Loading...
HomeMy WebLinkAbout01 22 2009 LPA Group ERP App 182873 Stormwater Master Plan UpdateTHE LPA GROUP INCORPORATED �'— Transportation Consultants 615 CRESCENT EXECUTIVE COURT ■ SUITE 200 ■ LAKE MARY, FLORIDA 32746-2146 ■ 407-306-0200 ■ FAX 407-306-0460 January 22, 2009 Gretchen Reinertson Engineer, Department of Water Resources St. Johns Water Management District 525 Community College Parkway S.E. Palm Bay, FL 32909 Subject: Sebastian Municipal Airport/Indian River County Stormwater Master Plan Update Permit Application Submittal 4182873 Dear Ms. Reinerson, With this letter, on behalf of the Sebastian Municipal Airport, we are submitting a request for an Individual Environmental Resource Permit for the Stormwater Master Plan Update project. The project currently proposes the construction of the Airport Drive East extension and the Maintenance Building, which includes an associated stormwater management system. Items that have already been submitted electronically are as follows: + Drainage Report + Sections A, C, and E of the ERP + Design Computations + Construction Plans (prepared by THE LPA GROUP INCORPORATED) The signature document forms are attached with the original seal and signature of the Engineer of Record. Also, a copy of the entire Environmental Resource Permit Application and Drainage Report are enclosed with all supplemental information. Please contact me at (407)306-0200 should you have any questions or concerns. Sincerely, 7THE PA GROUP INCORPO o ert K. -farm rbrecht, P.E. Project Manager cc: Joe Griffin File (TA412029.2j) ATLANTA ■ BALTIMORE ■ BATON ROUGE ■ CHARLOTTE ■ COLUMBIA ■ FALLS CHURCH a GREENSBORO ■ IRVINE ■ JACKSONVILLE ■ KENNESAW ■ KNOXVILLE LITTLE ROCK ■ MOBILE n NASHVILLE ■ OCEAN SPRINGS ■ ORLANDO ■ RALEIGH ■ SARASOTA ■ TALLAHASSEE ■ TAMPA ■ WEST PALM BEACH E-PERMITTING SIGNATURE DOCUMENT Page 1 of 2 E-Permitting SIGNATURE DOCUMENT Submittal Confirmation Number: 182873 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: Thu Jan 22 11:58:03 EST 2009 Number Signed/Sealed Files: 11 Name: Robert K. Hambrecht Type of Profesional Registration: PE License Number: 63985 Signature: Data: 1 /y7­/d % SIGNATURE FILE NAME: 6-Figure 3-Soils Map.pdf SHA-1: 22 G F9.AA8 F 01638 F 60581756775 D42 F D B C B90 C 9 F 7 DESCRIPTION: Section E - I. Site Information.:. SIGNATURE FILE NAME: 4-Figure 1-Aerial Map.pdf SHA-1:A53439A85EE32F8C631145433F823F2A8FD40C22 DESCRIPTION: Section E - I. Site Information... SIGNATURE FILE NAME: 10-Signature Page.pdf SHA-1: BD8B28332890E745AEC14B70B5F8BE65B69A51 FE DESCRIPTION: Authorization File SIGNATURE FILE NAME: Pre -Application Meeting Minutes.PDF SHA-1:7F88EOB49C5289380EB7D4D25AC4CD4473A299F7 DESCRIPTION: Authorization File SIGNATURE FILE NAME: Figure 5 - FLUCFCS Map.pdf https://pennitting.sirwmd.com/epennittinR/isp/SiRnSealAction.do 1 /22/2009 E-PERMITTING SIGNATURE DOCUMENT Page 2 of 2 SHA-1: B4A2329877AEA072BC2E7EC210E4B41349ADDFF6 DESCRIPTION: Section E - III. Plans... SIGNATURE FILE NAME: Figure 6 - Pre-Devolopment.pdf SHA-1: B142BBB66DB70418A70A240FOB9B1DC76EEDD5EB DESCRIPTION: Section E - III. Plans... SIGNATURE FILE NAME: Construction Plans.pdf SHA-1:88CF735BD4028FC4D5B78AF56B7207CF43CD70A9 DESCRIPTION: Section E - III. Plans... SIGNATURE FILE NAME: 12-TA412029 Permit Ap-E.pdf SHA-1: A2F8153A4BD49C14FE98B394D91E930AFDDA562A DESCRIPTION: Section E - IV. Construction Schedule And Techniques... SIGNATURE FILE NAME: 12-TA412029 Permit Ap-E.pdf SHA-1: A2F8153A4BD49C1 4FE98B394D91 E930AFDDA562A DESCRIPTION: Wetland Summary SIGNATURE FILE NAME: 5-Figure 2 - USGS Quad Map.pdf SHA-1:B26C66A25EOB1296EFE982E7A4A6082EA52D3502 DESCRIPTION: Section C - 1. Indicate the project boundaries on a USGS quadrangle map... SIGNATURE FILE NAME: Construction Plans.pdf SHA-1:88CF735BD4028FC4D5B78AF56B7207CF43CD70A9 DESCRIPTION: Section C - 3. Attach a depiction (plan and section views). -- End of Signature Document — https://permitting. sjrwmd.com/epermitting/j sp/SignSealAction.do 1 /22/2009 St. Johns River Water Management District Environmental Resource Permit Application Stormwater Report for Sebastian Municipal Airport Stormwater Master Plan Update SE�TbNN ; 10-2-4- - �, MUNICIPAL AIRPORT January 2009 Index and Certification Page St. Johns River Water Management District Environmental Resource Permit Application Drainage Report Stonnwater Master Plan Update January 21, 2009 Permit Application Section A, C, & E Drainage Report Narrative & Figures Drainage Computations Project Plans (Airport Drive East) State of 615 Crescent Appendix A 19 Pages Appendix B 1 Appendix C 1 Robert K. Hambrecht Florida P.E. Number 63985 THE LPA GROUP INCORPORATED Executive Court, Suite 200 Orlando, FL 32817 407-306-0200/0460(Fax) FL Registration 0004307 Table of Contents Introduction........................................................................................................................I Soils / Groundwater Information......................................................................................2 Floodplain / Wetland Information....................................................................................3 ExistingConditions...........................................................................................................3 Stormwater Management..................................................................................................4 Proposed Conditions and Analysis.................................................................................5 WaterQuality.....................................................................................................................7 Summary............................................................................................................................8 PermitApplication...........................................................................................Appendix A Drainage Computations..................................................................................Appendix B • Attenuation Summary • Water Quality 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 Orifice Bleeddown Calculation o Time of Concentration Calculation • Existing Conditions AdICPR Input / Output o Input Data o Node Minimum / Maximum o Link Minimum / Maximum o Basin Summary Report • Proposed Conditions AdICPR Input / Output o Input Data o Node Minimum / Maximum o Link Minimum / Maximum o Basin Summary Report Construction Plans..........................................................................................Appendix C i Figures Figure No. Description 1 Aerial Map / Property Boundary Limits 2 USGS Quad Map 3 Soils Map 4 100-year Flood FEMA Map 5 FLUCSFS Land Use Map 6 Pre -Development Drainage Map 7 Post -Development Drainage Map Tables Table No. Description Page 1 Summary of Soils Information.............................................3 2 Summary of Drainage Areas................................................7 3 Summary of Treatment Volume...........................................8 4 Summary of Peak Stages....................................................9 5 Summary of Peak Flows......................................................9 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 reuse 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 2 and Pond 3) will be used to provide treatment and attenuation for the extension of Stormwater Master Plan Update, which includes current proposed development of Airport Drive East and Maintenance Building. Please see Figure 7 Proposed Drainage Map. Treatment and attenuation for the rehabilitation of Taxiway A (Taxiway F) Basin and Administration and Police Compound and Depression 3 Basins is provided in their existing stormwater ponds (SJRWMD Permit #42-061- 68172-10 and Permit #42-061-68172-8). 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 141.97 acres. The proposed impervious area for which the permit is sought is approximately 35.21 acres, included in Basins Airport Drive East, Maintenance Building A, and Maintenance Building B only. This acreage includes previously permitted phases, rehabilitation of Taxiway A (Taxiway F) Basin (Permit #42-061-68172-10) and Administration and Police Compound (Permit #42-061-68172-8). 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. Stormwater runoff from the Airport Drive East Basin and Maintenance Building Basin will be collected and conveyed through a storm sewer system which will be constructed with the Airport Drive East project. Runoff will be collected into these stormwater wet detention ponds (Ponds 2 and 3) located towards the south of the site. These stormwater ponds will be connected with a 12" PVC pipe in the proposed condition which will provide water quality treatment and peak flow attenuation. Ponds 2 and 3 will discharge to the adjacent existing ditch in Ditch 2 Basin. The ditch will ultimately outfall into the Sebastian River Lagoon. The hydrologic and hydraulic computer model AdICPR Version 3.0, from streamline technologies and the Uh256 unit hydrographs, has been used to perform the hydrologic and hydraulic analysis of the stormwater management system for the existing and post -development conditions. [CPR uses a link and node concept to transform a physical system into a mathematical framework and numerical model. Inlet capacity, inlet spacing and spread calculations were performed using HEC-12 methodology. The hydraulic analysis of the storm sewer systems was performed utilizing the hydraulic program, StormCAD. 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. The proposed project will require the review and approval of the SJRWMD. A stormwater management facility (Ponds 2 & 3) will be constructed to provide attenuation and water quality for the Stormwater Master Plan Update, which includes the current proposed development of Airport Drive East and Maintenance Building. The facility will use a wet detention pond to provide water quality. The required attenuation volume will be provided through a control structure equipped with a weir, orifice, and skimmer. Excess runoff will discharge through a rectangular drop structure, which will direct the runoff to the existing ditch that ties into the existing canal at the southeast section of the project. This existing canal eventually outfalls to the Sebastian Creek. The existing Administration Building ponds and Taxiway F pond will continue to provide the same water quality volumes as permitted under #42-061-68172-10 and Permit #42-061-68172-8. No improvements are proposed in these areas. 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 2 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 Candler 7,8 A Nearly level to strongly sloping, excessively drained, sandy soils Immokalee 16 A/D Nearly level, poorly drained, sandy soils Smyrna 42 A/D Nearly level, poorly drained, sandy soils 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. FLOODPLAINIWETLAND 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 and Maintenance Building, is jurisdictionally within the SJRWMD and hydrologically within the Indian River Lagoon basin. 3 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 Basin currently drains 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 MAYM Z�7F1 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. a Discharge: Post -development discharge shall be less than or equal to the pre -development discharge. • Wet Detention 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. • 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: 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 4 NPDES Criteria FEMA Criteria no smaller than 6 square inches. The entire treatment volume shall recover within 14 days. a 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-treatment of the stormwater prior to the stormwater entering the wet detention pond by following the requirements for underdrains. • 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. • 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. + 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 ponds (Pond 2 and Pond 3) are proposed as stormwater wet detention ponds. They will be connected with a 12" PVC pipe. They have been sized to accommodate the required volume and attenuation volume for the proposed development in Basins Airport Drive East and Maintenance Building, as well as the development of Airport Drive East Extension and Maintenance Building. The pond will outfall to :1 the existing outfall ditch. It will ultimately discharge to the Sebastian River Lagoon. Design Methodology Drainage Area AdICPR 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. AdICPR 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 areas used in the pre -development and post -development areas is shown in Table 2. The overall drainage patterns are shown on the Post -Development Drainage Map, Figure 7. The Airport Drive East Basin (10.43 acres) includes the Airport Drive East Extension (0.64 acre), Hangar A (0.78 acre), previous permit no. 40-061-68172-12, and which leaves 6.25 acres of additional impervious area for future development. This in turn makes the total basin 74% impervious and 26% pervious. In the existing condition, the Airport Drive East Basin drains to Pond 1. In the proposed condition, it will drain to Ponds 2 and 3. The Maintenance Building Basin (8.31 acres) includes the proposed maintenance building (0.24 acre) and 6.27 acres of additional impervious area for future development. This in turn makes the total basin 75% impervious and 25% pervious. The control structure in Pond 3 has been designed for future development in Basins Airport Drive East and Maintenance Building, as well as the current proposed development of Airport Drive East Extension and the Maintenance Building. The total project area for which the permit is sought is 141.97 acres. This is the sum of Depression 1, Depression 2, Depression 3, Ditch 2, 6 Ditch 3, Runway Basin, Pond 1, Pond 2, Pond 3, Pond 4, Maintenance Building, Airport Drive East, Administration and Police, and Taxiway F. The total impervious area for which this permit is sought is 35.21 acres. This is the sum of the impervious areas in Depression 1, Depression 2, Depression 3, Ditch 2, Ditch 3, Ditch4, Runway Basin, Pond 1, Pond 2, Pond 3, Pond 4, Maintenance Building, Airport Drive East, Administration and Police, and Taxiway F Table 2 Summary of Drainage Areas Basin Name I Pre Development I Pre Impervious I Pre Development I Post Development I Post Impervious I Post Development (acres) (acres) Outfall (acres) (acres) Outfall Entrance Road* 10.37 0.52 Offsite 1037 0.15 Offsite Depression 1 1.28 0.04 Pond 3 1.28 0.04 Pond 3 Depression 2 2.29 0.05 Pond 3 2.29 0.05 Pond 3 Depression 3 8.24 2.27 Pond 3 8.24 2.27 Pond 3 Depression 4* 2.01 0.21 Offsite 2.01 0.21 Offsite Offsite Ditch 1* 2.92 0.17 Offsite 2.92 0.17 Offsite Offsite Ditch 2* 0.78 0.05 Offsite 0.78 0.05 Offsite Ditch 1* 10.61 0.50 Offsite 0.87 0.06 Offsite Ditch 2 11.41 1.05 Outfall 1 11.41 1.05 Outfall 1 Ditch 3 10.70 0.25 Outfall 2 10.70 0.25 Outfall 2 Ditch 4 - - 1.86 0.05 Pond 3 Canal* 8.15 2.37 Offsite 8.15 2.37 Offsite Runway Basin 33.32 3.47 Pond 1 31.49 4.47 Pond 1 Pond 1 6.44 2.04 Pond 1 6.44 2.04 Pond 1 Pond 2 7.08 1.93 Pond 2 7.08 1.93 Pond 2 Pond 3 18.48 3.80 Outfall 1 18.48 3.80 Pond 3 Pond 4 18.35 2.42 Pond 3 18.35 2.42 Pond 3 Maintenance Building 8.69 0.28 Pond 3 8.31 6.51 Pond 3 Airport Drive East 10.08 3.95 Pond 1 10.43 7.67 Pond 3 Administration and Police 3.36 1.27 Pond 3 3.36 1.27 Pond 3 Taxiway F 2.25 1.45 Pond 3 2.25 1.45 Pond 3 Offsite Collier Creek Basin* 11.22 0.15 Offsite 11.22 0.15 Offsite TOTAL 141.97 24.26 141.97 35.21 WATER QUALITY *These Basins do not drain to the proposed project location. Therefore, these Basins were not modeled in AdlCPR and are not part of the total permitted area. They are shown since they are located within the Airports Property Boundary. The water quality volume required and provided is summarized in Table 3. The total area and impervious areas consist of the areas that drain to Pond 3 in Table 3: Depression 1, Depression 2, Pond 2, Pond 3, Ditch 4, Maintenance Building, and Airport Drive East totaling 76.32 acres. The following two basins are not included in the water quality volume 7 calculations: Administration and Police and Taxiway F. Both of these basins have stormwater treatment ponds which provide water quality and attenuation. Their permitted information can be found under permit numbers 40-061-68172-10 and 40-061-68172-8. Table 3 Summary of Treatment Volume Pond 2 and 3 Water Quality Volume (SJRWMD) Total Area = 76.32 ac Total Impervious Area = 24.73 ac 1" of runoff x Total Area = 277042 cf 2.5" x impervious Area= 224453 cf Required Water Quality Volume (Subtotal) = 277042 cf i0";, Additional Treatment (OFW and Class 11 Receiving Waters) 138521 cf Required Water Quality Volume (Total) = 415562 of Water Quality Elevation = 16.8 ft PROVIDED WATER QUALITY VOLUME = 415562 cf ICPR Routing Analysis The site is comprised of 21 drainage basins described in Table 3. They are also shown in Figures 6 and 7. The Entrance Road, Offsite Ditch 1, Offsite Ditch 2, Offsite Collier Creek Basin, Depression 4, Ditch 1, and Canal Drain Offsite are not modeled since there is not proposed development within their basins. Pond 2 and Ditch 2 drain to the canal to the east of the site. Depression 1, Depression 2, Depression 3, Pond 4, Maintenance Building, Airport Drive East, Administration and Police, and Taxiway F drain to Ponds 2 and 3 and then outfall to the canal located to the east of the site. Runway Basin and Pond 1 drain to Pond 1 and outfall to the Collier Creek ditch system. Ditch 1 directly drains to the Collier Creek ditch system. 