --------------- --------------- 101.000 2.00 ----------------------------- ----------------------------------------------- Name: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(St ormwater_Master_Plan Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.40 Time(hrs) Print Inc(min) --------------- --------------- 25.000 2.00 _ -------------------------------------------------------------- --------------------------------- Name: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) ------------------------------ 25.000 2.00 Routing Simulations Name: IOOYR-24-HR Hydrology Sim: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Execute: No Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: 100 yr 24 hr Time(hrs) Print Inc(min) --------------- --------------- 6.000 15.000 24.000 5.000 100.000 15.000 Group Run --------------- ----- Patch: No Delta Z Factor: 0.00500 End Time(hrs): 100.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ®2002 Streamline Technologies, Inc. Page 5 of 7 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17,2009 Pre -Development Input Report Cut£all 2 BASE Yes ---------------------------------------------------------------------------------------------------- Name: 25YR-24-HR Hydrology Sim: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 100.00 Min Calc Time(sec): 0.5000 Max Cale Time(sec): 60.0000 Boundary Stages: 25 yr 24 hr Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 6.000 15.000 24.000 5.000 100.000 15.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: Mean Annual Hydrology Sim: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029 (StormwaterMaster_Plan_Update)\documents\2e-drainage\Stormwater Master Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 100.00 Min Calc Time(sec): 0.5000 Max Cale Time(sec): 60.0000 Boundary Stages: MA Boundary Flows: Time(hrs) Print Inc(min) --------------- 6.000 --------------- 15.000 24.000 5.000 100.000 15.000 Group --------------- Run ----- BASE Yes ---------------------------- ---------------------------- ___= Boundary Conditions Name: 25 yr 24 hr Time(hrs) Stage(ft) Node: outfall 2 Type: Stage 0.000 2.500 12.000 3.350 120.000 2.500 ---------------------------------------- ----------------------------------------------------------- Name: 100 yr 24 hr Node: Outfall 2 Type: Stage Time(hrs) Stage(ft) ------------------------------ 0.000 2.500 12.000 4.550 120.000 2.500 --------------------------------------------------------------------- - - ------------ Name: MA Node: Outfall 2 Type: Stage Time(hrs) Stage(ft) ------------------------------ 0.000 2.500 12.000 3.050 120.000 2.500 Interconnected Channel and Pond Routing Model (ICPR) (02002 Streamline Technologies, Inc. Page 6 of 7 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA912029) August 17,2009 Pre -Development input Report Outfall 2 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 7 Sebastian Muncipal Airport-Stormwater Master Plan update (TA412029) August 17,2009 Pre -Development Node Min/Max Report Out£all 2 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Group Simulation Stage Stage Stage Stage Afta Infloow Inflow low Outflow Outflow Name hrs ft ft ft Outfall 2 BASE 25YR-24-HR 12.00 3.35 9.12 -6.6200 287 201569 13.03 12.07 21.14 37.17 0.00 19.51 0.00 14.46 Pond 1 BASE 25YR-24-HR 19.51 14.95 14.00 -0.0050 0.0327 39259 16.92 10.00 58 1900.00 Hangar A Pond BASE Mean Annual 12.27 32.67 20.50 9.12 -6.6200 259 16.92 8.02 8.02 0.00 0.00 Outfall 2 BASE Mean Annual 12.00 3.05 14.00 -0.0050 100641 12.10 15.59 17.88 6.96 Pond 1 BASE Mean Annual 17.90 13.31 Page 1 of 1 Interconnected Channel and Pond Routing Model (1CPR) 02002 Streamline Technologies, Inc. Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17,2009 Pre -Development Basin Summary Report Outfall 2 Basin Name: Ditch 3 Group Name: BASE Simulation: 25 YR-24HR Node Name: Outfall 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 12.80 Camp Time Inc (min): 12.80 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 96.00 Time Shift (hrs): 0.00 Area (ac): 10.700 Vol of Unit Hyd (in): 1.000 Curve Number: 64.000 DCIA (%): 0.000 Time Max (hrs): 13.01 Flow Max (cfs): 12.54 Runoff Volume (in): 4.920 Runoff Volume (ft3): 191096 Basin Name: Pond 1 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.73 Comp Time Inc (min): 1.73 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 13.00 Time Shift Mrs): 0.00 Area (ac): 6.440 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (t): 0.000 Time Max (hrs): 12.05 Flow Max (cfs): 30.29 Runoff Volume (in): 6.699 Runoff Volume (ft3): 15659E Basin Name: Runway Basin Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 32.93 Comp Time Inc (min): 15.00 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 247.00 Time Shift (hrs): 0.00 Area (ac): 33.360 Vol of Unit Hyd (in): 1.000 Curve Number: 74.000 DCIA (U .- 0.000 Time Max (hrs): 14.75 Flow Max (cfs): 24.68 Runoff Volume (in): 6.195 Runoff Volume (ft3): 750154 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Pagel of 3 Sebastian Muncipal Airport -Stormwater Master Plan Update (TA412029) August 17,2009 Pre -Development Basin Summary Report Outfall 2 Basin Name: Ditch 3 Group Name: BASE Simulation: Mean Annual Node Name: Outfall 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 12.80 Comp Time Inc (min): 12.60 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 96.00 Time Shift (hrs): 0.00 Area (ac): 10.700 Vol of Unit Hyd (in) : 1.000 Curve Number: 64.000 ➢CIA (%): 0.000 Time Max (hrs): 13.01 Flow Max (cfs): 3.31 Runoff Volume (in): 1.450 Runoff Volume (ft3): 56303 Basin Name: Pond 1 Group Name: BASE Simulation: Mean Annual Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.73 Comp Time Inc (min): 1.73 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 13.00 Time Shift (hrs): 0.00 Area (ac).- 6.440 Vol of Unit Hyd (in): 1.000 Curve Number: 78.000 DCIA (%): 0.000 Time Max (hrs): 12.08 Flow Max (cfs): 11.66 Runoff Volume (in): 2.543 Runoff Volume (ft3): 59447 Basin Name: Runway Basin Group Name: BASE Simulation: Mean Annual Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 32.93 Comp Time Inc (min): 15.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 247.00 Time Shift (hrs): 0.00 Area (ac): 33.360 Vol of Unit Hyd (in): 1.000 Curve Number: 74.000 DCIA RO : 0.000 Time Max (hrs): 15.00 Flow Max (cis): 8.46 Interconnected Channel and Pond Routing Model (1CPR) (02002 Streamline Technologies, Inc. Page 2 of 3 Sebastian Muncipal Airport-Starmwater Master Plan update (TA412029) August 17,2009 Pre -Development Basin Summary Report Outfall 2 Runoff Volume (in): 2.206 Runoff Volume (ft3): 267110 Interconnected Channel and Pond Routing Model (1CPR) 02002 Streamline Technologies, Inc. Page 3 of 3 Proposed Conditions ICPR Input / Output + Input Data + Node Minimum / Maximum + Basin Summary Report Sebastian Municipal Airport-Stoxmwater Master Plan Update (TA412029) August 17, 2009 Post -Development Nodal Diagram Outfall 1 Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A:DepreeaSon 1 U:Depreaa.on 1 A: Admin and Pal is U:Admin and P011C P:Dep 1 to Dep 2 I W.Weir 7 i A:Depreasion 2 P: Dep2 -29" Pipe-X A:Taxiway F �--{ / U:Oepreas ion 2 U:Taxiway F •.i W:Bx. Weir _ A:Depreaaion 3 I� O:Dep 3 DS A:Maint. B P: Fond 4 —fa-A:Pond 4 U:Depreasion 3 U:Maint. a D:Pond 4 Y_ P:XSC-24"CMP-P3 A:MdSnt. A — A: Pond 3 P:BX. 12" Pipe LT: Food 3 III U:Ma.nt. A I U:ADS C UCAan9erWIIA , I ( .:Pond 2 D.P=C1 3 DS U: Pond 2 ,� J N:Sx. 6aztheo 1 �--{ C.%S3-%S2 A: X82 — — �+ C:X52-X53 ¢ Dltn 2-1 I U:n1CCA 2-2 Interconnected Channel and Pond Routing Model (ICPR) C20O2 Streamline Technologies, Inc. j� C:%S3-%39 j O:DitCh 2-3 A.X.14 U:Ditch 2-4 r-- j P:Outfall 1 I T:Outfall 1 l Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Basins --------------------------------- Name: ADE C Node: Pond 3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 3.810 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.000 DCIA($): 0.00 ---------------------------------------------------------------------------------------------------- Name: Admin and Polic Node: Admin and Polic Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.360 Curve Number: 87.00 DCIA($): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999 000 ------------------------------------------------------- ------------------------------------------- Name: Depression 1 Node: Depression 1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.280 Curve Number: 62.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 30.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 --------------------------------------------------------------------- Name: Depression 2 Node: Depression 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.290 Curve Number: 63.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 20.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ------------ - -------------------------------------------------------------------------------------- Name: Depression 3 Node: Depression 3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 26.00 Area(ac): 7.640 Time Shift(hrs): 0.00 Curve Number: 84.00 Max Allowable Q(cfs): 999999.000 DCIA($): 0.00 ------------------------------------ Name: Ditch 2-1 ---------------------- Node: ----- XS1 - --------------------------------- Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.870 Curve Number: 64.00 DCIA($): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 38.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Ditch 2-2 Node: XS2 Status: Onsite Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 14 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 84.00 Area(ac): 0.980 Time Shift(hrs): 0.00 Curve Number: 63.00 Max Allowable Q(cfe): 999999.000 DCIA(%): 0.00 --------------------------------------------------------------------------------------------------- Name: Ditch 2-3 Node: XS3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.080 Curve Number: 61.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 35.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999,000 --------------------------------------------------------------------------- ---------------------- Name; Ditch 2-4 Node: XS4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 7.480 Curve Number: 65.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 49.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Hangar A Node: Pond 3 Status! Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File; Rainfall Amount(in): 0.000 Area(ac): 2.360 Curve Number: 93.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Maint. A Node: Maint. A Status; Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.060 Curve Number: 92.00 DCIA($): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------- - ---------------- --- Name: Maint. B Node: Maint. B Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 5.270 Curve Number: 93.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs).. 0.00 Time of Conc(min): 10.00 Time Shift(hre): 0.00 Max Allowable Q(cfs): 999999.00o ---------------------------------------------------------------------------------------------------- Name: Pond 2 Node: Pond 2 Status; Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 17.00 Area(ac): 7.080 Time Shift(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 14 Sebastian Municipal Airport -S tormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 Curve Number: 70.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 -------------------- ------------------------------------------------------------------------- Name: Pond 3 Node: Pond 3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 18.480 Curve Number: 69.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 52.00 Time shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 --------------------------------------------------------------------------------------------------- Name: Pond 4 Node: Pond 4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 16.350 Curve Number: 68.00 DCIA(%) : 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 38.00 Time Shift(hre): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Taxiway F Node: Taxiway F Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 2.250 Time Shift(hrs): 0.00 Curve Number: 92.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ' Nodes Name: Admin and Polic Base Flow(cfs): 0.000 Init Stage(ft): 19.000 Group: BASE Warn Stage(ft). 21.000 Type: Stage/Area Pond was first constructed for the Admin and Police Building Permit No. 42-061-68172-8, Then THE LPA GROUP expanded the pond for the Taxiway A Rehabiliation Permit No. 40-061-68172-10 Stage(ft) Area(ac) --------------- --------------- 19.000 0.2300 20.000 0.2900 21.000 0.3600 ------------------------------- ---------------------------------------------------- Name: Depression 1 Base Flow(cfs): 0.000 Init Stage(ft): 19.000 Group: BASE Warn Stage(ft): 23.000 Type: Stage/Area Existing depressional area Stage(ft) Area(ac) 19.000 0.1900 20.000 0.9900 21.000 1.1800 22.000 1.2500 23.000 1.2700 ------------------------------------------------------------------------------------------ Name: Depression 2 Base Flow(cfs): 0.000 Init Stage(ft): 17.000 Group: BASE Warn Stage(ft): 21.000 Type: Stage/Area Existing depressional area Stage(ft) Area(ac) Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 3 of 14 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 --------------- --------------- 17.000 0.0100 18.000 0.1300 19.000 0.8200 20.000 1.8200 21.000 2.0400 ------------------------------------------------------------------------------------------ Name: Depression 3 Base Flow(cfs): 0.000 Init Stage(ft): 17.500 Group: BASE Warn Stage(ft): 20.000 Type: Stage/Area Stage(ft) Area(ac) 17.500 0.5900 18.000 0.6200 19.000 0.7200 20.000 0.8200 ------------------------------------------------------------------------------------------ Name: Maint. A Base Flow(cfs). 