8 SUMMARY The Stormwater Master Plan Update, which includes the current proposed development of Airport Drive East and Maintenance Building, stormwater facilities were designed as mentioned in the preceding sections. There are two wet ponds proposed onsite to provide treatment and attenuation (Ponds 2 & 3). The ponds are connected with a 12" PVC pipe. The ponds have been designed such that the post - development peak discharge rates for the 25-year 24-hour storm, 100- year 24-hour storm, and mean annual storm events are less than or equal to the peak discharge rates for the pre -development condition. Table 4 Summary of Peak Stages Pre -Developed (ft) Post -Developed (ft Node Pond Top of Bank Mean Annual 25-year 24-hour 100-year 24-hour Mean Annual 25-year 24-hour .00-year 24-hour Pond 1 14.00 13.51 14.83 15.79 1347 14.76 15.71 Pond 2 17.50 16.12 17.56 17.87 16.79 17.44 17.68 3 18.00 16.69 17.83 16.33 17.07 18.80 19.09 (Pond Pond 4 M 18.50 17.01 18.07 18.63 17.11 18.57 19.15 Table 5 Summary of Peak Flows Node Storm Event Pre -Development Post- Discharae Development (cfs) (cfs) O utfall 1 100-yr/24-H r 14.39 11.75 Mean Annual 1.49 1.48 25-yr/24-H r 10.16 8.53 Outfall 2 100-yr/24-H r 26.00 25.83 Mean Annual 8.93 8.56 25-yr/24-H r 19.64 19.39 There are no offsite flows through the project site. AdICPR 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. 9 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. The required treatment volume will recover with an orifice at the normal water level. Please see calculation in Appendix B. The current improvements to the Stormwater Master Plan Update include the Airport Drive East Extension and the Maintenance Building (Phase 1). There is currently state funding for this project. Building and construction will commence immediately upon receipt of this permit. Phase I will include the use of Ponds 2 and 3 for treatment and attenuation for the construction of the Airport Drive East Extension and the Maintenance Building. In Phase II, the existing ponds in the Administration and Police Compound Basin, as well as the pond in the Taxiway F Basin, will be filled. The existing golf course Pond 4 will then be used for their treatment and attenuation. 10 Figures 1 Aerial Map /Property Boundary Limits 2 USGS Quad Map 3 Soils Map 4 Flood FEMA Map S FL UCSFS Land Use Map 6 Pre Development Drainage Map 7 Post Development Drainage Map 11 615 Crescent Executive Court Suite 200 Lake Mary, FL 32746-2146 _ 407-30306-0200200 THE LPA GROUP INCORPORATED 407-306-0460 (fax) Meeting Minutes Date: 10/10/2008 Time: 10:00 a.m. TA412029 Job Number Subject: SJRWMD Pre -Application for the Sebastian Airport Stormwater Plan Attendees: Mark Crosby; SJRWMD Hillard Sample; LPA Mark Jansen; LPA Tim Gruebel; LPA Rob Hambrecht; LPA DETAILS OF MEETING: The following items were discussed: • Discussed the proper application process for the proposed project and whether or not it was a construction permit or an individual permit. If the total Drainage Area is greater than 100 acres it is an individual permit. • Once a Master Permit has been approved through the district, there is no need to retrofit the system unless the land use changes, but once permitted, don't need to meet any phosphorus loading criteria. • Rob and Mark gave a description of each of the four projects that are proposed in the East Basin on the Sebastian Airport. • The total area that drains to the existing golf course ponds needs to be delineated in order to determine what type of permit to apply for. The cross sections in the pond from the available survey we have now are ok use for design purposes. If the NWL of the pond has been provided during the wet season that will also be acceptable as opposed to a geotechnical soil boring. Also, photogrammetric survey is acceptable to use for basin delineation. • Collier Club Subdivision has been permitted through SJRWMD. The information located within this permit would be helpful in order to delineate the drainage basins for the site. • If the ponds are connected as assumed, a surveyed pipe of the inverts must be provided. • Since the existing golf course ponds are odd shaped a 2:1 flow path must be provided to meet the stormwater criteria. • The existing golf course ponds must not exceed 12 feet of depth. • The pond must be 4:1 or flatter for at least two feet below control elevation for safety requirements then it may go as steep as 2:1. • The existing golf course ponds are used to irrigate the golf course and are permitted with a CUP through SJRWMD. Need to find out how much water is being drawn down for irrigation of the golf course. One inch per week is typical. It was advisable to design them using the stormwater reuse criteria in the SJRWMD manual instead of the wet detention method. In the stormwater reuse method there is no orifice/bleeddown pipe because the reuse volume is used for irrigation. This also provides better phosphorus removal since the pond acts like a dry detention system. • The WMD is ok with getting rid of existing ponds on the Sebastian Airport site as long as the water quantity/quality can be met in the golf course ponds. 0 Even though the Sebastian River is not an OFW it discharges to the Indian River Lagoon which has been declared as an impaired water body which requires an additional 50% of water quality volume as well as the Lake Apopka phosphorus criteria to the amount of phosphorus unloading (% removal). Phosphorus loading in the existing condition means all grass, no development whatsoever. • All other surface waters (OSWs) may need to be accounted for, Mark will check with Karen if that is the case. • There is a building that is located onsite but was never permitted; we will be able to account for it in the SWMP. • Reach of the irrigation systems will need to be found to at the existing golf course ponds. • When E-permitting it is advisable to send a courtesy copy with the submittal. Recorded B\ : Hillary Sample 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 Vs 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 a new 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 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 Robert K. Hambrecht, P.E. COMPANY AND TITLE THE LPA GROUP INCORPORATED Project Manager 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 141.97 ac Impervious area for which a permit is sought 35.21 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 NIA 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 141.97 acres. The existing 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 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 Action Taken (Pending/Issued/Denied) SJRWMD 12-12-2006 4-061-68172-5 Issued SJRWMD 1-27-2008 4-061-68172-10 Issued SJRWMD 8-18-2008 4-061-68172-11 Issued Note: The following information is reauired for proiects proposed to occur in, on. or over wetlands or other surface waters that need a Federal dredqe 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 orlainal slanature (not a copyl 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, l agree to provide entry to the project site for such agents or personnel to monitor permitted work if a permit is grante / Joseph Griffin Typed/Printed Name Sig ture Date Airport Manager (Corporate Title if applicable) 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 1. 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 Type: II, OFW: yes 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 proiect 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 sought is 141.97 acres. The existinq qolf course ponds will serve as stormwater pond which will provide water qualitv 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. 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 Man 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 Fiaure 1 Aerial Man 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 existincr 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 C 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. Who may refer to permit no. 40-061-68172-5 for wetlands which have been nermitted 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. Who ma v 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. D. N/A. Who 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. Who 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. Who 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 C. 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 Figure 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 floodolain. 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 C. 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 C. 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 C. M. Location, size, and design capacity of the internal water management facilities; This information is included in the construction plans under Appendix C. 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 C. 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 C 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 general. 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. Floatinq 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 C 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 C 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 C of the Stormwater Report. W. For phased projects, provide a master development plan. Please see construction plans under Appendix C 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 temporary erosion and turbidity control measures will be implemented as the first step of construction. Permanent erosion and turbidity control measures will be installed within 95 calendar days after completion of fine qradinq of landscaped and sodded areas. Durinq construction. the contractor shall take all reasonable measures to insure aqainst polluting. silting or disturbing to such an extent as to cause an increase in turbidity to the remaining surface waters. Such measures shall be approved by the oroiect enalneer 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 baps. Soddina of storm water treatment basins shall be accomplished followinq the completion of aradina. if durina 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. Inc.. the Enaineer of Record. will perform periodic construction observation and provide certification of the storm water management system based on Contractor supplied as -built plans. upon construction completion. The project will beain construction once a permit has been acauired. 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 C. Please see the surveyed Normal Water Levels (NWL). 3. Receiving water elevations (normal, wet season, design storm); The receivina water elevations are included in Stormwater Report under Appendix B. 4. Design storms used including rainfall depth, duration, frequency, and distribution; The desian 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 hvdrographs 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 stage-storaqe 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-discharae computations are included in Stormwater Report under Appendix B. 8. Flood routings through on -site conveyance and storage areas; The flood routings 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 routings are included in Stormwater Report under Appendix B. 11. Tail water history and justification (time and elevation); The tailwater elevation for Outfall 1 is the surveyed NWL of the canal which was 14.1 NGVD. The tailwater elevation for Outfall 2 is the surveyed sump of the pipe which was 12.0 NGVD. 12. Pump specifications and operating curves for range of possible operating conditions (if used in system). Please see consumptive use permit no. 2-061-0152. This pump operates the irrigation system for the aolf course. 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: 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 summatV 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 applicable. 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 methodology 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 underApoendix C. 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 Countv. 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. The surface water system will be used for landscape irrigation of the golf course. B. If a Consumptive Use or Water Use permit has been issued for the project, state the permit number. Please see consumptive use permit no. 2-061-0152. 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. The consumptive use permit has already been permitted with SJRWMD. D. Indicate how any existing wells located within the project site will be utilized or abandoned. There is one existing well that is located on -site and will continue to be utilized. It is used for the pump in golf course Pond 3. Drainage Computations + Attenuation Summary + Water Quality 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 Orifice Bleeddown Calculation o Time of Concentration Calculation + Existing Conditions AdICPR Input / Output o Input Data o Node Minimum /Maximum o Link Minimum /Maximum o Basin Summary Report + Proposed Conditions AdICPR Input / Output o Input Data o Node Minimum /Maximum o Link Minimum /Maximum o Basin Summary Report Project: Location: Basin Name Entrance Road" Depression 1 Depression 2 Depression 3 Depression 4' Offsite Ditch 1' Offsite Ditch 2' Ditch 1' Ditch 2 Ditch 3 Ditch 4 Canal` Runway Basin Pond 1 Pond 2 Pond 3 Pond 4 Maintenance Building Airport Drive East Administration and Police Taxiway F Offsite Collier Creek Basin' Summary of Areas Updated Stormwater Master Plan Indian River County By: HS Date. 1/9/2009 Checked: SG Date: 1/20/2009 Pre Development I Pre Impervious I Pre Development I Post Development I Post Impervious I Post Development ( (acres) (acres) j Outfall (acres) (acres) Outfall 10.37 0.52 Offsite 10.37 0.15 Offslts 1.28 0.04 Pond 3 1.28 0.04 Pond 3 2.29 0.05 Pond 3 2.29 0.05 Pond 3 8.24 2.27 Pond 3 8.24 2.27 Pond 3 2.01 0.21 Offsite 2.01 0.21 Offsite 2.92 0.17 Offsite 2.92 0.17 Offsite 0.78 0.05 Offsite 0.78 0.05 Offsite 10.61 0.50 Offsite 0.87 0.06 Offsite 11.41 1.05 Outfall1 11.41 1.05 Ouffall1 10.70 0.25 Outfall2 10.70 0.25 Outfall2 - 1.86 0.05 Pond 3 8.15 2.37 Offsite 8.15 2.37 Offsite 33.32 3.47 Pond 1 31.49 4.47 Pond 1 6.44 2.04 Pond 1 6.44 2.04 Pond 1 7.08 1.93 Pond 2 7.08 1.93 Pond 2 18.48 3.80 Outfail 1 18.48 3.80 Pond 3 18.35 2.42 Pond 3 18.35 2.42 Pond 3 8.69 0.28 Pond 3 8.31 6.51 Pond 3 10.08 3.95 Pond 1 10.43 7.67 Pond 3 3.36 1.27 Pond 3 3.36 1.27 Pond 3 2.25 1.45 Pond 3 2.25 1,45 Pond 3 11.22 0.15 Offsite 11.22 0.15 Offsite TOTAL 141.97 24.28 141.97 35.21 "These Basins do not drain to the proposed project location. Therefore, these Basins were not modeled in AdICPR and are not part of the total permitted area. They are shown since they are located within the Airports Property Boundary. Summary of Results Basin Project: Updated Stormwater Master Plan By: HS Date: 1/20/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Peak Flow Rates to Outfalls Node StdFhi Event Pre -Development Discharge cfs Post - Development efs Qutfall 1 100- r/24-Hr 14.39 11.75 Mean Annual 1.49 1.48 25-yr/24-Hr 10.16 8.53 Outfall 2 100-yr/24-Hr Mean nnual zo- '4-Hr 26 09 /ga6;; I, b4 25.83 8.96 19.39 Max Stage Table Node Pond Top of Bank Pre -Developed (I't Post -Developed Mean Annual 25-year 24-hour 100- ear 24-hour Mean Annual 25-year 24-hour 100-year 24-hour Pond 1 14.00 13.51 14.83 15.79 13.47 14.76 15.71 Dona 1 17.50 16.12 17.56 17.8 1 U 16.79 17.44 17.68 Pond 3 18.00 16.69 17.83 17.07 18.50 19.09 Nona 4 1 18.50 17.01 18.07 '10.66 17.'I', 18.57 19.'10 Existing Conditions Data + Curve Number Calculation + Time of Concentration Calculation + Stage Storage Table WORKSHEET 2: Runoff curve number and runoff Project: updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 'resent evelope Depressional Area 1 1. Runoff curve number (CN i CN f Soil name and Cover description N Area hydrologic group (cover type, treatment, and acre (appendix A) hydrologic condition, percent o °p to ❑ s impervious area ratio) F z El mi Arents (B) Open Space, Good Condition 61 1.24 75.64 Arents (B) Hangars and Roadway 98 0.04 3.92 Vise only one CN source per line. Totals = 1.28 1 79.56 CN (weighted) = total product/total area = 79.56 1.28 = 62.16 Use CN I 62 