0.000 Init Stage(ft): 18.950 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 18.950 0.0000 19.000 0.0000 ------------------------------------------------------------------------------------------- Name: Maint. B Base Flow(cfs): D.000 Init Stage(ft): 16.370 Group: BASE Warn Stage(ft): 22.000 Type: Stage/Area Stage(ft) Area(ac) 16.370 0.0000 17.000 0.0001 18.000 0.0005 19.000 0.0010 20.000 0.0030 21.000 0.0050 22.000 0.0080 ------------------------------------------------------------------------------------------ Name: Outfall 1 Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 16.000 13.00 20.560 ------------------------------------------------------------------------------------------ Name: Pond 2 Base Flow(cfs): 0.000 Init Stage(ft): 14.740 Group: BASE Warn Stage(ft): 17.000 Type: Stage/Area Stage(ft) Area(ac) 14.740 1.7200 15.000 1.7500 16.000 1.9600 17.000 2.2900 17.500 2.9700 18.000 3.6600 19.000 5.1300 20.000 6.0500 21.000 6.4600 ------------------------------------------------------------------------------------------ Name: Pond 3 Base Flow(cfe): 0.000 Init Stage(ft): 14.660 Group: BASE Warn Stage(ft): 17.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 14 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 Type: Stage/Area Stage(ft) Area(ac) 14.660 3.3000 15.000 3.5300 16.000 3.8000 17.000 4.3300 17.500 4.7600 18.000 5.6600 19.000 7.7400 20.000 11.2500 ------------------------------------------------------------------------------------------ Name: Pond 4 Base Flow(cfs): 0.000 Init Stage(ft). 15.540 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) 15.540 2.1500 16.000 2.2300 17.000 2.5300 18.000 3.5100 18.500 4.9900 19.000 6.4300 20.000 11.5500 21.000 14.1100 --- --- ---------------------------------------------------------------------------------- Name: Taxiway F Base Flow(cfs): 0.000 Init Stage(ft): 17.500 Group: BASE Warn Stage(ft): 18.500 Type: Stage/Area Constructed for the Taxiway A Rehabilitation/Construct Administration Building Permit No. 40-061-68172-10 Stage(ft) Area(ac) ------------------------------ 17.500 0.2900 18.000 0.3300 18.500 0.3800 ------------------------------------------------------------------------------------------ Name: XS1 Base Flow(cfs): 0.000 Init Stage(ft): 16.530 Group: BASE Warn Stage(ft): 1B.000 Type: Stage/Area Stage(ft) Area(ac) 16.530 0.0000 17.000 0.0001 28.000 0.0020 ------------------------------------------------------------------------------------------ Name: XS2 Base Flow(cfs): 0 000 Init Stage(ft): 14.380 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) 14.380 0.0000 16.000 0.0001 17.000 0.0005 18.000 0.0020 19.000 0.0030 ------------------------------------------------------------------------------------------ Name: XS3 Base Flow(cfs): 0.000 Init Stage(ft): 14.040 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 5 of 14 Sebastian Municipal Airport-Stormoiater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report 0utfall 1 14.040 0.0000 15.000 0.0002 16.000 0.0006 17,000 0.0010 18.000 0.0030 ------------------------------------------------------------------------------------------ Name: XS4 Base Flow(cfs): 0.000 Init Stage(ft): 13.620 Group: BASE Warn Stage(ft): 20.000 Type: Stage/Area Stage(ft) Area(ac) 13.620 0.0000 15.000 0.0000 16.000 0.0001 17.000 0.0003 18.000 0.0007 19.000 0.0010 20.000 0.0020 _______________________--------- ___________________________________________________ cross Sections = ------ Name: Ex. Weir 1 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 18.000 0.060000 13.140 17.000 0.060000 32.080 16.540 0.060000 35.180 17.000 0.060000 47.680 18.000 0.060000 56.550 19.000 0.060000 -------------------- - ----------------------------------------------- Name: XS1 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 20.460 0.060000 5.480 20.000 0.060000 19.240 19.000 0.060000 31.920 18.000 0.060000 47.930 17.000 0.042000 58.940 16.530 0.042000 70.690 17.000 0.042000 95.950 18.000 0.060000 ------------------------------------------------------------------- Name: XS2 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.060000 12.810 18.000 0.060000 25.580 17.000 0.042000 34.430 16.000 0.042000 39.210 14.380 0.042000 42.390 16.000 0.042000 50.560 17.000 0.042000 66.790 18.000 0.060000 75.940 19.000 0.060000 85.200 20.000 0.060000 100.230 21.000 0.060000 --------------------------------------------------------------------- Name: XS3 Group: BASE Encroachment: No Interconnected Channel and Pond Routing Mode( (ICPR) (02002 Streamline Technologies, Inc. Page 6 of 14 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 Station(ft) Elevation(ft) Manning's N 0.000 18.000 0.060000 3.550 17.000 0.042000 9.690 16.000 0.042000 15.060 14.040 0.042000 19.060 14.040 0.042000 29.020 16.000 0.042000 48.760 17.000 0.042000 59.850 18.000 0.060000 66.300 19.000 0.060000 73.980 20.000 0.060000 200.660 21.000 0.060000 222.230 22.000 0.060000 227.540 23.000 0.060000 --------------------------------------------------------------------- Name: XS4 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 20.000 0.042000 26.740 19.880 0.042000 28.010 19.000 0.042000 38.620 13.620 0.042000 40.620 13.620 0.042000 54.110 19.000 0.042000 60.940 20.000 0.042000 68.690 21.000 0.060000 75.990 22.000 0.060000 83.680 23.000 0.060000 97.120 24.000 0.060000 --------------------------------------------------------------------- Name: XSA Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 21.000 0.060000 50.570 20.000 0.060000 158.370 19.000 0.042000 198.530 18.000 0.042000 205.390 17.520 0.042000 209.810 18.000 0.042000 216.560 19.000 0.042000 260.840 19.500 0.060000 --------------------------------------------------- Name: XSB ---------------- Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 22.000 0.060000 4.280 21.000 0.060000 9.890 20.000 0.060000 26.760 19.000 0.042000 30.630 18.000 0.042000 35.110 17.000 0.042000 38.420 16.370 0.042000 43.500 17.000 0.042000 55.650 18.000 0.042000 72.340 19.000 0.060000 94.130 20.000 0.060000 111.200 21.000 0.060000 124.990 22.000 0.060000 139.510 22.700 0.060000 --------------------------------------------------------------------- Name: XSC Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 14 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 0.000 20.490 3.320 20.000 6.660 19.510 ` 15.020 20.000 143.230 21.000 210.780 22.000 262.920 23.000 ------------------------------- Name: XSD Encroachment: No 0.042000 0.042000 0.042000 0.042000 0.060000 0.060000 0.060000 ------------------------------------ Group: BASE Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.060000 19.310 18.000 0.042000 54.630 17.000 0.042000 59.350 16.000 0.042000 60.310 15.920 0.042000 61.060 16.000 0.042000 70.820 17.000 0.042000 78.050 18.000 0.042000 104.980 18.400 0.042000 ------------------------------ Name: XSE ------------------------------------ Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 2.540 18.950 0.042000 4.190 19.000 0.042000 10.920 19.220 0.060000 35.550 20.000 0.060000 --------------------------------------------------------------------- Name: XSF Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 14.400 18.000 0.042000 15.950 17.830 0.042000 17.770 18.000 0,042000 27.850 19.000 0.042000 ------------------------- __= Pipes =---------------------------------------------------- ------------- - --- Name: Dep 1 to Dep 2 From Node: Depression 1 Length(ft): 1B6.00 Group: BASE To Node: Depression 2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in); 4.00 4.00 Entrance Loss Coef: 0.00 Rise(in): 4.00 4.OD Exit Loss Coef: 1.00 Invert(ft): 16.450 17.480 Bend Loss Coef; 0.00 Manning's N: 0.024000 ' 0.024000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular CMP: Projecting Downstream FHWA Inlet Edge Description: Circular CMP: Projecting Existing 4" HDPE pipe ----- Name: Dep2-24° Pipe-X From Node: Depression 2 Length(ft): 12.00 Group: BASE To Node: Maint. B Count: 1 Friction Equation: Automatic Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 8 of 14 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 24.00 24.00 Rise(in). 24.00 24.00 Invert(ft). 17.210 17.210 Manning's No 0.012000 0.012000 Top Clip(in): 0.000 0.000 Bat Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular CMP: Projecting Downstream FHWA Inlet Edge Description: Circular CMP: Projecting Existing 24" RCP --------------------------------------------- Name: Ex. 12" Pipe From Node: Group: BASE To Node: UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 10.00 10.00 Rise(in): 10.00 10.00 Invert(ft): 17.830 14.870 Manning's N: 0.012000 0.012000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None ----------------------------------------------------- Maint. A Length(ft): 105.00 Pond 3 Count: 1 Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None Survey found a 12" CMP upstream at el. 17.83 and they found an 8" PVC downstream at el. 14.87 Manning's N used is an equivalent weighted value of the pipe ---------------------------------------------------------------------------------------------------- Name: Outfall 1 From Node: XS4 Length(ft): 127.00 Group! BASE To Node: Outfall 1 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 48.00 48.00 Entrance Loss Coef: 0.00 Rise(in): 48.00 48.00 Exit Loss Coef: 1.00 Invert(ft): 13.550 13.550 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bat Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Previous Permit No. 40-061-98504-1 ---------------------------------------------------------------------------------------------------- Name: Pond 4 Outfall From Node: Pond 4 Length(ft): 17.00 Group: BASE To Node: Maint. B Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Harz Ellipse Harz Ellipse Flow: Both Span(in): 45.00 45.00 Entrance Loss Coef: 0.00 Rise(in): 29.00 29.00 Exit Loss Coef: 1.00 Invert(ft): 16.360 16.260 Bend Loss Coef: 0.00 Manning's N: 0.0120D0 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Hot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Groove end projecting Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 9 of 14 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Groove end projecting Existing 36" Elliptical RCP ---------------------------------------------------------------------------------------------------- Name: XSC-2411CMP-P3 From Node: Maint. B Length(ft): 21.00 Group: BASE To Node: Pond 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 15.920 15.990 Bend Loss Coef: 0.00 Manning's N: 0.020000 0.020000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Existing 24" CMP Channels Name: XS1-XS2 Group: BASE UPSTREAM Geometry: Irregular Invert(ft): 16.530 TC1pInitZ(ft): 9999.000 Manning's N: Top Clip(ft): Bot Clip(ft): Main XSec: XS1 AuxElevi(ft): 0.000 Aux XSecl: AuxElev2 (ft) : 0.000 Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Existing upland cut ditch From Node: XS1 Length(ft): 263.00 To Node: XS2 Count: 1 DOWNSTREAM Friction Equation: Automatic Irregular Solution Algorithm: Automatic 14.360 Flow: Both 9999.000 Contraction Coef: 0.100 Expansion Coef: 0.300 Entrance Loss Coef: 0.000 Exit Loss Coef: 0.000 XS2 Outlet Ctrl Spec: Use do or tw 0.000 Inlet Ctrl Spec: Use do Stabilizer Option: None 0.000 ---------------------------------------------------------------------------------------------------- Name: XS2-XS3 From Node: XS2 Length(ft): 917.00 Group: BASE To Node: XS3 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 14.380 14.040 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XS2 XS3 Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Existing upland cut ditch ---------------------------------------------------------------------------------------------------- Name: XS3-XS4 From Node: XS3 Length(ft): 530.00 Group: BASE To Node: XS4 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 10 of 14 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 14.040 13.620 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(£t): Exit Loss Coef: 0.000 Main XSec: XS3 XS4 Outlet Ctrl Spec: Use do or tw AuxHlevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Existing upland cut ditch ----------------------=-== DropStructures =-------------------------------------------------------------------- ------ =========_=_==_______=__________________________________ ------------------------------------------------------- Name: Dep 3 DS From Node: Depression 3 Length(ft): 300.00 Group: BASE To Node: Maint. B Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 15.00 15.00 Flow: Both Rise(in): 15.00 15.00 Entrance Loss Coef: 0.000 Invert(ft): 17.600 17.500 Exit Loss Coef: 1.000 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Sot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure Dep 3 DS *** Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in): 49.00 Rise(in): 37.00 ••* Weir 2 of 2 for Drop Structure Dep 3 DS *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 15.00 Rise(in): 9999.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft); 19.010 Control Elev(ft): 19.010 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 18.530 Control Elev(ft): 19.530 TABLE TABLE --------------------------------------------------------------------------------------------------- Name: Pond 3 DS From Node: Pond 3 Length(ft): 65.00 Group: BASE To Node: XS2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry; Circular Circular Solution Algorithm: Most Restrictive Span(in). 24.00 24.00 Flow: Both Rise(in): 24.00 24.00 Entrance Loss Coef: 0.000 Invert(ft): 14.500 14.400 Exit Loss Coef: 1.000 Manning's N: 0.024000 0.024000 Outlet Ctrl Spec- Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Hot Clip(in); 0.000 0.000 Solution Inca: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 11 of 14 Sebastian Municipal Airport -S tormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 *** Weir 1 of 3 for Drop Structure Pond 3 DS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 49.00 Invert(ft): 18.000 Rise(in): 37.00 Control Elev(ft): 18.000 *** Weir 2 of 3 for Drop Structure Pond 3 DS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 40.00 Invert(ft): 15.800 Rise(in): 9999.00 Control Elev(ft): 15.800 *** weir 3 of 3 for Drop Structure Pond 3 DS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 6.00 Invert(ft): 14.660 Rise(in): 6.00 Control Elev(ft): 14.660 --------------- Weirs ------------------------------------------------ ---------------------------------------------- ---- Name: Ex. Earthen 1 From Node: Pond 2 Group: BASE To Node: XSS Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 54.00 Left Side Slope(h/v): 20.00 Right Side Slope(h/v): 25.00 Invert(ft): 17.100 Control Elevation(ft): 17.100 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: Ex. Weir From Node: Taxiway F Group: BASE To Node: Depression 3 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): 102.00 Rise(in): 9999.00 Invert(ft): 16.150 Control Elevation(ft): 18.150 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Constructed for the Taxiway A Rehabilitation/Construct Administration Building Permit No. 40-061-68172-10 Existing Sharp crested weir ---------------------------------------------------------------------------------------------------- Name: Weir From Node: Admin and Polic Group: BASE To Node: Maint. B Flow: Both Count: 2 Type: Vertical: Mavis Geometry: Rectangular Span(in): 24.00 Rise(in); 999.00 Invert(ft): 20.