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: CPresen Developed Depressional Area 2 1. Runoff curve number (C\ ) Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Arents (B) Open Space, Good Condition Immokalee fine sand (B/D) Open Space, Good Condition Arents (B) Hangars and Roadway bse only one CN source per line. CN (weighted) = total product/total area = CN N M /+ y rq N ?a Area acre 61 2.11 mil,` .46 80 0.13 10.73 98 0.05 4.90 Totals = 2.29 144.09 144.09 = 62.92 Use CN 63 2.29 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: resent evelo ed Depressional Area 3 1. Runoff curve number (CN) 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) Open Space, Good Condition Immokalee fine sand (B/D) Hangars and Roadway ZTse only one CN source per line. CN (weighted) = total product/total area = CN =/ Area N M � 7 N acre o en cn s H w W ❑ mil 80 5.84 466.87 80 0.13 10.73 98 2.27 222.46 Totals = 8.24 700.06 = 84.96 Use CN 85 8.24 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: resent evelope Ditch 2-1 1. Runoff curve number (CN i Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Arents (B) Open Space, Good Condition Immokalee fine sand (B/D) Hangars and Roadway IUse only one CN source per line. CN Area N N m v acre N an N on s F S k ❑ mil 61 0.81 98 0.06 i otals = 0.87 CN (weighted) = total product/total area = 55.29 = 63.55 Use CN 64 0.87 49.41 5.88 ;; w WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: resent evelope Ditch 2-2 1. Runoff curve number i CN) Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Arents (B) Open Space, Good Condition Immokalee fine sand (B/D) Hangars and Roadway sc only one CN source per line. CN Area N m MVO N N � acre en en s 61 0.95 98 0.03 Totals = 0.98 CN (weighted) = total product/total area = 60.89 = 62.13 Use CN 62 0.98 57.95 2.94 60.89 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present evelope Ditch 2-3 1. Runoff curve number (CN i CN Soil name and Cover description N Area hydrologic group (cover type, treatment, and N N N acre (appendix A) hydrologic condition, percent - ❑❑ impervious area ratio) w , miz Arents (B) Open Space, Good Condition 61 2.08 126.88 Use only one CN source per line. Totals = 2.08 126.88 CN (weighted) = total product/total area = 126.88 = 61.00 Use CN 61 2.08 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present evelope Ditch 2-4 1. Runoff curve number I C` i CN Soil name and Cover description N ����Area �f hydrologic group (cover type, treatment, and N N N � 1 acre (appendix A) hydrologic condition, percent a� .o �° °J 4� El z i impervious area ratio) _, ❑m Arents (B) Open Space, Good Condition 61 6.52 397.72 Immokalee fine sand (B/D) Hangars and Roadway 98 0.96 94.08 bse only one CN source per line. Totals = 7.48 491.8ii CN (weighted) = total product/total area = 491.80 = 65.75 Use CN 66 7.48 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: resent eveloped Ditch 3 1. Runoff curve number i C i CN / Soil name and Cover description N Area hydrologic group (cover type, treatment, and acre (appendix A) hydrologic condition, percent a °p ❑ s impervious area ratio) El miz Arents (B) Open Space, Good Condition 61 9.63 587.55 Immokalee fine sand (B/D) Open Space, Good Condition 80 0.82 65.44 Arents (B) Hangars and Roadway 98 0.25 24.50 )Jse only one CN source per line. Totals = 11).711 677.49 CN (weighted) = total product/total area = 677.49 = 63.32 Use CN 63 l 0.70 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan Location: Indian River County Circle One: esent Developed 1. Runoff curve number I CN !, 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 Arents (B) Open Space, Good Condition Arents (B) Hangars and Roadway tJse only one CN source per line. CN (weighted) = total product/total area = By: HS Date: 1/9/2009 Checked: SG Date: 1/20/2009 Runway Basin CN N Area A �^ N N acre 7 g G, [ , ❑ s ❑ mil 80 15.34 1227.10 61 14.51 885.19 98 3.47 340.06 Totals = 33.32 2452.35 2452.35 = 73.60 Use CN 74 33.32 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: CPresent )eveloped Pond 1 1. Runoff curve number 1 C11 CN Soil name and Cover description N Area hydrologic group (cover type, treatment, and N N N acre (appendix A) hydrologic condition, percent ❑❑ s impervious area ratio) F w w Ymmokalee fine sand (B/D) Open Space, Good Condition 80 1.64 131.14 Urban Land Pond 98 2.00 195.73 Arents (B) Open Space, Good Condition 61 2.76 168.58 bents (B) Hangars and Roadway 98 0.04 3.92 'Use only one CN source per line. Totals = 6.44 499.36 CN (weighted) = total product/total area = 499.36 6.44 = 77.54 Use CN I 78 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present i eveloped Pond 2 1. Runoff curve number i C\ i CN i Soil name and Cover description N Area hydrologic group (cover type, treatment, and N N N acre (appendix A) hydrologic condition, percent ?.o °D ❑ s impervious area ratio) fs w ❑ mil Urban Land Pond 98 1.78 173.96 Arents (B) Open Space, Good Condition 61 5.30 323.60 Arents (B) Hangars and Roadway 98 0.15 14.70 'Use only one CN source per line. Totals = 7.08 512.26 CN (weighted) = total product/total area = 512.26 = 72.35 Use CN 72 7.08 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present evelopc Pond 3 1. Runoff curve number 1 CN. I CN / Soil name and Cover description Area hydrologic group (cover type, treatment, and "' N c'v acre (appendix A) hydrologic condition, percent a d0 °A ❑ s impervious area ratio) [_ fs mil ❑ Urban Land Pond 98 3.58 350.71 Arents (B) Open Space, Good Condition 61 1490 908.98 Arents (B) Hangars and Roadway 98 0.22 21.56 lase only one CN source per line. Totals = 18.48 1281.25 CN (weighted) = total product/total area = 1281.25 = 69.33 Use CN 69 18.48 WORKSHEET 2: Runoff curve number and runoff Project: Updated Storm water Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present , eveloped Pond 4 1. Runoff curve number (CN) Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Urban Land Pond Arents (B) Open Space, Good Condition Immokalee fine sand (B/D) Open Space, Good Condition Arents (B) Hangars and Roadway ZJse only one CN source per line. CN (weighted) = total product/total area = CN / N N Area N N acre ❑ s H iS k. ❑ miz 98 2.14 209.65 61 15.84 966.27 80 0.37 29.61 98 0.28 27.44 Totals = 18.35 1232.98 1232.98 = 67.19 Use CN I 67 18.35 WORKSIIEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/11/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present Developed Maintenance Building A 1. Runoff curve number i CN! CN J Soil name and Cover description Nea hydrologic group (cover type, treatment, and N N 91 acre (appendix A) hydrologic condition, percent H w ❑❑ s impervious area ratio) Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 2.45 196.00 Immokalee Fine Sand (B/D), Urban Land Hangars and Roadway 98 0.11 10.78 bse only one CN source per line. Totals = 2.56 206.7` CN (weighted) = total product/total area = 206.78 = 80.77 Use CN 81 2.56 I WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/11/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present Developed Maintenance Buildin _ B 1. Runoff curve number (CN) CN Soil name and Cover description N Area hydrologic group (cover type, treatment, and M acre (appendix A) hydrologic condition, percent °p ❑ s impervious area ratio) F fs. Ca.w ❑ mi2 Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 5.96 476.80 Immokalee Fine Sand (B/D), Urban Land Hangars and Roadway 98 0.17 16.66 bse only one CN source per line. Totals = 6.13 493.46 CN (weighted) = total product/total area = 493.46 = 80.50 Use CN 80 6.13 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present Developed Basin A!i port Drive East 1. Runoff curve number i C\ ) CN / Soil name and Cover description Area hydrologic group (cover type, treatment, and "' N A acre (appendix A) hydrologic condition, percent °p °o ❑ s impervious area ratio) fS. 4- ❑ m i'- Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 6.13 490.40 Immokalee Fine Sand (B/D), Urban Land Hangars and Roadway 98 3.95 387.10 use only one CN source per line. Totals = 10.08 877.50 CN (weighted) = total product/total area = 877.50 = 87.05 Use CN 87 10.08 1 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: resent lievel E Basin Admin. And Police Compound 1. Runoff curve number i CN) l Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition Immokalee Fine Sand (B/D), Urban Land Hangars and Roadway bse only one CN source per line. CN (weighted) = total product/total area = CN Area a� N N acre s El k k. "" 80 2.09 167.20 98 1.27 124.46 Totals = I 3.36 291.66 291.66 — 86.80 Use CN 87 3.36 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: resent evelope Taxiwa% F 1. Runoff curve number (CN i Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition Immokalee Fine Sand (B/D), Urban Land Hangars and Roadway lase only one CN source per line CN (weighted) = total product/total area = CN N Area N M 7 N N acre ❑ s El miz 80 0.80 64.00 98 1.45 142.10 Totals = 2.25 206.10 206.10 = 91.60 Use CN 92 2.25 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Wresent IDevelored IDepressional Area 1 Circle One: IT� JTt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.)......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. T,= 0.007 ftil, 8 Compute T... hr P 0.5 s0.4 z ELEVATIONS High Point el. = 24.170 ft from contour lines 300 feet point el. = 18.450 ft from contour lines Low Pointe]. = from contour lines X Short Grass 0.15 193 5.3 0.0296 Assume 0.18 + Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T,— L Compute Tt ......hr I + 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... fiz 13. Wetted perimeter, Pw................................................ full 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning s roughness coeff, , n............................................. 17. V = 1.49 r zr5 s vz /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr + = 0.00 20. Watershed or subarea T. or T, (add Tt in steps 6, 11, and 19) ....................................... hr 0.18 Use • 11 minutes WORKSHEET 3: Time of Concentration (Te) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: JPresent 1Dt%cloped I Depressional Area 2 Circle One: IT. IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n (table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. Ti= 0.007 nL ° s Compute T... hr Pz 0.5 s0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, = L Compute Tt ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13, Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 15. Channel slope, s......................................................... ft/fit 16. Manning's roughness coeff., n............................................. 17. V =1.49 r z.. s vz /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt — L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or Ti (add T, in steps 6, 11, and 19) .................. ELEVATIONS High Point el. = 22.460 ft from contour lines 300 feet point el. = 19.740 ft from contour lines Low Point el. = from contour lines X Short Grass 0.15 310 5.3 0.0088 Assume I 0.44 + + f + + 0.00 ..................... hr 0.44 Use : 26 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: Location: Indian River County Checked: SG Date: Circle One: I1'resent I Developed IDepressional Area 3 Circle One: IT, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.)..................-....................... 2. Manning's roughness coeff., n(table3-1.)..................... ........ 3. Flow length, L (total L - 300 ft.)..............--................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. T,=0.007 nL °" Compute T ... hr Pz 0.5 s°.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s......................................................... ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute T, ......hr 3600 V 1/9/2009 1/20/2009 ELEVATIONS High Point el. = 20.700 ft from contour lines 300 feet point el. = 20.200 ft from contour lines Low Point el. = 19,800 ft from contour lines I X I Short Grass 0.15 300 5.3 0.0017 I Assume 0.83 I+ Channel flow Segment ID 12. Cross sectional flow area, a ................. 2 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r .......,, ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coef ,, n............................................. 17. V = 1.49 r zn s to /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or T, (add T, in steps 6, 11, and 19)....................................... hr X unpaved 848 0.0005 0.35 0.672 + Use • 90 minutes 0.67 �= 0.00 l 50 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: Location: Indian River County Checked: Circle One: INreseni Ilk%clopcd IDitch 2-1 Circle One: IT, ITt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. Tt=0.007 nL °'s Compute T... hr Pz 0.5 s°.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute T....... hr 3600 V HS Date: 1/9/2009 SG Date: 1/20/2009 ELEVATIONS High Point el. = 22.570 ft from contour lines 300 feet point el. = 17.790 ft from contour lines Low Point el. = 18.490 ft from contour lines I x I Short Grass 0.15 152 5.3 I 0.0314 Assume I 0.15 + Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ft2 13. Wetted perimeter, P . ................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 211 s "n /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or Tt (add T,insteps 6, 11, and 19) ........................... X 62.00 I 45.00 1.378 0.002 I 0.15 0.55 398 r F 0.201 + ...... hr 0.35 Use • 21 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: Location: Indian River County Checked: Circle One: I i'r,-cm IDeveloped !Ditch 2-2 Circle One: IT, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-I.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. Tr=0.007 (nL108 Compute T ... hr P °.5 5 .4 z HS Date: 1/9/2009 SG Date: 1/20/2009 ELEVATIONS High Point el. = from contour lines 300 feet point el. = from contour lines Low Point el. = from contour lines � I Assume + Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10, Average velocity, V (figure 3-1) ........ _ ........................... ft/s I L Tt = L Compute Tr ......hr + = 0.00 3600 V Channel flow Segment ID I X 12. Cross sectional flow area, a ......................................... ft2 22.00 13. Wetted perimeter, P. ................................................ flIft 34.68 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 0.634 15. Channel slope, s......................................................... ft/ft I 0.002 16. Manning's roughness coeff., n....................... —................... 0.15 17. V =1.49 r 28 s U2 /n ...... Compute V......... ft/s 0.33 18. Flow length, L............................................................... ft I 263 19. T, = L / 3600 V................................. Compute T ........ hr 0,223 + 0.22 20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) ....................................... hr 1 022 Use: 13 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: I1'rewnr l Developed Ditch 2-3 Circle One: ITS IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = from contour lines 300 feet point el. = from contour lines Low Point el. = from contour lines Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coelf, n(table3-1.)............................. 3. Flaw length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. T,— 0.007 Oil, °'s Compute T ... hr Assume Pzo.5s.a Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s l l . Tt = L Compute Tt ......hr + 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coef ., n............................................. 17. V — 1.49 r zn s rn /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19) ................................. X 22.00 34.68 0.634 0.002 0.15 0.33 709 F-0.600 hr Use : 36 minutes 0.60 0.60 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: lNexm IUe'elnped IDitch 2-4 Circle One: IT, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. T,= 0.007 nL 08 Compute T...hr Pz °.5 s0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... S. Flow length, L........................................ ............ —.......... ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s l 1. Tt = L Compute T, ......hr 3600 V ELEVATIONS High Point el. — from contour lines 300 feet point el. — from contour lines Low Point el. — from contour lines I I I I I I Assume + Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, PH . ................................................ ft/ft 14. Hydraulic radius, r — a/P,,.................... Compute r.. ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V =1.49 r vs s m /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, — L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, and 19) ....................................... I I I I I= 0.00 X 22.00 34.68 0.634 0.002 I 0.15 0.33 I 951 0.805 + = 0.81 0.81 Use: 48 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Uf�dated StormwaterMaster Plan By: HS Date: Location: Indian River County Checked: SG Date: Circle One: Present I Ue� cl, q ed I Ditch 3 Circle One: IT4 IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.).............. I....................