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 12 of 14 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 Control Elevation(ft): 20.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Weirs were was first constructed for the Admin and Police Building Permit No. 42-061-68172-8, Hydrology Simulations Name: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA4 12 0 2 9 (StormwaterMaster_Plan_Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 12.30 Time(hre) Print Inc(min) --------------- --------------- 101.000 2.00 ---------------------------------------------------------------------------------------------------- Name: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.40 Time(hrs) Print Inc(min) --------------- ------- - 25.000 2.00 ---------------------------------------------------------------------------------------------------- Name: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) ----------------------------- 25.000 2.00 Routing Simulations Name: I00YR-24-HR Hydrology Sim: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Execute: No Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: 100 yr 24 hr Time(hrs) Print Inc(min) ------------------------------ 6.000 15.000 24.000 5.000 100.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 100.00 Max Calc Time(sec): 60.0000 Boundary Flows: --------------------------------------------------------------------------------------------------- Name: 25YR-24-HR Hydrology Sim: 25 YR-24HR Filename: Y:\Airports\X26 - Sebast ian\TA412 02 9 (Stormwat er_Mast er_Plan_Update)\documents\2e-drainage\Stormwater Master Interconnected Channel and Pond Routing Model (1CPR) 02002 Streamline Technologies, Inc. Page 13 of 14 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 1 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.D00 Min Calc Time(sec): 0.5000 Boundary Stages: 25 yr 24 hr Patch: No Delta Z Factor: 0.00500 End Time(hrs). 100.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time(hrs) Print Inc(min) ------------------------------ 6.000 15.000 24.000 5.000 100.000 15.000 Group Run --------------- ---- BASE Yes ---------------------------------------------------------------------------------- ----- Name: Mean Annual Hydrology Sim: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(St ormwater_Master_Plan Update)\documents\2e-drainage\Stormwater Master Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 100.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Mean Annual Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 6.000 15.000 24.000 5.000 100.000 15.000 Group Run --------------- ----- BASE Yes Boundary Conditions = --------------- ----------------- Name: 25 yr 24 hr Node: Outfall 1 Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 14.100 12.890 19.114 120.000 14.200 ---------------------------------------------------------------------------------------------------- Name: Mean Annual Node: Outfall 1 Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 14.100 12.980 17.243 120.000 14.200 ---------------------------------------------------------------------------------------------------- Name: 100 yr 24 hr Node: Outfall 1 Type: Stage Time(hrs) Stage(ft) ------------------------------ 0.000 14.100 12.770 19.802 120.000 14.200 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 14 of 14 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Node Min/Max Report Outfall 1 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 bra ft ft ft ft2 hrs cfs hrs cfs Depression 3 BASE 25YR-24-HR 13.90 20.84 20.00 0.0015 39370 12.13 26.06 13.90 5.59 Outfall 1 BASE 25YR-24-HR 12.89 19.11 0.00 14.1000 13 23.89 14.98 0.00 0.00 Pond 2 BASE 25YR-24-HR 13.50 19.09 17.00 0.0050 227146 12.10 25.72 13.58 13.53 Pond 3 BASE 25YR-24-HR 22.67 19.20 17.00 0.0030 368201 12.07 88.83 29.26 9.88 Pond 4 BASE 25YR-24-HP. 23.43 19.29 18.00 0.0016 345212 12.33 43.08 38.30 5.92 Depression 3 BASE Mean Annual 14.00 19.17 20.00 0.0019 32108 12.14 14.73 14.00 2.41 Outfall 1 BASE Mean Annual 12.98 17.24 0.00 14.1000 136 41.31 5.B5 0.00 0.00 Pond 2 BASE Mean Annual 25.00 15.92 17.00 0.0019 84683 12.13 8.23 0.00 0.00 Pond 3 BASE Mean Annual 20.43 17.23 17.00 0.0030 197246 12.07 38.88 24.16 5.03 Pond 4 BASE Mean Annual 20.61 17.26 18.00 0.0025 121982 12.40 12.98 25.14 2.39 interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of I Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Basin Summary Report Outfall 1 Basin Name: Admin and Polic Group Name: BASE Simulation: 25 YR-24HR Node Name: Admin and Polic Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1,33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 9,400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min) : 10.00 Time Shift (hrs): 0.00 Area (ac): 3.360 Vol of Unit Hyd (in): 1.000 Curve Number: 87.000 DCIA (t): 0.000 Time Max (hrs): 12.02 Flow Max (cfs): 19.34 Runoff Volume (in): 7.621 Runoff Volume (ft3): 95391 Basin Name: Depression 1 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 1.280 Vol of Unit Hyd (in): 1.000 Curve Number: 62.000 DCIA (%): 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 2.90 Runoff Volume (in): 4.673 Runoff Volume (ft3): 21715 Basin Name: Depression 2 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 2.290 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (t): 0.000 Time Max (hrs): 12.13 Flow Max (cfs): 6.53 Runoff Volume (in): 4.801 Runoff Volume (ft3): 39909 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 6 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Basin Summary Report Outfall 1 Basin Name: Depression 3 Group Name! BASE Simulation: 25 YR-24HR Node Name: Depression 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 3.73 Comp Time Inc (min): 3.73 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (his): 24.00 Status: Onsite Time of Cone (min): 26.00 Time Shift (hrs): 0.00 Area (ac): 7.B40 Vol of Unit Hyd (in): 1.000 Curve Number: 84.000 DCIA (%): 0.000 Time Max (hrs): 12.20 Flow Max (cfs): 29.05 Runoff Volume (in): 7.446 Runoff Volume (ft3): 211894 Basin Name: Pond 2 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 2.27 Comp Time Inc (min): 2.27 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Cone (min): 17.00 Time Shift (hrs): 0.00 Area (ac): 7.080 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.09 Flow Max (cfs): 25.78 Runoff Volume (in): 5.690 Runoff Volume (ft3): 146245 Basin Name: Pond 3 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 6.93 Comp Time Inc (min): 6.93 Rainfall File: Flmod Rainfall Amount (in); 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Cone (min): 52.00 Time Shift (hrs): 0.00 Area (ac): 18.480 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA ($): 0.000 Time Max (hrs): 12.48 Flow Max (cfs): 37.15 Interconnected Channel and Pond Routing Model QCPR) 02002 Streamline Technologies, Inc. Page 2 of 6 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Basin Summary Report Outfall 1 Runoff Volume (in): 5.558 Runoff Volume (ft3): 372831 Basin Name: Pond 4 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 4 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 5.07 Comp Time Inc (min): 5.07 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 38.00 Time Shift (hre): 0.00 Area (ac): 18.350 Vol of Unit Hyd (in): 1.000 Curve Number: 68.000 DCIA (t): 0.000 Time Max (hrs): 12.33 Flow Max (cfs): 43.12 Runoff Volume (in): 5.436 Runoff Volume (ft3): 362092 Basin Name: Taxiway F Group Name: BASE Simulation: 25 YR-24HR Node Name: Taxiway F Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 2.250 Vol of Unit Hyd (in): 1.000 Curve Number: 92.000 DCIA ($): 0.000 Time Max (hrs): 12.02 Flow Max (cfs): 13.51 Runoff Volume (in): 8.435 Runoff Volume (ft3): 6B893 Basin Name: Admin and Polic Group Name: BASE Simulation: Mean Annual Node Name: Admin and Polic Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 4.600 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 3.360 Vol of Unit Hyd (in): 1.000 Curve Number: 87.000 DCIA (3): 0.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 6 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Basin Summary Report Outfall 1 Time Max (hrs); 12.04 Flow Max (cfs): 8.73 Runoff Volume (in): 3.381 Runoff Volume (ft3): 41234 Basin Name: Depression 1 Group Name: BASE Simulation: Mean Annual Node Name: Depression 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 4.00 Comp Time Inc (min); 4.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status! Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac); 1.280 Vol of Unit Hyd (in): 1.000 Curve Number: 62.000 DCIA (%); 0.000 Time Max (hrs): 12.33 Flow Max (cfs): 0.73 Runoff Volume (in): 1.317 Runoff Volume (ft3): 6120 Basin Name: Depression 2 Group Name: BASE Simulation: Mean Annual Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 2.67 Comp Time Inc (min): 2.67 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 20.00 Time Shift (hrs): 0.00 Area (ac): 2.290 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA ($): 0.000 Time Max (hrs): 12.18 Flow Max (cfs): 1.69 Runoff Volume (in): 1.384 Runoff Volume (ft3): 11508 Basin Name: Depression 3 Group Name: BASE Simulation: Mean Annual Node Name: Depression 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 3.73 Comp Time Inc (min): 3.73 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 28.00 Time Shift (hrs): 0.00 Area (ac): 7.840 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 6 Sebastian Municipal Airport -Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Basin Summary Report Outfall 1 Vol of Unit Hyd (in): 1.000 Curve Number: 84.000 DCIA (%): 0.000 Time Max (hrs): 12.20 Flow Max (cfs): 12.29 Runoff Volume (in): 3.087 Runoff Volume (ft3): 87664 Basin Name: Pond 2 Group Name: BASE Simulation: Mean Annual Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 2.27 Comp Time Inc (min): 2.27 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 17.00 Time Shift (hrs): 0.00 Area (ac): 7.080 Vol of Unit Hyd (in): 1.000 Curve Number: 70,000 DCIA RO : 0.000 Time Max (hrs): 12.13 Flow Max (cfs): 8.26 Runoff Volume (in): 1.890 Runoff Volume (ft3): 46566 Basin Name: Pond 3 Group Name: BASE Simulation: Mean Annual Node Name: Pond 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 6.93 Camp Time Inc (min): 6.93 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (bra); 24.00 Status: Onsite Time of Conc (min): 52.00 Time Shift (hre): 0.00 Area (ac): 18.480 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA ($) : 0.000 Time Max (hrs): 12.60 Flow Max (cfs): 11.43 Runoff Volume (in): 1.811 Runoff Volume (ft3): 121509 Basin Name: Pond 4 Group Name: BASE Simulation: Mean Annual Node Name: Pond 4 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 5.07 Comp Time Inc (min): 5.07 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Interconnected Channel and Pond Routing Model (TCPR) 02002 Streamline Technologies, Inc. Page 5 of 6 Sebastian Municipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2DO9 Post -Development Basin Summary Report outfall 1 Time of Conc (min): 38.00 Time Shift (hrs): 0.00 Area (so): 18.350 Vol of Unit Hyd (in): 1.000 Curve Number: 68.000 DCIA (t). 0.000 Time Max (hrs): 12.41 Flow Max (cfs): 23.00 Runoff Volume (in): 1.739 Runoff Volume (ft3): 115817 Basin Name: Taxiway F Group Name: BASE Simulation: Mean Annual Node Name: Taxiway F Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24,00 Status: onsite Time of Conc (min): 10.00 Time Shift (hrs): O.DO Area (ac): 2.250 Vol of Unit Hyd (in): 1.000 Curve Number: 92.000 DCIA (%): 0.000 Time Max (hrs): 12.02 Flow Max (cfs): 6.51 Runoff Volume (in): 3.896 Runoff Volume (ft3): 31819 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 6 of 6 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Nodal Diagram Outfall 2 Nodes A Stage/Area v Stage/volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A:ADE A A:ADE 8 I U:ADE A U:ADE B f D:ADE A Drop Str s� M:ADE A and ADE B 1 n:ADE B Drop Str P:Ex. 6" Pipes A: Pond 1 U: Pond 1 U:Runway Basin D:Pond 1 DS I T:Outfall 2 U: Ditch 3 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 2 ------------------------------------------------------------------------------------------ ------------------------------------------------ ___= Basins = ------------------------------------------- Name: ADE A Node: ADE A Status; Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Peaking Factor: 323.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 12.00 Area(ac): 2.710 Time Shift(hrs): 0.00 Curve Number: 88.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ----------------------------------------------- Name; ADE B ------------------------------------------ Node: ACE B - Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.120 Curve Number: 86.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs).- 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Ditch 3 Node: Outfall 2 Status: Onsite Group- BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 10.700 Curve Number: 62.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hre): 0.00 Time of Conc(min): 96.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Pond 1 Node: Pond 1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 6.440 Curve Number: 78.00 DCIA(%): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 13.00 Time Shift(hrs): 0.00 Max Allowable O(cfs): 999999.000 ------------------------------------------------------ - -------------------------------------------- Name: Runway Basin Node: Pond 1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh323 Rainfall File; Rainfall Amount(in): 0.000 Area(ac): 33.360 Curve Number: 74.00 DCIA($): 0.00 Peaking Factor: 323.0 Storm Duration(hrs): 0.00 Time of Conc(min): 247.