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. T,=0.007 (nL)°'s Compute T ... hr P 0.5 $ .4 2 Shallow concentrated flaw Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute T, ......hr 3600 V 1/9/2009 1/20/2009 ELEVATIONS High Point el. = 26.530 ft from contour lines 300 feet point el. = 18.400 ft from contour lines Low Point el. = from contour lines I x I Short Grass I I 0.15 I I I 207 I I 5.3 I I I 0.0393 I I Assume I 0.17 + I I= 0.17 Channel flow Segment ID 12. Crass sectional flow area, a ......................................... ft2 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 21 s 'n /n ...... Compute V......... ftIS 18. Flow Length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19) ........................ L X 8.00 24.24 0.330 0.002 0.15 0.21 1446 1.893 I 1 I I I 1= 0.00 _ I + -�= L89 2.07 Use : 124 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: Location: Indian River County Checked: SG Date: Circle One: Pr—:w. I D ,, c I,,, ad Runway Basin Circle One: IT. IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n (table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. Tr=0.007 (nL)°'e Compute T ... hr Ps °_5 S 4 1/9/2009 1/20/2009 ELEVATIONS High Point el. = from contour lines 300 feet point el. = from contour lines Low Point el. = from contour lines Assume + �= 0.00 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, = L Compute T, ......hr + I --I= 0.00 3600 V Channel flow Segment ID X 12. Cross sectional flow area, a ......................................... ft2 11.50 13. Wetted perimeter, P. ................................................ ft/ft 40.12 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 0.287 15. Channel slope, s......................................................... ft/ft 0.002 16. Manning's roughness coe£f., n............................................. 0.15 17. V = 1.49 r sn s 12 /n ...... Compute V......... ft/s 0.19 18. Flow length, L............................................................... ft 2667 19. T,=L / 3600 V................................. Compute T ........ hr I 3.836 + I = 3.84 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19) ....................................... hr 3.84 Use : 230 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: (Present IDeveloped IPond 1 Circle One: i T IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = 25.300 ft from contour lines 300 feet point el. = 12.390 ft from contour lines Low Point el. = from contour lines Sheet flow (Applicable to T, only) Segment ID X 1. Surface Description (table 3-1.).......................................... Short Grass 2. Manning's roughness coeff, n(table3-1.)............................. 0.15 3. Flow length, L (total L <= 300 ft.). ........... ...... .................. ft 290 4. Two-yr 24-hr rainfall, P2................................................... in 5.3 5. Land slope, s.................................................................ft/ft 0.0445 6. Tt= 0.007 nL °'s Compute T... hr Assume 0.22 + J= 0.22 Pz 0.5 so.a Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt — L Compute Tt ......hr + 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ft2 13. Wetted perimeter, P. ................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V =1.49 r' s to /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or Tt (add T,insteps 6, 11, and 19) .................. �= 0.00 ..................... hr 0.22 Use: 13 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: IJ20/2009 Circle One: 11'resem [Developed Pond 2 Circle One: IT. IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = 24.000 ft from contour lines 300 feet point el. = 17.580 ft from contour lines Low Point el. = 15.250 ft from contour lines Sheet flow (Applicable to T� only) Segment ID X 1. Surface Description (table 3-1.).......................................... Short Grass 2. Manning's roughness coeff., n(table3-1.)............................. 0.15 3. Flow length, L (total L <= 300 ft.)...................................... ft 300 4. Two-yr 24-hr rainfall, Pz.................. ...................... .......... in 5.3 5. Land slope, s.................................................................ft/ft 0.0214 6. Tt— 0.007 nL °'s Compute T... hr Assume I 0.30 + P 0s so 4 Shallow concentrated flow Segment ID X 7. Surface Description (paved or unpaved) ............................... unpaved 8. Flow length, L................................................................. ft I 48 9. Watercourse slope, s........................................................ ft/ft 0:0485 10. Average velocity, V (figure 3-1)...................................... ft/s 3.55 11. T, = L Compute T, ......hr 0.004 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftZ 13. Wetted perimeter, P. ................................................ ft/ft 14. Hydraulic radius, r = a/P� ................... Compute r ...,..... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n....... .................... ................. 17. V — 1.49 r" s " /n ...... Compute V......... fft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ......., hr _ 7 + �= 0.o0 20. Watershed or subarea T, or T, (add Ttinsteps 6, 11, and 19)....................................... hr 1 0.30 Use: 18 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: IPresent IDe%cloped IPond Circle One: 1 1 . IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = 20.360 ft from contour lines 300 feet point el. = 19.800 ft from contour lines Low Point el. = 15.150 ft from contour lines Sheet flaw (Applicable to T, only) Segment ID X 1. Surface Description (table 3-1.).......................................... I Short Grass 2. Manning's roughness coeff., n(table3-1.)............................. 0.15 3. Flow length, L (total L <= 300 ft.)...................................... ft 300 4. Two-yr 24-hr rainfall, PZ................................................... in 5.3 5. Land slope, s.................................................................full 0.0019 6. T,=0.007 rd, Compute T ... hr Assume 0.79 = 0.79 Pzo.ssA Shallow concentrated flow Segment ID X 7. Surface Description (paved or unpaved) ............................... uni,aved 8. Flow length, L................................................................. ft 481 9. Watercourse slope, s........................................................ ft/ft 0.0097 10. Average velocity, V (figure 3-1)...................................... ft/s I 1.59 11. T, = L Compute T, _..... hr 0.084 3600 V Channel flow Segment ID I 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. I 17. V = 1.49 r zn s uz /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr + = 0.00 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19) ....................................... hr O.97 Use • 52 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/912009 Location: Ind ion River County Checked: SG Date: 1/20/2009 Circle One: INvscnf IDeveloped jPond4 Circle One: IT. IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = 28.980 ft from contour lines 300 feet point el. - 18.500 ft from contour lines Low Point el. = 15.540 ft from contour lines Sheet flow (Applicable to Tc only) Segment ID 1. Surface Description (table 3-1.)......................................... 2. Manning's roughness coeff., n (table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, PZ................................................... in 5. Land slope, s.................................................................ft/ft 6. Tt= 0.007 nL o.s Compute T... hr P2035.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s l 1. Tt = L Compute T, ......hr 3600 V X Short Grass 0.15 300 5.3 0.0349 Assume 0.24 + Channel flow SegmentlD 12. Cross sectional flow area, a ....................... a 13. Wetted perimeter, P. ................................................ ft/ft 14. Hydraulic radius, r = a/P. ......... :......... Compute r., ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V =1.49 r 2" s 12 /n ...... Compute V........, ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or T, (add Ttin steps 6, 11, and 19) ..................... hr X unpaved 106 0.0279 2.70 0.oil 12 Use : 15 minutes 0.00 0.26 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: I'Te Grit IDevelored IMaintenance Building A Circle One: IT. IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = 22.300 ft from contour lines 300 feet point el. = 20.880 ft from contour lines Low Point el. = 19.520 ft from contour lines Sheet flow (Applicable to T�only) Segment ID X 1. Surface Description (table 3-1.).......................................... Short Grass 2. Manning's roughness coeff, n(table3-1.)............................. 0.15 3. Flow length, L (total L <= 300 ft.)...................................... ft 300 I 4. Two-yr 24-hr rainfall, Pz................................................... in 5.3 5. Land slope, s.................................................................ft/ft 0.0047 6. T,=0.007 (nL108 Compute T ... hr Assume I 0.54 + Pz 0.5 s°.a Shallow concentrated flow Segment ID X 7. Surface Description (paved or unpaved) ............................... unpaved S. Flow length, L................................................................. ft 175 9. Watercourse slope, s........................................................ ft/ft 0.0078 10. Average velocity, V (figure 3-1)...................................... ft/s 1.42 11. T, = L Compute T, ......hr _ 0.034 + �= 0.03 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ft 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r zn s vz /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19) ................................. . hr 0.000 + �=[: 0.00 0.58 Use : 35 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 1pfc;,ml IDevelored IMaintenance Building B Circle One: T ITt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 21.500 ft from contour lines 300 feet point el. = 19.000 ft from contour lines Low Point el. = from contour lines Sheet flow (Applicable to T. only) Segment ID I X 1. Surface Description (table 3-1.)......................................... Short Grass 2. Manning's roughness coeff., n(tablc3-1.)............................. Ij 0.15 3. Flow length, L (total L <- 300 ft.)...................................... ft 151 4. Two-yr 24-hr rainfall, P2................................................... in I 5.3 5. Land slope, s.................................................................ft/ft 0.0166 6. T, = 0.007 (nL)°'8 Compute T... hr Assume I 0.19 _ + Pz °.5 s0.4 Shallow concentrated flow Segment ED 7. Surface Description (paved or unpaved)... ............. ... ... ... . 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, - L Compute T, ......hr 1+ I= 0.00 3600 V Channel flow Segment ID X 12. Cross sectional flow area, a ......................................... ftz 24.50 13. Wetted perimeter, Pw................................................ ft/ft I 74.06 14. Hydraulic radius, r = a/P ................... Compute r ......... ft 0.331 15. Channel slope, s......................................................... ft/ft 0.002 16. Manning's roughness coeff., n............................................. 0.15 17. V = 1.49 r " s " /n ...... Compute V......... ft/s 0.21 18. Flow length, L............................................................... ft 357 19. T, = L / 3600 V................................. Compute T ........ hr I 0.467 + ��= 0.47 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19) ....................................... hr 1 0.66 Use: 39 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present IDevelored I Airport Drive East Circle One: IT. ITt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments Sheet flow (Applicable to Tc only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. Tt = 0.007 (nL)0 8 Compute T... hr P z0.5 S a Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 1 I. Tt = L Compute T, ......hr 3600 V ELEVATIONS High Point el. = 20.910 ft from contour lines 300 feet point el. = 20.400 ft from contour lines Low Point el. = 17.800 ft from contour lines X Concrete 0.01 75 5.3 0.0068 Assume 0.02 X unpaved 220 0.0118 1.75 0.035 + Channel flow Segment ID X 12. Cross sectional flow area, a ......................................... ftz ( 26.00 13, Wetted perimeter, P. ...... . . ... ...... ... ... . -- ................... ft/ft 34.94 14. Hydraulic radius, r - aP,v ................... Compute r ......... ft 0.744 15. Channel slope, s......................................................... ft/ft I 0.002 16. Manning's roughness coeff, n............................................. 0.15 17. V = 1.49 r" s "/n ...... Compute V...... ... ft/s 0.36 18. Flow length, L............................................................... ft 577 19. Tt - L / 3600 V................................. Compute T ........ hr _ I 0.439 + 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19) ....................................... hr Use • 30 minutes I= 0.44 0.49 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: Location: Indian River Counh Checked: SG Date: Circle One: jPresent IDe«6opcd jAdministration Building and Police Compound Circle One: I I , IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.)......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................Rift 6. Tt= 0.007 (nLIO_s Compute T... hr P o.5 s°.4 2 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute T, ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... fi 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r zn s 12 /n ...... Compute V........, ft/s IS. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 1/a/2009 1/20/2009 ELEVATIONS High Point el. = 22.460 ft from contour lines 300 feet point el. = 20.290 ft from contour lines Low Point el. = from contour lines X Concrete 0.01 203 5.3 0.0107 Assume I 0.04 1+ 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19) ....................................... hr + = 0.00 * 0.04 Use: 10 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: JPresent I Developed Taxiway F Circle One: 11, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.)......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)............. ............. ........... I ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. T,= 0.007 (nL)0-8 Compute T... hr P z 0.5 s0.4 ELEVATIONS High Point el. = 20.850 ft from contour lines 300 feet point el. = 17.480 ft from contour lines Low Point el. = from contour lines X Concrete 0.01 300 5.3 0.0112 Assume 0.05 Shallow concentrated flow Segment W 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft f 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, = L Compute T, ......hr + I=� 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r va s'2 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or T, (add T, in steps 6, 11, and 19) I + �= 0.00 ....... hr * O 05 Use: 10 minutes Project: t ebastian Airport Location: Indian River County Circle One: Present'--::) ct�eveloped Pond j - STAGE -STORAGE By: HS Checked:__ SG Pond t Proposed pond storage volumes with no percolation allowed. Control Top of Bank Date: 1/20/2009 Date: 1/20/2009 Stage Area Incremental Storage Cumulative Stara -e PPV Storage ft ac ac-ft ac-ft ac-ft 1.0 5370 I IT 0.12 0.47 0.77 Q.22 _ 1.01 1.10 1.1a 1.29 j .3� 1.49 1.62 1.99 2.00 2.10 2.76 _ _ _ _ I 1 0.00 1.25 1---IS 2.4.3 _ _ _ _ _ O.OQ_ ;.0 0.00 0.30 992 06 _ 2.73 3.-i§ 4.93 6.17 8.94 10.50 12.25 13.00 2.0 3.0 4.0 6V0 7.0 8.0 _ 2063� 334361 _ 1 o.§ �1 2$ 5 W 55992 60259 9.0 IQIQ _ 11.0 64�54 7057� 8173 �10_ 12.4 870001 13.0 91283 14.0 1 1200931 Nwt_ (ft) = 12.4 ft (Observed on 11/25/08) Project: Sebastian Airport By: Location: Jpdian River County Checked: Circle One: resent Developed Pond 2 -,,STAGE-STORAGE HS Date: 1/8/2009 §6 Date: 1662609 Pond 2 Proposed pond storage volumes with no percolation allowed. Control Lower Bern High Berm Stage Area Incremental Storage Cumulative Storage PPV Storage fi ac ac-ft ac-ft ac-ft 7.9 0 9.0 W7 9,19 14162 0.33 247� j 0,4? 2703 QIQ I 34981 V, 0 4Sl53 1. 4 54, 64 1 �Z� 14 1.50 16301 I L4 Il.-oA9 �5 j"� 1.96 1.49 I M971 2.2p 2.12 1 200688 F4.61 1.72 0.00 1.40 3.62 5.34 0.00 0.26 0.66 1 •� 1 1.§3 2,85 4.00 101V j 1.0 12.0 ' 13.0 0-065� .2 16.0 5.38 7.01 7.36 17.0 17.5 NWL (ft) = 15.2 ft (Observed on 12-4-08) Project: Sebastian Airport By: Location: Indian River County Checked: Circle One: resent Developed Pond 3 - STAGE -STORAGE HS Date: 1/8/2009 _ SG Date: 1/20/2009 Pond 3 Proposed pond storage volumes with no percolation allowed. Control Lower Berm High Berm Stage Area Incremental Storage Cumulative Storage PPV Storage ft ft ac ac-ft ac-ft ac-ft 4.0 5.0 82,4t 136821 0.02 0.31 1 1 I I 0.00 6.17 0.77 i 3.30 S.0 6.0 38665 0.89 55W 1.� 699581 1.61 1 808161 1.86 1 I 7,9 8.0 9.0 10.0 919111 2.11 _ - - - _ QQ,00 _ N5 4.00 2.21 1.47 .-T -- - 0.00 2.95 6.95 9.15 11.6y 7.01 9.29 11.0 10641 ' 2.44 _ U19 1 2.65 _ 13.0 _ 12705 2a?