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Nodes Name: ADE A Base Flow(cfs): 0.000 Init Stage(ft): 18.000 Group: BASE Warn Stage(ft); 19.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 18.000 0.1100 19.000 0.6600 Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page I of 6 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 2 ------------------------------------------------------------------------------------------ Name! ADE A and ADE B Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Plunge Factor: 1.00 Warn Stage(ft): 19.000 Type: Manhole, Flat Floor Stage(ft) Area(ac) --------------- ----- --------- ------------------------------------- - -------- ------------------------------------------ Name: ADE B Base Flow(cfs): 0.000 Init Stage(ft): 18.000 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 18.000 0.6600 18.500 0.7300 19.000 0.9900 ------------------------------------------------------------------------------------------ Name: Outfall 2 Base Flow(cfs): 0.000 Init Stage(ft): 9.120 Group: BASE Warn Stage(ft): 9.120 Type: Time/Stage Time(hrs) Stage(ft) ----------------------------- 0.00 9.120 12.00 11.120 100.00 9.130 -------------------------- - - - ----------------------------------------------------------- Name: Pond 1 Base Flow(cfs): 0.000 Init Stage(ft): 12.390 Group: BASE Warn Stage(ft): 14.000 Type: Stage/Area Stage(ft) Area(ac) 12.390 2.0000 13.000 2.1000 14.000 2.7600 15.000 4.7200 16.000 4.8000 17.000 5.6100 18.000 6.0300 Cross Sections Name: XSA-1 Group: BASE Encroachment! No Station(ft) Elevation(ft) --------------- Manning's N --------------- 0.000 --------------- 20.000 0.060000 2.880 19.B00 0.042000 10.490 17.B00 0.042000 16.610 17.B00 0.042000 23.680 19.800 0.0420D0 83.940 20.000 0.060000 ------------------- Name: - - ---------------------------------------------- XSB-2 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.060000 68.880 18.000 0.042000 80.220 17.530 0.042000 86.210 17.530 0.042000 97.600 18.000 0.042000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 6 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 2 172.230 19.000 0.060000 275.650 20.000 0.060000 --------------------------------------------------------------------- Name: XSC-3 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.060000 44.150 1B.000 0.042000 84.510 17.000 0.042000 91.350 17.000 0.042000 152.040 18.000 0.042000 237.280 19.000 0.060000 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Pipes =---------------------------- ------------------------------------------------- ----------------------------------------------------------------------- ------------------------------------------------------------------------------------------ Name: Ex. 6" Pipes Group: BASE From Node: ADE A and ADE B Length(ft): 139.00 To Node: Pond 1 Count: 2 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 6.00 6.00 Rise(in): 6.00 6.00 Invert(ft): 17.100 16.860 Manning's N: 0.012000 0.012000 Top Clip(in): 0.000 0.000 Sot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular CMP: Projecting Downstream FHWA Inlet Edge Description: Circular CMP: Projecting Existing Smooth Metal Pipes Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.00 Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None ------- ---- ------------------------------------------------------------------------------------------ ___= Drop Structures Name: ADE A Drop Str From Node: ADE A Length(ft): 82.00 Group: BASE To Node: ADE A and ADE B Count: 1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 18.00 18.00 Rise(in): 18.00 18.00 Invert(ft): 17.000 16.800 Manning's N: 0.024000 0.024000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure ADE A Drop Str *** Friction Equation: Automatic Solution Algorithm: Most Restrictive Flow: Both Entrance Loss Coef: 0.000 Exit Loss Coef: 1.000 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Solution Incs: 10 TABLE Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in): 49.00 Rise(in): 37.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 19.000 Control Elev(ft): 19.000 *** Weir 2 of 2 for Drop Structure ADE A Drop Str *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 6 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 2 Span(in): 30.00 Invert(ft): 18.870 Rise(in): 9999.00 Control Elev(ft): 1B.870 ---------------------------------------------------------------------------------------------------- Name: ADE B Drop Str From Node: ADE B Length(ft): 33.00 Group: BASE To Node: ADE A and ADE B Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 18.00 18.00 Flow: Both Rise(in): 18.00 18.00 Entrance Loss Coef: 0.000 Invert(ft): 17.000 16.800 Exit Loss Coef: 1.000 Manning's N: 0.024000 0.024000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure ADE B Drop Str *** Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in): 49.00 Rise(in): 37.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 19.000 Control Elev(ft): 19.000 *** Weir 2 of 2 for Drop Structure ADE B Drop Str *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 30.00 Rise(in). 9999.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft). 18.400 Control Elev(ft): 18.400 TABLE TABLE --------------- Name: ---------------------------------------------------------------------------- Pond 1 DS From Node: Pond 1 Length(ft): ------- 305.00 Group: BASE To Node: Outfall 2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 24.00 24.00 Flow: Both Rise(in): 24.00 24.00 Entrance Loss Coef: 0.000 Invert(ft): 12.000 11.500 Exit Loss Coef: 1.000 Manning's N: 0.024000 0.024000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Sot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure Pond 1 DS *** TABLE Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in): 49.00 Rise(in): 37.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 *** Weir 2 of 3 for Drop Structure Pond 1 DS *** Invert(ft): 15.000 Control Elev(ft): 15.000 TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 6 Sebastian Muncipal Airport -Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 2 Span(in): 6.00 Invert(ft): 12.390 Rise(in): 6.00 Control Elev(ft): 12.390 *** Weir 3 of 3 for Drop Structure Pond 1 DS *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 15.00 Rise(in): 9999.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 14.350 Control Elev(ft): 14.350 TABLE ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ___= Hydrology Simulations________________________________________________________'______ ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 12.30 Time(hrs) Print Inc(min) ------------------------------ 101.000 2.00 --------------------------------------------------------------------------------- — -------------- Name: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.40 Time(hrs) Print Inc(min) --------------- --------------- 25.000 2.00 ---------------------------------------------- ------------------------------ Name: Mean Annual Filename: Y:\Airports\X26 - Sebast ian\TA4 12 02 9 (Stormwat a r_Mas ter_Plan_Update)\documents\2 a-drainage\S tormwa ter Master Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) -- -------- 25.000 2.00 ------------------------------------------------------------------------------------------ -------------------------------------------------------- ------------------------------ ___= Routing Simulations ---- Name: 100YR-24-HR Hydrology Sim: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029 (St ormwater_Master_Plan_Update)\documents\2e-drainage\Stormwater Master Execute: No Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: 100 yr 24 hr Time(hrs) Print Inc(min) --------------- -------------- 6.000 15.000 24.000 5.000 100.