� )4.0 14038 3.22 15.0 153$37 3.53 15.2 155888 3.58 11.83 14.62 17.76 21.98 21.79 16.0 j65459 _3,80 -1428461 4.20 2013811 41Z 2289571 5.6 17.0 17.5 18.0 NwL (ft) = 15.2 ft (Observed on 12-4-08) Project: Sebastian Airport By: Location: Indian River County Checked: Circle One: resent eveloped Pond 4 - STAGE -STORAGE _ Date: 1/8/2009 �i Date: 1/20/2009 Pond 4 Proposed pond storage volumes with no percolation allowed. Stage Area Incremental Cumulative PPV Storage Story a Story e ft ft" ac ac-ft ac-ft ac-ft 2.0 I 371 0.00 0.00 115151 0,,Zk 0.13 �0881 0.71 I b.62 5.0 40535 0.93 I 1.44 6.0 45902 1.,05 -- - - - 1.41 7.0 5d�318 111§ I .3.54� 8.0 54854 1.26 4.74 9.0 59599 1.37 6.06 10.0 642831 1.48 7.48 11.0 69177 110 _ - ._ d.Q1 12.0 741911 1.70 I 16, 5 13.0 _ 793241 1.82 I I 12. 1 14.0 94570 1.94 14.30 1- 89950 2.06 0 Control 15.5 93188 _ 2_14 _ _ 0.00 0. 0 1 �/ 44 Lower Berm 16.0 dJWII 2.23 1.01 1.�1 High Berm _ 17r9 W; 71 2.53 2.3$ { 3.3y 18.0 _ 1527631 _ _�j _ _ 1 3.02 6.41 1 18.5 2020341 . _ 4 f64 1 2.04 1 8.45 ' GWL (ft) = 15.5 ft f Observed on 12-5-08) Proposed Conditions Data + Curve Number Calculation + Stage -Storage Table + Water Quality Volume Calculation + Orifice Bleeddown Calculation + Time of Concentration Calculation WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 'resent eveloped Depressional Area 1 1. Runoff curve number i c ti CN J Soil name and Cover description N Area hydrologic group (cover type, treatment, and N 0 acre (appendix A) hydrologic condition, percent SP El impervious area ratio) fs, f4 El mil Arents (B) Open Space, Good Condition 61 1.24 75.64 Arents (B) Hangars and Roadway 98 0.04 3.92 use only one CN source per line. Totals = 1.28 79.56 CN (weighted) = total product/total area = 79.56 1.28 = 62.16 Use CN I 62 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date Location: Indian River County Checked: SG Date Circle One: Presem <Teveloped Depressional Area 2 1. Runoff curve number (CN 1 Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Arents (B) Open Space, Good Condition Immokalee fine sand (B/D) Open Space, Good Condition Arents (B) Hangars and Roadway tise only one CN source per line. CN N N N CV � oo ao � w w 61 2.11 80 0.13 98 0.05 Totals = 2.29 1/9/2009 1 /20/2009 Area ❑ acre 1— 46 10.73 4.90 144.09 144.09 CN (weighted) = total product/total area = 2.29 = 62.92 Use CN 63 I WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: resent Developed Depressional Area 3 1. Runoff curve number (CN i CN Soil name and Cover description N Area hydrologic group (cover type, treatment, and r' N N acre (appendix A) hydrologic condition, percent 00 00 El impervious area ratio) W, LL, ❑ mil Immokalee fine sand (B/D) Open Space, Good Condition 80 5.84 466.87 Immokalee fine sand (B/D) Open Space, Good Condition 80 0.13 10.73 Immokalee fine sand (B/D) Hangars and Roadway 98 2.27 222.46 'Use only one CN source per line. Totals = 8.24 7oo,w, CN (weighted) 700.06 = total product/total area = = 84.96 Use CN 85 8.24 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date Location: Indian River County Checked: SG Date Circle One: resent Ditch 2-1 1. Runoff curve number i CN) Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Arents (B) Open Space, Good Condition Immokalee fine sand (B/D) Hangars and Roadway Yise only one CN source per line. CN N Area N N N acre rp en ❑ s &. ❑ mil 61 0.81 98 0.06 1 otals = 0.8- 1/9/2009 1/20/2009 CN (weighted) = total product/total area = 55.29 = 63.55 Use CN I 64 0.87 49.41 5.88 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: resent evelope Ditch 2-2 1. Runoff curve number (CN i CN ,J Soil name and Cover description N Area hydrologic group (cover type, treatment, and N N N acre (appendix A) hydrologic condition, percent -�p w impervious area ratio) miz El Arents (B) Open Space, Good Condition 61 0.95 57.95 Immokalee fine sand (B/D) Hangars and Roadway 98 0.03 2.94 tJse only one CN source per line. 1 otals = 0.98 CN (weighted) = total product/total area = 60.89 = 62.13 Use CN I 62 0.98 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 'resent evelope Ditch 2-3 1. Runoff curve number � C\ i CN ,J Soil name and Cover description cv Area hydrologic group (cover type, treatment, and N N N 0 acre (appendix A) hydrologic condition, percent w ❑❑ impervious area ratio) mil Arents (B) Open Space, Good Condition 61 2.08 126.88 tJse only one CN source per line. Totals = 2.08 126.88 CN (weighted) =total product/total area = 126.88 = 61.00 Use CN 61 2.08 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 'resent evelope Ditch 2-4 1. Runoff curve number I ( N ) CN v Soil name and Cover description N Area hydrologic group (cover type, treatment, and A `T N � A acre (appendix A) hydrologic condition, percent a ❑ s impervious area ratio) F fi k miz ❑ Arents (B) Open Space, Good Condition 61 6.52 397.72 Immokalee fine sand (B/D) Hangars and Roadway 98 0.96 94.08 tJse only one CN source per line. Totals = 7.48 491.80 CN (weighted) = total product/total area = 49 -80 = 65.75 Use CN 66 7.48 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present evelope Ditch 3 1. Runoff curve number (i N 1 CN / Soil name and Cover description N Area hydrologic group (cover type, treatment, and N �n � , N N.l acre (appendix A) hydrologic condition, percent °0 °A ❑ S impervious area ratio) Fc° w w ❑ miz Arents (B) Open Space, Good Condition 61 9.63 587.55 Immokalee fine sand (B/D) Open Space, Good Condition 80 0.82 65.44 Arents (B) Hangars and Roadway 98 0.25 24.50 use only one CN source per line. Totals = 10.70 677.49 CN (weighted) = total product/total area = 677.49 = 63.32 Use CN 63 10.70 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present qLeveloped Ditch 4 1. Runoff curve number (CN) CN Soil name and Cover description N Area hydrologic group (cover type, treatment, and N N N acre (appendix A) hydrologic condition, percent � w w ❑❑ mil impervious area ratio) Arents (B) Open Space, Good Condition 61 1.81 110.41 Arents (B) Hangars and Roadway 98 0.05 4.90 bse only one CN source per line. Totals = 1.86 115.31 CN (weighted) = total product/total area = 115.31 = 61.99 Use CN I 62 1.86 1 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present eveloped Runwa-. Basin 1. Runoff curve number (CN ) CN Soil name and Cover description cv Area hydrologic group (cover type, treatment, and N N N acre (appendix A) hydrologic condition, percent w � ❑❑ impervious area ratio) mil Immokalee fine sand (B/D) Open Space, Good Condition 80 12.51 1000.70 Arents (B) Open Space, Good Condition 61 14.51 885.19 Arents (B) Hangars and Roadway 98 4.47 438.06 Yise only one CN source per line. Totals = 31.49 2323.95 CN (weighted) = total product/total area = 2323.95 _ 73.80 Use CN 74 31.49 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present eveloped Pond 1 1. Runoff curve number i CN t CN Soil name and Cover description N mArea 0 hydrologic group (cover type, treatment, and N N N acre (appendix A) hydrologic condition, percent w .�p ❑❑ mil impervious area ratio) H Immokalee fine sand (B/D) Open Space, Good Condition 80 1.64 131.14 Urban Land Pond 98 2.00 195.73 Arents (B) Open Space, Good Condition 61 2.76 168.58 Vents (B) hangars and Roadway 98 0.04 3.92 use only one CN source per line. Totals = 6.44 499.36 CN (weighted) = total product/total area = 499.36 = 77.54 Use CN 78 6.44 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present CDeveloped Pond 2 1. Runoff curve number i C \ i CN i Soil name and Cover description cv Area hydrologic group (cover type, treatment, and N M (14 iy acre (appendix A) hydrologic condition, percent ow °. p El impervious area ratio) kn , WL El "" Urban Land Pond 98 1.78 173.96 Arents (B) Open Space, Good Condition 61 5.30 323.60 Arents (B) Hangars and Roadway 98 0.15 14.70 1 ise only one CN source per fine. `Colals = 7A 512.26 CN (weighted) = total product/total area = 512.26 = 72.35 Use CN 72 7.08 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: CPresent Developed Pond 3 1. Runoff curve number W N i CN Soil name and Cover description N Area hydrologic group (cover type, treatment, and `' N N Nd acre (appendix A) hydrologic condition, percent �° �" ❑ s impervious area ratio) F is LL ❑ mil Urban Land Pond 98 3.58 350.71 Arents (B) Open Space, Good Condition 61 14.90 908.98 Arents (B) Hangars and Roadway 98 0.22 21.56 tJse only one CN source per line. Totals = I 18.48 1281.25 CN (weighted) = total product/total area = 1281.25 = 69.33 Use CN 69 18.48 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: CEseKQevel� Pond 4 1. Runoff curve number i CN) Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Urban Land Pond Arents (B) Open Space, Good Condition Immokalee fine sand (B/D) Open Space, Good Condition Arents (B) Hangars and Roadway Ilse only one CN source per line. CN (weighted) = total product/total area = CN N N Area a� N an N to _acre El s F is k ❑ miz 98 2.14 209.65 61 15.84 966.27 80 0.37 29.61 98 0.28 27.44 Totals = 18.35 1232.98 1232.98 = 67.19 Use CN 67 18.35 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/11/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present eveloped Maintenance Buildin,-, A 1. Runoff curve number (CN ) CN Soil name and Cover description N hydrologic group (cover type, treatment, and "' N N _/Area LVj acre (appendix A) hydrologic condition, percent °A °q ❑ S impervious area ratio) F fs G% El mi z Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.64 51.20 Immokalee Fine Sand (B/D), Urban Land Hangars and Roadway 98 1.91 187.18 ZJse only one CN source per line. Totals = 2.55 238.38 CN (weighted) = total product/total area = 238.38 = 93.48 Use CN 93 I 2.55 + WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 1/11/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present evelo ed Maintenance Building B 1. Runoff curve number i 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), Urban Land Open Space, Good Condition Immokalee Fine Sand (BID), Urban Land Hangars and Roadway Ilse only one CN source per line. CN (weighted) = total product/total area CN —L / N Area n1 N N acre � en ern El s w i ❑ '"" 80 L 16 92.80 98 4.60 450.80 Totals = 1 5.76 543.60 54. = 94.38 Use CN 94 5.76 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present eveiu`U Basin Airport Drive East 1. Runoff curve number � CN) CN Soil name and Cover description r, Area hydrologic group (cover type, treatment, and N N acre (appendix A) hydrologic condition, percent :E °p b4 ❑ s impervious area ratio) f=. CZ. Elmil Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 2.76 220.80 Immokalee Fine Sand (B/D), Urban Land Hangars and Roadway 98 7.67 751.66 bse only one CN source per line. Totals = 10.43 972.46 CN (weighted) = total product/total area = 972.46 = 93.24 Use CN 93 I 10.43 + WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan Location: Indian River County Circle One: resent eveloped 1. Runoff curve number i C\ I Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition Immokalee Fine Sand (B/D), Urban Land Hangars and Roadway lase only one CN source per line CN (weighted) = total product/total area = By: HS Date: 11/18/2008 Checked: SG Date: 1/20/2009 Basin Admin. And Police Compound CN / Area N N � acre 0 F on isi au Gs, Els 0 mi2 80 2.09 167.20 98 1.27 124.46 Totals = 3.36 291.6o 291.66 = 86.80 Use CN I 87 3.36 1 WORKSHEET 2: Runoff curve number and runoff Project: Updated Stormwater Master Plan By: HS Date: 11/18/2008 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: C Present Deveiopea Taxiway F 1. Runoff curve number (CN) CN f Soil name and Cover description N Area hydrologic group (cover type, treatment, and N M N N acre (appendix A) hydrologic condition, percent Z °o °p El impervious area ratio) Gi kr ❑ mil Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.80 64.00 Immokalee Fine Sand (B/D), Urban Land Hangars and Roadway 98 1.45 142.10 bse only one CN source per line. Totals = 2.25 206.10 CN (weighted) = total product/total area = 206.10 = . 91.60 Use CN 92 2.25 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Wreseri (Developed IDepressional Area I Circle One: IT. ITt through subarea NOTES: Space for as many as two segments per flow Type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.)............... ............................ 2. Manning's roughness coeff., n (table3-1.)............................. 3. Flow length, L (total L — 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. T,= 0.007 nL °'s Compute T... hr Pz 0.5 s°.a Shallow concentrated flow Segment ID 7, Surface Description (paved or unpaved)..... ........ .. ... ...... ... 8. Flow length, L................................................................. fl 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt _.....hr 3600 V ELEVATIONS High Point el, = 24.170 ft from contour lines 300 feet point el. = 18.450 ft from contour lines Low Point el, = from contour lines X Short Grass 0.15 193 5.3 I 0.0296 Assume I 0.18 + Channel flow Segment ID 12. Cross sectional flow area; a ......................................... fi 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n... ............ ............. ................. 17. V = 1.49 r sn s 112 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft I 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or T, (add T, in steps 6, 11, and 19) ....................................... hr Use: 11 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: lPrescni ]thcdoped I Depressional Area 2 Circle One: 11, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to Tc only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L — 300 ft.). . .................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. Tr=0.007 nL°8 Compute T ... hr Pz 0.5 s°.a Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s l l . T, = L Compute T, ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ft' 13. Wetted perimeter, P. ................................................ ft/ft 14. Hydraulic radius, r = a/Pw ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. zrs 1iz . Compute V......... 17.V=1.49r s /n ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19) .................. ELEVATIONS High Point el. = 22.460 ft from contour lines 300 feet point el. = 19.740 ft from contour lines Low Point el. = from contour lines X Short Grass 0.15 310 5.3 0.0088 Assume I 0.44 + = 0.44 + TO + ..................... hr Use : 26 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: Location: Indian River Counn Checked: SG Date: Circle One: 1Present IDeveloped IDepressional Area 3 Circle One: 11; IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n (table3-1.)............................. 3. Flow length, L (total L — 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.............................:...................................ft/ft 6. T,= 0.007 (nL)08 Compute T... hr Posy a z Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L ..... --........................................................ ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, = L Compute T t ......hr 3600 V 1/9/2009 1/20/2009 ELEVATIONS High Point el. = 20.700 ft from contour lines 300 feet point el. = 20.200 ft from contour lines Low Point el. = 19.800 ft from contour lines X Short Grass 0.15 300 5.3 0.0017 Assume 0.83 + X unpaved 848 0.0005 0.35 1 0.672 i1+ Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ft2 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 211 s in /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or T, (add T, in steps 6, 11, and 19) ....................................... hr Use • 90 minutes 0.67 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: Location: Indian River County Checked: Circle One: Wrescnt IDe%eloped IDitch 2-1 Circle One: 1 i; JTt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksbeet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.)........................................... 2. Manning's roughness coeff, n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.). ..................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. Tt=0.007 (nLl°S Compute T ... hr Pzo.5sA Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow Length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt ......hr 3600 V HS Date: 1/9/2009 SG Date: 1/20/2009 ELEVATIONS High Point el. = 22.570 ft from contour lines 300 feet point el. = 17.790 It from contour lines Low Point el. = 18.490 ft from contour lines X Short Grass 0.15 152 5.3 0.0314 Assume I _ 0.15 + I I I I I Channel flow Segment ID X 12. Cross sectional flow area, a ......................................... ft2 62.00 13. Wetted perimeter, P. ................................................ ft/ft 45.00 14. Hydraulic radius, r = a/Pw ................... Compute r ......... ft 1.378 15. Channel slope, s......................................................... ft/ft I 0.002 16. Manning's roughness coeff., n............................................. I 0.15 17. V = 1.49 r zn s ra /n ...... Compute V......... ft/s 0.55 18. Flow length, L............................................................... It 398 19. Tt = L / 3600 V................................. Compute T ........ hr 0.201 + = 0.20 20. Watershed or subarea T, or Tt (add Ttinsteps 6, 11, and 19) ....................................... hr 0.35 Use: 21 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: Location: Indian River County Checked: Circle One: JPresent IDeveloped I Ditch 2-2 Circle One: IT, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness cocff., n(table3-1.)............................. 3. Flow length, L (total L <— 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. T,= 0.007 (nL108 Compute T... hr Pz 0.s s0.4 HS Date: 1/912009 SG Date: 1/20/2009 ELEVATIONS High Point A = from contour lines 300 feet point el. = from contour tines Low Point el. = from contour lines I Assume I + I= 0.00 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L ..........................._.................................... ft 9. Watercourse slope, s.................._............................. ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s l l . T, = L Compute T, ......hr ` + 3600 V Channel flow Segment ID X 12. Cross sectional flow area, a ......................................... ftz 22.00 13. Wetted perimeter, Pw................................................ ft/ft 34.68 14. Hydraulic radius, r = a/Pw ................... Compute r ......... ft 0.634 15. Channel slope, s......................................................... tuft 0.002 16. Manning's roughness coeff., n............................................. 0.15 IT V =1.49 r' s "/n ...... Compute V......... ft/s 0.33 18. Flow length, L............................................................... ft 263 19. T, = L / 3600 V................................. Compute T ........ hr 0.223 + 7= 0.22 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19) ....................................... hr 0.22 Use • 13 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: Location: Indian River County Checked: Circle One: Iorcxni IDc.elopcd IDitch 2-3 Circle One: IT. IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n (table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. T,= 0.007 (nLl°'s Compute T... hr Pz o.s s°.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, = L Compute T, ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, PW................................................. ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff, n............................................. 17. V = 1.49 r v3 s is /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or T, (add T, in steps 6, 11, and 19) .................. HS Date: 1/9/2009 SG Date: 1/20/2009 ELEVATIONS High Point el. = from contour lines 300 feet point el. = from contour lines Low Point el. = from contour lines I I � I Assume I + I x 22.00 I 34.68 0.634 0.002 0.15 0.33 709 0.600 .................. hT + I= 0.00 + 0.60 0.60 Use: 36 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: I Present Ii)evelol.d Ditch 2-4 Circle One: I IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................Wit 6. T,= 0.007 nL °'s Compute T... hr Pzoss.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ tuft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tr ......hr 3600 V ELEVATIONS High Point el. = from contour lines 300 feet point el. = from contour lines Low Point el. = from contour lines Assume I + Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ft2 13. Wetted perimeter, P. ................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft IS. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V =1.49 r "' s uz /n ...... Compute V......... ft1s 18. Flow length, L............................................................... ft 19. Tt = L 13600 V................................. Compute T ........ hr 20. Watershed or subarea T, or T, (add Tt in steps 6, 11, and 19) ................................. + X 22.00 34.68 0.634 0.002 0.15 0.33 I 951 0.805 + 0.81 hr 10.81 Use: 48 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Undated Stormwater Master Plan By: Location: Indian River County Checked: Circle One: I Present (Developed IDitch 3 Circle One: 11, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <- 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. T,=0.007 nL°a Compute T... hr Pz 0.5 s0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s l l . Tt - L Compute Tt ......hr 3600 V HS Date: 119/2009 SG Date: 1120/2009 ELEVATIONS High Point el. - 26.530 ft from contour lines 300 feet point el. - 18.400 ft from contour lines Low Point el. = from contour lines X Short Grass I I 0.15 I 207 5.3 I 0.0393 Assume 0.17 + Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftZ 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V =1.49 r 211 s 12 /n ...... Compute V......... f1/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19) ....................... + = 0.00 X 8.00 24.24 0.330 I 0.002 I 0.15 0.21 1446 1.893 + = 1.89 ...... hr 1 2.07 Use : 124 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Ifrcww lDe%eloped Runwa, Basin Circle One: J i „ IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = from contour lines 300 feet point el. = from contour lines Low Point el. = from contour lines Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)....................... .I ... I ......... ft 4. Two-yr 24-hr rainfall, P2................................................... m 5. Land slope, s.................................................................ft/$ 6. T,=0.007 (nLl°'$ Compute T ... hr Assume I I+ = 0.00 Pz 0.5 s°.a Shallow concentrated flow Segment ID 7, Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s................... —.................................. ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s l l . Tt = L Compute T, ......hr �— �+ -- -- 0 00 3600 V Channel flow Segment ID X 12. Cross sectional flow area, a ......................................... ftz 11.50 13. Wetted perimeter, Pw................................................ ft/ft 40.12 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft I 0.287 15. Channel slope, s......................................................... ft/ft 0.002 16. Manning's roughness coeff., n ..................... 17. V —1.49 r Z" s " /n ...... Compute V......... ft/s 0.19 18. Flow length, L............................................................... ft 2667 L 19. T,= L / 3600 V................................. Compute T ........ hr 3.836 + Watershed or subarea T. or T, (add T,in steps 6, 11, and 19) ....................................... hr P384420. Use : 230 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River Count% Checked: SG Date: 1/20/2009 Circle One: INe,-eni [Developed (Pondl Circle One: 1 1 , IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. T,= 0.007 (nL1°'s Compute T... hr Pz 0.5 s0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute T, ......hr 3600 V ELEVATIONS High Point el. = 25.300 ft from contour lines 300 feet point el. = 12.390 ft from contour lines Low Point el. = from contour lines X Short Grass 0.15 290 5.3 0.0445 Assume I 0.22 + I I + -I= 0.00 Channel flow Segment ID I 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, Pw........ ................. ......... I............. ftfft r 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 15. Channel slope, s......................................................... Wit 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 21 s to /n ...... Compute V,.,...... ft/s 18. Flow length, L............................................................... ft I 19. T, = L / 3600 V................................. Compute T ........ hr F- + 20. Watershed or subarea T, or T, (add T, in steps 6, 11, and 19)....................................... hr Use: 13 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: [Present IDeveloped Pond 2 Circle One: IT. IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = 24.000 ft from contour lines 300 feet point el. = 17.580 ft from contour lines Low Point el. = 15.250 ft from contour lines Sheet flow (Applicable to T. only) Segment ID I X 1. Surface Description (table 3-1.).......................................... Short Grass 2. Manning's roughness coeff., n(table3-1.)............................. 0.15 3. Flow length, L (total L <= 300 ft.)...................................... ft 300 4. Two-yr 24-hr rainfall, Px................................................... in 5.3 5. Land slope, s.................................................................ft/ft 0.0214 6. T,= 0.007 (nLl°'s Compute T... hr Assume 0.30 + Px 0.5 s A Shallow concentrated flow Segment ID X 7. Surface Description (paved or unpaved) ............................... I unpaved 8. Flow length, L................................................................. ft 48 9. Watercourse slope, s........................................................ ft/ft I 0.0485 10. Average velocity, V (figure 3-I) ............ _........................ ft/s I 3.55 [ 11. Tt = L Compute Tt ...... hr I 0.004 + I=r 0.00 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftx 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft I 16. Manning's roughness coeff., n............................................. 17, V = 1.49 r x.. s to /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft I 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, and 19) ....................................... hr Use: 18 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: IPresent [Developed IPond 3 Circle One: ITS IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff, n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. T,= 0.007 nL °'s Compute T... hr Po.ss.4 2 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, = L Compute T, ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ft2 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/Pw ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16, Manning's roughness coeff., n............................................. 17. V =1.49 r" s to /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or T, (add T, in steps 6, 11, and 19) .................. ELEVATIONS High Point el. = 20.360 ft from contour lines 300 feet point el. = 19.800 ft from contour lines Low Point el. = 15.150 ft from contour lines X Shod Grass [ 0.15 300 I 5.3 I 0.0019 I Assume _ 0.79 + X unpeaved I 4$1 I 0.0097 I 1.59 0.084 + [ 1 + .................. hr Use: 52 minutes 0.08 I [ �= 0.00 0.87 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: Location: Indian River County Checked: Circle One: II'leseni IDe�elooed IPond 4 Circle One: I I _ IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T� only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. Ti= 0.007 nL °' Compute T... hr Pz 0.s s0A Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, = L Compute T, ......hr 3600 V HS Date: 1/9/2009 SG Date: 1/20/2009 ELEVATIONS High Point el. = 28.980 ft from contour lines 300 feet point el. = 18.500 ft from contour lines Low Point el. = 15.540 ft from contour tines X Short Grass I 0.15 I 300 5.3 I 0.0349 I Assume I _ 0.24 + X I unpaved I 106 0.0279 2.70 _ 0.011 + Channel flow Segment ID I 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V =1.49 r zn s "' /n ...... Compute V......... Ills 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or Ti (add Ti in steps 6, 11, and 19) ....................................... hr Use : 15 minutes �= 0.00 0.26 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: lPresent [DeveloNd JAdministration Building and Police Compound Circle One: IT. IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 22.460 ft from contour lines 300 feet point el. = 20.290 ft from contour lines Low Point el. = from contour lines Sheet flow (Applicable to T. only) Segment ID X 1. Surface Description (table 3-1.).......................................... Concrete 2. Manning's roughness coeff., n(table3-1.) ............................. 0.01 3. Flow length, L (total L — 300 ft.)...................................... ft 203 4. Two-yr 24-hr rainfall, P2................................................... in 5.3 5. Land slope, s.................................................................ft/ft 0.0107 6. T,= 0.007 (nLl°'s Compute T... hr Assume 0.04 + P z°.5 S.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s _ 11. T, = L Compute Tt ......hr + 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... tr 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 21 s 12 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt — L / 3600 V................................. Compute T ........ hr �— + 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19)....................................... hr Use: 10 minutes 0.04 0.00 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: Location: Indian River County Checked: Circle One: 11'rewnt JIk%cloped ITaxiwa,. F Circle One: IT, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to To only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coef£, n(table3- 1.)............................. 3. Flow length, L (total L <= 300 ft.). . .................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.......................................................... ....... ft/ft 6. Tt= 0.007 (nL)° s Compute T... hr Pz 0.5SA Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, — L Compute T t ......hr 3600 V HS Date: 1/8/2009 SG Date: 1/20/2009 ELEVATIONS High Point el. = 20.850 ft from contour lines 300 feet point el. = 17.480 ft from contour lines Low Point el. = from contour lines X Concrete l 0.01 300 5.3 0.0112 _ Assume 0.05 Charnel flow Segment ID I 12. Cross sectional flow area, a ......................................... z ft 13. Wetted perimeter, PN................................................. ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 1 16. Manning's roughness coed., n ........_................................... 1 17. V = 1.49 r zrs s 12 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L 13600 V................................. Compute T ........ br 20. Watershed or subarea T. or T, (add Tt in steps 6, 11, and 19) ....................................... hr Use : 10 minutes Project: Sebastian Airport By: Location: Indian River County Checked: Circle One: "!resent eveloped Pond 1 - STAGE -STORAGE HS Date: 1/20/2009 SG Date: 1/20/2009 Pond 1 Proposed pond storage volumes with no percolation allowed. Stage ft Area Incremental Stora a Cumulative Stc a PPV Stora e fV 1 ac ac-ft ac-ft ac-ft 1.0 5370 0.12 0.00 2.0 2QW 0.47 F- _ 0.30 _M 3343 0.77 0.92 4,0 4016 0.92 1.76 5.0 44061 1.01 019 47g28 1.10 3.79 7.0 51897 1.19 4.0 8.0 55992^ 1.2 ___ 4.17 _ ' P'.9 00259 1.� .51 16.0 64954 1.4 8.94 1J.9 7Q�7; 1.62 J 10.50 12.0 81733 1.88 _ 1�.25 Control 1;,4 879QQ' �.00 0.00 0.00 13.00 13.0 01283 2.10 1.25 1.25 Top of Bank 14.0 120093 2.76 2.43 3.6 NWL (ft) = 12.4 ft (Observed on 11/25/08) Project: Sebastian Airport Location: Indian River County Circle One: resent eveloped By: HS Date: 1/8/2009 Checked: Ali Date: 1/20/2009 Pond 4 Pond 4 - STAGE -STORAGE Proposed pond storage volumes with no percolation allowed. Stage Area Incremental Cumulative PPV Storage Stora a Storage ft ac ac-ft ac-ft ac-ft 2.0 1 A 0.00 0.00 3.0 1 11515 9,2¢ 0.13 4.0 39881 0.71 I 0-Q 5.0 40535 0.93 1.44 _ 0 45902 1.05 2.43_ .0 50318 1.16 _ 3.54 $.O 54854 1.26 4.74 9.0 59509 1.37 _ 6.06 10.0 (4283 = 1.48 _ 7.48 _ 11.0 _ 69177� 1.59 9.01 12.0 74191 1.70 10.65 13.0 79324 1.82 _ 12.42 14.0 1 84574 1.94 I _ _ 14.30 15.0 I 899,56 2.06 16J0 Control 15.5 1 9318 2.14 0.00 0.00 I7.4_4 Lower Berm 16,0 9720 2.23 I 1.01 1 Al _ ,. High Berm 17.0 110367 2.53 2.38 3,39 18.0 15�763 3.51 3.02 _ 6.41 18.5 202034 _ _ 4.,64 _ _ I L.04 8.45 GWL (ft) = 15.5 ft (Observed on 12-5-08) Project: Updated Stormwater Master Plan By: Location: Indian River County Checked: Circle One: Present QEeloped HS Date: 1/8/2009 SG Date: 1/20/2009 Pond 2 + Pond 3 Pond 2 and 3 - STAGE -STORAGE Proposed pond volumes with no percolation allowed. Stage Area Incremental Cumulative I PPV Storage Storage I Storage fl ft ac I ac-ft ac-ft ac-ft 4.0 8241 0.02 �.0 136821 0.31 6.0 -3$ 5-f 7.0 64097 1.47 1 _ 8.0 84120 1.93 9.0 101 j6T 2.33 _ 10.0 119544 2.74 11.0 141399 1Z1,9 1OWN 3.69 13.0 182619 4.19 14.0 _ 205703 _ 4.72 15.0 230144 5.28 Control 15.4 23 213 5.35 0.00 Lower Berm 16.0 250794: 5.76 4.44 High Berm 17.0 2$2 431 6.49 I 6.1� 17.5 492_ 091 9.23 1 3.93 18.0 2289571 5.26•b'� NWL (ft) = 15.2 ft _ Water Quality Volume Required = 9.54 ac- ft @ _ 0.00 0.17 0.77 _ 1.95 5.78 8.32 11.31 1T.78 i 1�.72 2-3,10 28.19 0.00 29.24 4.44 10.57 14.50 18.12 1 16.8 ft_j PERMANENT POOL VOLUME: Drainage Area= 76.32 ac PPV = DA*C*R*RT Weighted Runoff C = 0.44 WS Wet Season Rainfall R = 31 in Residence Time RT = 21 days Is PPV Provided? Length of Wet Season WS = 153 days PPV provided = PPV = 11.99 ac-ft 50% additional PPV = 5.99 ac-ft PPV required= 17.98 ac-ft MEAN DEPTH: 5.3 ft ok 29.2 ac-ft ok Project: Updated Stormwater Master Plan By: H.S. Date: 1/15/2009 Location: Indian River County Checked: S.G. Date: 1/2o/2oo9 Pond 2 and 3 Water Quality Volume (SJRWMD) Total Area = 76.32 ac Total Impervious Area = 24.73 ac 1" of runoff x Total Area = 277042 cf 2.5" x impervious Area = 224453 cf Required Water Quality Volume (Subtotal) = 277042 cf 150% Additional Treatment (OFW and Class II Receiving Waters) 138521 cf Required Water Quality Volume (Total) = 415562 cf Water Quality Elevation = 16.8 ft PROVIDED WATER QUALITY VOLUME = 415562 cf Project: Updated Stormwater Master Plan Designed by: HS Date: 1/14/2009 County: Indian River County Checked by: SG Date: 1/20/2009 1 Subject : Willce Weeddawn Pond : 2 & 3 Station Input: WW V DB;a. Top Elevation Not Used Invert Elevation of Weir #1 Width of Weir #1 Area of Weir #1 Orifice 0*4 Invert Elevation Orifice Diameter Number of Openings Area of Orifice TIME V61MY10 ' water Stored Elevation hrs) (cf) (navct). 