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 100.00 Max Ca1C Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 5 of 6 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Input Report Outfall 2 ------------------------------------------------------------ ----------------- Name: 25YR-24-HR Hydrology Sim: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater Master_Plan_Update)\documents\2e-drainage\Stormwater Master Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 100.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: 25 yr 24 hr Boundary Flows: Time(hrs) Print Inc(min) --------------- ------------- - 6.000 15.000 24.000 5.000 100.000 15.000 Group Run --------------- ----- BASE Yes ------------------------------ -------------------------------------------------------------------- Name: Mean Annual Hydrology Sim: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan Update)\documents\2e-drainage\Stormwater Master Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft); 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 100.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: MA Boundary Flows: Time(hrs) Print Inc(min) ------------------------------ 6.000 15.000 24.000 5.000 100.000 15.000 Group Run --------------- ----- BASE Yes Boundary Conditions Name: 25 yr 24 hr Node: Outfall 2 Type: Stage Time(hrs) Stage(ft) ------------------------------ 0.000 2.500 12.000 3.350 120.000 2.500 ---------------------------------------------------------------------------------------------------- Name: 100 yr 24 hr Node: Outfall 2 Type; Stage Time(hrs) Stage(ft) ------------------------------ 0.000 2.500 12.000 4.550 120.000 2.500 ---------------------------------------------------------------------------------------------------- Name: MA Node: Outfall 2 Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 2.500 12.000 3.050 120.000 2.500 Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 6 of 6 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Node Min/Max Report Outfall 2 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 ADE A BASE 25YR-24-HR 15.62 19.74 19.00 0.0033 46474 12.03 14.88 12.04 2.68 ADE A and ADE B BASE 25YR-24-HR 16.06 29.72 19.00 -17.1000 127 15.92 1.84 16.06 1.52 ADE B BASE 25YR-24-HR 15.71 19.73 19.00 0.0036 58656 12.03 17.77 22.87 1.01 Outfall 2 BASE 25YR-24-HR 12.00 3.35 9.12 -6.6200 0 13.00 12.83 0.00 0.00 Pond 1 BASE 25YR-24-HR 23.90 16.14 14.00 0.0030 214080 12.07 35.65 23.90 9.47 ADE A BASE Mean Annual 12.68 19.08 19.00 0.0050 30701 12.04 6.77 12.66 1.84 ADE A and ADE B BASE Mean Annual 13.73 18.B3 19.00 -17.1000 130 12.32 1.28 13.73 1.14 ADE B BASE Mean Annual 14.37 18.85 19.00 0.0041 39351 12.03 7.88 17.85 0.77 Outfall 2 BASE Mean Annual 12.00 3.05 9.12 -6.6200 0 13.23 3.41 0.00 0.00 Pond 1 BASE Mean Annual 25.00 14.74 14.00 0.0031 1B3048 12.07 12.44 25.00 2.19 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of I Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Basin Summary Report Outfall 2 Basin Name: Ditch 3 Group Name: BASE Simulation: 25 YR-24HR Node Name: Outfall 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 12.80 Comp Time Inc (min): 12.80 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status; Onsite Time of Conc (min): 96.00 Time Shift (hrs): 0.00 Area (ac): 10.700 Vol of Unit Hyd (in): 1.000 Curve Number: 64.00D DCIA (,): 0.000 Time Max (hrs): 13.01 Flow Max (cfs): 12.54 Runoff Volume (in); 4.920 Runoff Volume (ft3): 191098 Basin Name: Group Name: Simulation: Node Name: Basin Type: Unit Hydrograph: Peaking Fator: Spec Time Inc (min): Comp Time Inc (min): Rainfall File: Rainfall Amount (in): Storm Duration (hrs): Status: Time of Conc (min): Time Shift (hrs): Area (ac): Vol of Unit Hyd (in): Curve Number: DCIA (%,): Pond 1 BASE 25 YR-24HR Pond 1 SCS Unit Hydrograph Uh323 323.0 1.73 1.73 Flmod 9.400 24.00 Onsite 13.00 0.00 6.440 1.000 78.000 0.000 Time Max (hrs): 12.05 Flow Max (cfs): 30.29 Runoff Volume (in): 6.699 Runoff Volume (ft3): 156598 Basin Name: Runway Basin Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 32.93 Comp Time Inc (min): 15.00 Rainfall File; Flmod Rainfall Amount (in); 9.400 Storm Duration (hrs): 24.00 Status; Onsite Time of Conc (min): 247.00 Time Shift (hrs): 0.00 Area (ac): 33.360 Vol of Unit Hyd (in): 1.000 Curve Number: 74.000 DCIA (U : 0.000 Time Max (hrs): 14.75 Flow Max (cfe): 24.68 Runoff Volume (in): 6.195 Runoff Volume (ft3): 750154 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 3 Sebastian Muncipal Airport-Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Basin Summary Report Outfall 2 Basin Name: Ditch 3 Group Name: BASE Simulation: Mean Annual Node Name: Outfall 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 12.80 Comp Time Inc (min): 12.80 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 96.00 Time Shift (hrs): 0.00 Area (ac): 10.700 Vol of Unit Hyd (in): 1.000 Curve Number: 64.000 DCIA (&): 0.000 Time Max (hrs): 13.01 Flow Max (cfs): 3.31 Runoff Volume (in): 1.450 Runoff Volume (ft3): 56303 Basin Name: Pond 1 Group Name: BASE Simulation: Mean Annual Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph; Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 1.73 Comp Time Inc (min): 1.73 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs); 24.00 Status: onsite Time of Conc (min): 13.00 Time Shift (hrs): 0.00 Area (so): 6.440 Vol of Unit Hyd (in): 1.000, Curve Number; 78.000 DCIA (W): 0.000 Time Max (hrs): 12.08 Flow Max (cfs): 11.66 Runoff Volume (in): 2.543 Runoff Volume (ft3): 59447 Basin Name: Runway Basin Group Name: BASE Simulation: Mean Annual Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh323 Peaking Fator: 323.0 Spec Time Inc (min): 32.93 Comp Time Inc (min): 15.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 247.00 Time Shift (bra): 0.00 Area (ac): 33.360 Vol of Unit Hyd (in): 1.000 Curve Number: 74.000 ➢CIA (%;): 0.000 Time Max (hrs): 15.00 Flow Max (cfs): 8.46 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 3 Sebastian Muncipal Airport -Stormwater Master Plan Update (TA412029) August 17, 2009 Post -Development Basin Summary Report Outfall 2 Runoff Volume (in): 2.206 Runoff Volume (ft3): 267110 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 3 uo�.�ecuaojul jejuawelddnS -LAKE DRIVE m ELEVATION IN FEET (NGVD) i i MOUTH AT- SOUTH [� ecliv aF aseQay N05> v 1 ` 1 , 1 1. III►_'. —*. � - � . , I I I I I ' I I I I I I iI uul � aF oL r, 0 t: Appendix D Construction Plans