16.832 ngvd Top Elevation 0 16.83 ngvd 16.832 ngvd Invert Elevation 15.20 ngvd 0.0 inches Angle of Weir#2 0 Degrees 0.0 sq. inches Area of Weir #2 0.0 sq. inches 15.20 ngvd 4 Inches 1 Each 12.6 sq. inches weir rce Flow Flow (f$) (cis) Volufne Between Weir Top and Invert. of Control Device - ( Tr aielit Va)lte Orifice Control 87,155 Cubic Feet (1.99ac-ft) Total Vtfluiild Percent of Discharged Required (cf.). Volume 0.00 87,165 16.83 0.000 0.536 0 0.0% 0.05 87,165 16.83 0.000 0.536 97 0.1 % 0.10 87,069 16.83 0.000 0.536 193 0.2% 0.25 86,972 16.83 0.000 0.536 483 0.6% 0.50 86,683 16.82 0.000 0.535 964 1.1 % 0.75 86,201 16.81 0.000 0.533 1,445 1.7% 1.0 85,720 16.81 0.000 0.532 1,925 2.2% 2 85,241 16.80 0.000 0.530 3,837 4.4% 4 83,329 16.76 0.000 0.524 7,635 8.8% 6 79,531 16.69 0.000 0.512 11,367 13.0% 8 75,798 16.62 0.000 0.500 15,012 17.2% 10 72,153 16.55 0.000 0.488 18,569 21.3% 12 68,596 16.48 0.000 0.476 22,039 25.3% 14 65,127 16.42 0.000 0.464 25,420 29.2% 16 61,745 16.36 0.000 0.451 28,714 32.9% 18 58,452 16.29 0.000 0.439 31,919 36.6% 20 55,246 16.23 0.000 0.427 35,037 40.2% 22 52,129 16.18 0.000 0.415 38,066 43.7% 24 49,099 16.12 0.000 0.402 41,007 47.0% 26 46,158 16.06 0.000 0.390 43,860 50.3% 28 43,306 16.01 0.000 0.378 46,624 53.5% 30 40,541 15.96 0.000 0.365 49,300 56.6% 35 37,866 15.91 0.000 0.353 55,768 64.0% 40 31,397 15.79 0.000 0.321 61,840 70.9% 48 25,325 15.67 0.000 0.289 70,625 81.0% 50 16,540 15.51 0.000 0.233 72,502 83.2% 55 14,663 15.47 0.000 0.219 76,570 87.8% 60 10,595 15.40 0.000 0.186 80,216 92.0% 65 6,949 15.33 0.000 0.150 83,240 95.5% 70 3,925 15.27 0.000 0.112 85,598 98.2% 75 1,567 15.23 0.000 0.069 87,224 100.1% S ge/S�atB.t a Inf S e 0 87165 16.832 Not greater than 50% Not less than 50% Notes: It you makk any weir less than 2 wide, You must provide battles, screens, or other device to control clogging. I his spreadsheet Is Intended to assist In the design of control structures for wet detention systems. I he weir widths and depth should be adjusted soihat 50% of the treatment volume is discharged within hours 24 and 3l Existing Conditions Ad[CPR Input / Output + Input Data + Node Minimum /Maximum + Link Minimum /Maximum + Basin Summary Report Pre -Development Nodal Diaqram 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:Depression 2 P:Dep2-24" Pipe-X A:XSA U: Depression 1 U:Depressicn 2 ,I, A:Taxiway F W:Ex. Weir I A: Depression 3 P:Ex. 15" RCP C: XSA-XSB U:Taxiway F U:Depresaion 3 \r A:Admin and Polic W:Ex. Earthen 1 \ A:%SB U:Admin and Pollc M Maint. A / A: XSC P:XSC-24"CMP-P3 4- C: XEB-XSC I. \ U: Maint. B A: Pcnd 3 U-Pond 3 A: Pond 2 P:Pcnd 3 Outfall U: Pond 2 We Ex. Earthen W2 A: XS2 U: Ditch 2-2 A:XS1 C: %Sl-X52 A:XS3 C:%32-%33 U:Ditch 2-1 V:Ditoh 2-3 C: M-XS4 A: Pond 4 U: Pond 4 P: Pond 4 Outfall A: XS4 U: Ditch 2-4 P:Outfall 11 T:Outfall 1 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Pre -Development Input Report ------------------------------------------------------------------------------------------ ___= Basins ========================------------------------------------------ --- - ------- Name: Maint. B Node: XSC Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 34.00 Area(ac): 6.130 Time Shift(hrs): 0.00 Curve Number: 80.00 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.360 Curve Number: 87.00 DCIA(%): 0.00 Peaking Factor: 256.0 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 2 Status• Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.280 Curve Number: 62.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 11.00 Time Shift(hrs): 0.00 Max Allowable Q(cfe): 999999.000 ___________________________________________________--_______ ---_____________- Name• Depression 2 Node: Depression 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.290 Curve Number: 63.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 26.00 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: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 90.00 Area(ac): 8.240 Time Shift(hrs): 0.00 Curve Number: 85.00 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: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 21.00 Area(ac): 0.870 Time Shift(hrs): 0.00 Curve Number: 64.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ----------------------------------------------- Name: Ditch 2-2 ------- Node: XS2 --- - ---------------- Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 13.00 Area(ac): 0.980 Time Shift(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, hic. Page 1 of 12 Pre -Development Input Report Curve Number: 62.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 _________________________________________________________________________________________ Name: Ditch 2-3 Node: XS3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.080 Curve Number: 61.00 DCIA(W): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 36.00 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 7.480 Curve Number: 66.00 DCIA(U : 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 48.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 -------------- -------------------- ------------------------ -------------------- - --------- - ------ Name: Maint. A Node: XSB Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.560 Curve Number: 81.00 DCIA($): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 35.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 -------- - - --------------------------------------------------------------------- --- - ------- - --- Name: Pond 2 Node: Pond 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 7.080 Curve Number: 72.00 ❑CIA($): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 18.00 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 18.480 Curve Number: 69.00 DCIA($): 0.00 Peaking Factor: 256.0 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 18.350 Curve Number: 67.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 15.00 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: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Interconnected Channel and Pond Routing Model QCPR) ©2002 Streamline Technologies, Inc. Page 2 of 12 Pre -Development Input Report 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 Group: BASE Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 19.000 0.2200 20.000 0.2800 21.000 0.3500 Base Flow(cfs): 0.000 Init Stage(ft): 19.000 Warn Stage(ft): 21.000 ------------------------------------------------------------------------------------------ Name: Depression 2 Base Flow(cfs): 0.000 Init Stage(ft): 17.000 Group: BASE Warn Stage(ft): 20.000 Type: Stage/Area Stage(ft) Area(ac) 17.000 0.0100 18.000 0.1300 19.000 1.0200 20.000 1.0200 ------------------------------------------------------------------------------------------ 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): 13.670 Group: BASE Warn Stage(ft): 13.670 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 13.670 24.00 14.100 100.00 13.670 ----------------------------------------------------------- Name: Pond 2 Base Flow(cfs): 0.000 Init Stage(ft): 15.200 Group: BASE Warn Stage(ft): 17.500 Type: Stage/Area Stage(ft) Area(ac) 15.200 1.7800 16.000 1.9600 17.000 2.2900 17.500 4.6100 ----------------------------------------------------------- Name: Pond 3 Base Flow(cfs): 0.000 Init Stage(ft): 15.200 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) 15.200 3.5800 16.000 3.8000 17.000 4.2000 17.500 4.6200 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 12 Pre -Development Input Report 18.000 5.2600 ------------------4---------------------------------------------------------- Name: Pond Base Flow(cfs): 0.000 Init Stage(ft): 15.500 Group: BASE Warn Stage(ft): 18.500 Type: Stage/Area Stage(ft) Area(ac) 15.500 2.1400 16.000 2.2300 17.000 2.5300 18.000 3.5100 18.500 4.6400 ---------- ----------------------------------------------------------- Name: Taxiway F Base Flow(cfs): 0.000 Init Stage(ft): 17.500 Group: BASE Warn Stage(ft): 18.500 Type: Stage/Area 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): 17.000 Type: Stage/Area Stage(ft) Area(ac) ---------------------------- 16.530 0.0000 17.000 0.0000 18.000 0.0010 ---------------------------------------- Name: XS2 Base Flow(cfs): 0.000 Init Stage(ft): 15.000 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) 15.000 0.0000 16.000 0.0001 17.000 0.0010 18.000 0.0020 ------------------------------------------------------------------------------------------ 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) --------------- --------------- 14.900 0.0000 16.000 0.0004 17.000 0.0010 ----------------------------------------------------------------- -------------- Name: XS4 Base Flow(cfs): 0.000 Init Stage(ft): 14.870 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) 14.870 0.0000 16.000 0.0001 17.000 0.0004 18.000 0.0010 19.000 0.0020 -------------------------------------------------------------------------------- Name: XSA Base Flow(cfs): 0.000 Init Stage(ft): 17.520 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 12 Pre -Development Input Report Stage(ft) Area(ac) ------------------------------ 17.520 0.0000 18.000 0.0001 19.000 0.0003 -------------------------------------------------------------- Name: XSB Base Flow(cfs): 0.000 Init Stage(ft): 15.950 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) 15.950 0.0000 16.000 0.0001 17.000 0.0003 18.000 0.0005 ------------------------------------- - --------------------------------------------------- Name: XSC 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 0.0005 18.000 0.0020 18.400 0.0060 --------------- cross Sections_____________________________________________________`-_______________ Name: XS1 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning`s N 0.000 18.000 0.042000 27.000 17.000 0.042000 48.000 16.530 0.042000 68.000 17.000 0.042000 84.000 18.000 0.042000 109.000 19.000 0.042000 124.000 20.000 0.042000 141.000 20.500 0.042000 ----------------------- ---- -- --------------- -- - - -- Name: XS2 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 18.000 0.042000 9.000 17.000 0.042000 25.000 16.000 0.042000 28.000 15.000 0.000000 31.000 16.000 0.042000 38.000 17.000 0.042000 52.000 18.000 0.042000 73.000 19.000 0.000000 98.000 20.000 0.000000 113.000 20.500 0.000000 ------------------------------ Name: XS3 -------------------------- Group.BASE Encroachment: No Statior(ft) Elevation(ft). Manning.'s N 0.000 17.000 0.042000 2.000 16.000 0.042000 4.000 15.000 0.042000 9.000 14.900 0.042000 16.000 15.000 0.042000 33.000 16.000 0.042000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 12 Pre -Development Input Report 52.000 17.000 0.042000 56.000 18.000 0.042000 62.000 19.000 0.042000 70.000 20.000 0.042000 202.000 21.000 0.042000 ------ ----------- Name: XS4 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 3.000 18.000 0.042000 6.000 17.000 0.042000 9.000 16.000 0.042000 12.000 15.000 0.042000 14.000 14.870 0.042000 16.000 15.000 0.042000 20.000 16.000 0.042000 24.000 17.000 0.042000 28.000 18.000 0.042000 32.000 19.000 0.042000 42.000 20.000 0.042000 52.000 21.000 0.042000 75.000 22.000 0.042000 86.000 23.000 0.042000 92.000 23.500 0.042000 Name: --- XS5 ------------------------------- Group:BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 4.000 18.000 0.042000 8.000 17.000 0.042000 11.000 16.000 0.042000 17.000 16.000 0.042000 22.000 17.000 0.042000 26.000 18.000 0.042000 33.000 19.000 0.042000 ------------------------------ Name: XS6 -------------- Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 2.000 18.000 0.042000 4.000 17.000 0.042000 6.000 16.000 0.042000 8.000 16.000 0.042000 11.000 17.000 0.042000 14.000 18.000 0.042000 18.000 19.000 0.042000 --------------------------------------------------- Name: XSA Group: Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 21.000 0.042000 65.000 20.000 0.042000 155.000 19.000 0.042000 197.000 18.000 0.042000 216.000 17.520 0.042000 220.000 18.000 0.042000 228.000 19.000 0.042000 260.000 19.400 0.042000 Name: -- XSB --------------------------------- Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------------------------------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 12 Pre -Development Input Report 0.000 23.000 0.042000 83.000 22.000 0.042000 107.000 21.000 0.042000 129.000 20.000 0.042000 136.000 19.000 0.042000 143.000 18.000 0.042000 149.000 17.000 0.042000 156.000 16.000 0.042000 163.000 15.950 0.042000 169.000 16.000 0.042000 173.000 17.000 0.042000 ----- --- -- ------------------------------------ Name: XSC Group:BASE Encroachment: No Station(ft) 0.000 212.000 247.000 265.000 266.000 267.000 287.000 296.000 331.000 Elevation(ft) 19.000 18.000 17.000 16.000 15.920 16.000 17.000 18.000 18.400 Manning's N 0.042000 0.042000 0.042000 0.042000 0.042000 0.042000 0.042000 0.042000 0.042000 -------=============----------------------------------------------------------- ___= Pipes ________________ ------ _______________________------- ------------------ ___________________________ 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: 0.011000 0.011000 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 Name: -------------------------------------------------------- Ex. 15" RCP From Node: Depression 3 Length(ft): --------- 300.00 Group: BASE To Node: XSB Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 17.500 17.210 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 ---------------------------------------------------------------------------------------------------- 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): 36.00 36.00 Entrance Loss Coef: 0.00 Rise(in): 36.00 36.00 Exit Loss Coef: 1.00 Invert(ft): 16.170 13.670 Bend Loss Coef: 0.00 Manning's N: 0.011000 0.011000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 12 Pre -Development Input Report 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 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 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): 15.410 15.470 Bend Loss Coef: 0.00 Manning's N: 0.025000 0.025000 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 ------------------ 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 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: Horizontal Ellipse Concrete: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall ---------------------------------------------------------------------------------------------------- Name: XSC-2411CMP-P3 From Node: XSC 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: 0.025000 0.025000 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: 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 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 8 of 12 Pre -Development Input Report Invert(ft): 16.530 15.000 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Hot Clip(ft): 0.000 0.000 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): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ---------------------------------------------------------------------------------------------------- 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 14.900 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction. Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 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): ---------------------------------------------------------------------------------------------------- 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): 14.900 14.870 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 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): Bot Width(ft): Ltsdslp(h/v): RtSdSlp(h/v): ---------------------------------------------------------------------------------------------------- Name: XSA-XSB From Node: XSA Length(ft): 5415.00 Group: BASE To Node: XSB Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 17.520 15.950 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 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): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 9 of 12 Pre -Development Input Report --------------- Name: XSB-XSC From Node: XSB - Length(ft): --------- 1150.00 Group: BASE To Node: XSC Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 15.950 15.920 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 0.000 Main XSec: XSB XSC 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): ------------------------------------- ___= Weirs ------------------- ---------------- -----------------=-------------------------------------------------------- ------------------------------------------------------------------------------------------ Name: Ex. Earthen 1 From Node: Admin and Polic Group: BASE To Node: XSB Flow: Both Count: 1 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 ---------------------------------------------------------------------------------------------------- Name: Ex. Earthen W2 From Node: Pond 2 Group: BASE To Node: XS1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Trapezoidal Bottom Width(ft): 8.00 Left Side Slope(h/v): 8.00 Right Side Slope(h/v): 13.00 Invert(ft): 16.540 Control Elevation(ft): 16.540 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): 18.150 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 ------------------------------------------------------------------------------------------ ___= Hydrology Simulations ------------------------------------------------------------------------------------------ Name: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfall 1 Pr Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 10 of 12 Pre -Development Input Report Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 12.30 Time(hrs) Print Inc(min) --------------- --------------- 40.000 15.00 ---------------------------------------------------------------------------------------------------- Name: 10YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfal1 1 Pr Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 7.50 Time(hrs) Print Inc(min) ------------ -- - - 40.000 15.00 ----------------------- - --------------------------------------------------------------------------- Name: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e -drainage \AdICPR\Pre\Outfall 1 Pr Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.40 Time(hrs) Print Inc(min) 40.000 15.00 ---- ------------------------- -- --------------------------- --------- Name: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(Stcrmwater_Master_Plan_Update)\documents\2 a-drainage\AdICPR\Pre\Outfall 1 Pr Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) 40.000 15.00 Routing Simulations_________________________________________________________________ Name: 100YR-24-HR Hydrology Sim: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfal1 1 Pr Execute: Yes 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: Time(hrs) Print Inc(min) --------------- --------------- 40.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 40.00 Max Calc Time(sec): 60.0000 Boundary Flows: --- ------ ---------------------------------------------------------------- Name: 10YR-24-HR Hydrology Sim: 10YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfall 1 Pr 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): 40.00 Min Cale Time(sec): 0.5000 Max Cale Time(sec): 60.0000 Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 I of 12 Pre -Development Input Report Time(hrs) Print Inc(min) -------------------- 40.000 15.000 Group Run --------------- ----- SASE Yes --------- -------------------------- -------------- Name-: 25YR-24-HR Hydrology Sim: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Mast er_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfal1 1 Pr 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): 40.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --- ----- 40.000 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\AdICPR\Pre\Outfall 1 Pr 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): 40.00 Min Calc Time(sec): 0.5000 Max Cale Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- 40.000 ------ - 15.000 Group Run ------ BASE ----- Yes Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 12 of 12 Pre -Development Node Min/Max Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Outfall 1 BASE 100YR-24-HR 24.00 14.10 13.67 0.0003 170 23.99 14.39 0.00 0.00 Pond 2 BASE 100YR-24-HR 24.14 17.87 17.50 0.0026 275518 12.25 30.56 29.03 1.81 Pond 3 BASE 100YR-24-HR 23.95 18.33 18.00 0.0031 247765 12.50 53.17 17.00 12.65 Pond 4 BASE 100YR-24-HR 23.45 18.63 18.50 0.0048 214994 12.00 77.55 12.46 6.36 Outfall 1 BASE 25YR-24-HR 24.00 14.10 13.67 0.0003 163 24.43 10.16 0.00 0.00 Pond 2 BASE 25YR-24-HR 24.66 17.56 17.50 0.0019 213406 12.25 21.33 36.64 3.15 Pond 3 BASE 25YR-24-14R 24.37 17.83 18.00 0.0031 219751 12.50 35.50 19.43 9.57 Pond 4 BASE 25YR-24-HR 16.64 18.07 18.50 0.0038 159673 12.00 51.50 17.50 2.91 Outfall 1 BASE Mean Annual 24.00 14.10 13.67 0.0003 103 30.42 1.49 0.00 0.00 Pond 2 BASE Mean Annual 40.00 16.12 17.50 0.0010 87064 12.25 7.30 0.00 0.00 Pond 3 BASE Mean Annual 30.19 16.69 18.00 0.0031 177541 12.65 10.76 29.58 2.01 Pond 4 BASE Mean Annual 24.11 17.01 18.50 0.0026 110789 12.25 15.77 28.73 0.89 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page I of 1 Pre -Development Link Min/Max Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs Cfs cfs hrs ft hrs ft Dep2-24" Pipe-X BASE 100YR-24-HR 12.74 7.09 -0.300 12.74 18.79 23.56 18.63 Ex. 15" RCP BASE 100YR-24-HR 16.88 5.83 0.009 17.29 21.35 23.44 18.63 Ex. Earthen 1 BASE 100YR-24-HR 12.33 15.29 0.055 12.33 21.79 23.44 18.63 Ex. Earthen W2 BASE 100YR-24-HR 29.03 1.81 3.677 24.14 17.87 24.12 17.87 Ex. Weir BASE 100YR-24-HR 12.03 B.22 0.060 17.32 21.35 17.29 21.35 Outfall 1 BASE 100YR-24-HR 23.99 14.39 0.067 24.07 17.84 23.99 14.40 Pond 3 Outfall BASE 100YR-24-14R 17.00 12.65 0.791 23.95 18.33 24.11 17.87 Pond 4 Outfall BASE 100YR-24-HR 12.46 6.36 1.212 23.45 18.63 23.44 18.63 XS1-XS2 BASE 100YR-24-HR 29.02 8.48 -8.476 24.12 17.87 24.11 17.87 XS2-XS3 BASE 100YR-24-HR 25.77 13.39 -3.830 24.11 17.87 24.08 17.85 XS3-XS4 BASE 100YR-24-HR 15.50 13.68 12.431 24.08 17.85 24.07 17.84 XSA-XSB BASE 100YR-24-HR 30.18 1.41 -0.415 23.56 18.63 23.44 18.63 XSB-XSC BASE IOOYR-24-HR 15.02 11.31 -0.347 23.44 18.63 23.46 18.62 XSC-24"CMP-P3 BASE 100YR-24-HR 14.43 14.22 0.024 23.46 18.62 23.95 18.33 Dep2-2411 Pipe-X BASE 25YR-24-HR 12.73 5.09 -0.300 12.69 18.53 14.46 18.11 Ex. 15" RCP BASE 25YR-24-HR 16.97 4.65 0.011 16.97 20.49 16.61 18.08 Ex. Earthen 1 BASE 25YR-24-HR 12.35 11.03 0.047 12.35 21.44 18.74 18.07 Ex. Earthen W2 BASE 25YR-24-HR 36.64 3.15 2.858 24.66 17.56 24.60 17.56 Ex. Weir BASE 25YR-24-HR 12.06 7.02 0.037 16.99 20.49 16.97 20.49 Outfall 1 BASE 25YR-24-HR 24.43 10.16 -0.051 24.45 17.54 24.43 14.28 Pond 3 Outfall BASE 25YR-24-HR 19.43 9.57 0.649 24.37 17.83 24.57 17.56 Pond 4 Outfall BASE 25YR-24-HR 17.50 2.91 -0.213 18.64 18.07 18.74 18.07 XS1-XS2 BASE 25YR-24-HR 28.53 5.73 -5.334 24.60 17.56 24.57 17.56 XS2-XS3 BASE 25YR-24-HR 25.85 9.59 1.358 24.57 17.56 24.48 17.54 XS3-XS4 BASE 25YR-24-HR 16.36 10.02 9.689 24.48 17.54 24.45 17.54 XSA-XSB BASE 25YR-24-HR 14.00 1.41 0.006 14.46 18.11 18.74 18.07 XSB-XSC BASE 25YR-24-HR 17.00 9.27 0.178 18.74 18.07 18.84 18.05 XSC-24"CMP-P3 BASE 25YR-24-HR 16.66 10.54 0.011 18.84 18.05 24.37 17.83 Dep2-2411 Pipe-X BASE Mean Annual 12.62 1.60 -0.300 12.62 17.93 16.74 17.73 Ex. 15" RCP BASE Mean Annual 16.43 2.35 0.008 16.43 18.88 16.37 17.82 Ex. Earthen 1 BASE Mean Annual 12.57 3.22 0.019 12.57 20.63 24.12 17.01 Ex. Earthen W2 BASE Mean Annual 0.00 0.00 -0.003 40.00 16.12 30.46 16.61 Ex. Weir BASE Mean Annual 12.34 3.79 -0.095 16.46 18.89 16.43 18.88 Outfall 1 BASE Mean Annual 30.42 1.49 0.027 30.42 16.65 17.49 13.96 Pond 3 Outfall BASE Mean Annual 29.58 2.01 0.255 30.19 16.69 30.42 16.66 Pond 4 Outfall BASE Mean Annual 28.73 0.89 -0.074 24.11 17.01 24.12 17.01 XS1-XS2 BASE Mean Annual 12.26 0.20 -0.002 30.42 16.63 30.42 16.66 XS2-XS3 BASE Mean Annual 28.56 1.54 -0.283 30.42 16.66 30.42 16.65 XS3-XS4 BASE Mean Annual 29.16 4.56 4.575 30.42 16.65 30.42 16.65 XSA-XSB BASE Mean Annual 17.53 0.24 0.002 16.74 17.73 24.12 17.01 XSB-XSC BASE Mean Annual 25.32 2.55 0.055 24.12 17.01 24.02 16.99 XSC-24"CMP-P3 BASE Mean Annual 24.76 2.76 0.009 24.02 16.99 30.19 16.69 Interconnected Channel and Pond Routing Model QCPR) 02002 Streamline Technologies, Inc. Page 1 of 1 Pre -Development Basin Summary Report 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 (%): Admin and Polic BASE 100 YR-24HR Admin and Polic SCS Unit Hydrograph Uh256 256.0 1.33 1.33 Flmod 12.300 24.00 Onsite 10.00 0.00 3.360 1.000 87.000 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 23.72 Runoff Volume (in): 10.669 Runoff Volume (ft3): 130125 Basin Name: Group Name: Simulatior: 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 (%): Depression 1 BASE 100 YR-24HR Depression 2 SCS Unit Hydrograph Uh256 256.0 1.47 1.47 Flmod 12.300 24.00 Onsite 11.00 0.00 1.280 1.000 62.000 0.000 Time Max (hrs): 12.05 Flow Max (cfs): 6.20 Runoff Volume (in): 7.124 Runoff Volume (ft3): 33102 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 (%): Depression 2 BASE 100 YR-24HR Depression 2 SCS Unit Hydrograph Uh256 256.0 3.47 3.47 Flmod 12.300 24.00 Onsite 26.00 0.00 2.290 1.000 63.000 0.000 Time Max (hrs): 12.25 Flow Max (cfs): 7.51 Runoff Volume (in): 7.277 Runoff Volume (ft3): 60489 Basin Name: Depression 3 Group Name: BASE Simulation: 100 YR-24HR Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 8 Pre -Development Basin Summary Report Node Name: Depression 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 12.00 Comp Time Inc (min): 12.00 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 90.00 Time Shift (hrs): 0.00 Area (ac): 8.240 Vol of Unit Hyd (in): 1.000 Curve Number: 85.000 DCIA (%): 0.000 Time Max (hrs): 13.00 Flow Max (cfs): 17.44 Runoff Volume (in): 10.406 Runoff Volume (ft3): 311255 Basin Name: Pond 2 Group Name: BASE Simulation: 100 YR-24HR Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.40 Comp Time Inc (min): 2.40 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 18.00 Time Shift (hrs): 0.00 Area (ac): 7.080 Vol of Unit Hyd (in): 1.000 Curve Number: 72.000 DCIA (%): 0.000 Time Max (hrs): 12.12 Flow Max (cfs): 33.15 Runoff Volume (in): 8.612 Runoff Volume (ft3): 221325 Basin Name: Pond 3 Group Name: BASE Simulation: 100 YR-24HR Node Name: Pond 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 6.93 Comp Time Inc (min): 6.93 Rainfall File: Flmod Rainfall Amount (in): 12.300 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 (%): 0.000 Time Max (hrs): 12.48 Flow Max (cfs): 45.53 Runoff Volume (in): 8.167 Runoff Volume (ft3): 547850 Basin Name: Pond 4 Group Name: BASE Simulation: 100 YR-24HR Node Name: Pond 4 Basin Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 8 Pre -Development Basin Summary Report Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.00 Comp Time Inc (min): 2.00 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 15.00 Time Shift (hrs): 0.00 Area (ac): 18.350 Vol of Unit Hyd (in): 1.000 Curve Number: 67.000 DCIA (%): 0.000 Time Max (hrs): 12.10 Flow Max (cfs): 86.00 Runoff Volume (in): 7.881 Runoff Volume (ft3): 524934 Basin Name: Taxiway F Group Name: SASE Simulation: 100 YR-24HR Node Name: Taxiway F Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 12.300 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): 12.04 Flow Max (cfs): 16.33 Runoff Volume (in): 11.311 Runoff Volume (ft3): 92382 Basin Name: Admin and Polic Group Name: BASE Simulation: 25 YR-24HR Node Name: Admin and Polic Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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 (%): 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 17.67 Runoff Volume (in): 7.815 Runoff Volume (ft3): 95318 Basin Name: Depression 1 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.47 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 8 Pre -Development Basin Summary Report Comp Time Inc (min): 1.47 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs); 24.00 Status: Onsite Time of Conc (min): 11.00 Time Shift (hrs): 0.00 Area (so): 1.280 Vol of Unit Hyd (in): 1.000 Curve Number: 62.000 DCIA (t): 0.000 Time Max (hrs): 12.05 Flow Max (cfs): 4.03 Runoff Volume (in): 4.668 Runoff Volume (ft3): 21691 Basin Name: Depression 2 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 3.47 Comp Time Inc (min): 3.47 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 26.00 Time Shift (hrs): 0.00 Area (so); 2.290 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 12.25 Flow Max (cfs): 4.90 Runoff Volume (in): 4.796 Runoff Volume (ft3): 39864 Basin Name: Depression 3 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 12.00 Comp Time Inc (min): 12.00 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 90.00 Time Shift (hrs): 0.00 Area (ac): 8.240 Vol of Unit Hyd (in): 1.000 Curve Number: 85.000 DCIA (%): 0.000 Time Max (hrs): 13.00 Flow Max (cfs): 12.80 Runoff Volume (in): 7.568 Runoff Volume (ft3): 226363 Basin Name: Pond 2 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.40 Comp Time Inc (min): 2.40 Rainfall File: Flmod Rainfall Amount (in): 9.400 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 8 Pre -Development Basin Summary Report Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 18.00 Time Shift (hrs): 0.00 Area (ac): 7.080 Vol of Unit Hyd (in): 1.000 Curve Number: 72.000 DCIA (W): 0.000 Time Max (hrs): 12.12 Flow Max (cfs): 22.96 Runoff Volume (in): 5.940 Runoff Volume (ft3): 152663 Basin Name: Pond 3 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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): 18.480 Vol of Unit Hyd (in): i.000 Curve Number: 69.000 DCIA (U : 0.000 Time Max (hrs): 12.60 Flow Max (cfs): 30.89 Runoff Volume (in): 5.554 Runoff Volume (ft3): 372546 Basin Name: Pond 4 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 4 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.00 Comp Time Inc (min): 2.00 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 15.00 Time Shift (hrs): 0.00 Area (ac): 18.350 Vol of Unit Hyd (in): 1.000 Curve Number: 67.000 DCIA (%-): 0.000 Time Max (hrs): 12.10 Flow Max (cfs): 57.88 Runoff Volume (in): 5.306 Runoff Volume (ft3): 353452 Basin Name: Taxiway F Group Name: BASE Simulation: 25 YR-24HR Node Name: Taxiway F Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 8 Pre -Development Basin Summary Report 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): 12.04 Flow Max (cfs): 12.35 Runoff Volume (in): 8.429 Runoff Volume (ft3): 68840 Basin Name: Admin and Polic Group Name: BASE Simulation: Mean Annual Node Name: Admin and Polic Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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): 3.360 Vol of Unit Hyd (in): 1.000 Curve Number: 87.000 DCIA (%): 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 7.93 Runoff Volume (in): 3.378 Runoff Volume (ft3): 41203 Basin Name: Depression 1 Group Name: BASE Simulation: Mean Annual Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.47 Comp Time Inc (min): 1.47 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 11.00 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): 12.08 Flow Max (cfs): 1.02 Runoff Volume (in): 1.316 Runoff Volume (ft3): 6112 Basin Name: Depression 2 Group Name: BASE Simulation: Mean Annual Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 3.47 Comp Time Inc (min): 3.47 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 26.00 Time Shift (hrs): 0.00 Area (ac): 2.290 Vol of Unit Hyd (in): 1.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 6 of 8 Pre -Development Basin Summary Report Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 12.31 Flow Max (cfs): 1.26 Runoff Volume (in): 1.383 Runoff Volume (ft3): 11493 Basin Name: Depression 3 Group Name: BASE Simulation: Mean Annual Node Name: Depression 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 12.00 Comp Time Inc (min): 12.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 90.00 Time Shift (hrs): 0.00 Area (ac): 8.240 Vol of Unit Hyd (in): 1.000 Curve Number: 85.000 DCIA (%): 0.000 Time Max (hrs): 13.00 Flow Max (cfs): 5.43 Runoff Volume (in): 3.183 Runoff Volume (ft3): 95196 Basin Name: Pond 2 Group Name: BASE Simulation: Mean Annual Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 . Peaking Fator: 256.0 Spec Time Inc (min): 2.40 Comp Time Inc (min): 2.40 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 18.00 Time Shift (hrs): 0.00 Area (ac): 7.080 Vol of Unit Hyd (in): 1.000 Curve Number: 72.000 DCIA (%): 0.000 Time Max (hrs): 12.12 Flow Max (cfs): 7.62 Runoff Volume (in): 2.044 Runoff Volume (ft3): 52540 Basin Name: Pond 3 Group Name: BASE Simulation: Mean Annual Node Name: Pond 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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 (%): 0.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 8 Pre -Development Basin Summary Report Time Max (hrs): 12.60 Flow Max (cfs): 9.48 Runoff Volume (in): 1.810 Runoff Volume (ft3): 121416 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 4 BASE Mean Annual Pond 4 SCS Unit Hydrograph Uh256 256.0 2.00 2.00 Flmod 4.800 24.00 Onsite 15.00 0.00 18.350 1.000 67.000 0.000 Time Max (hrs): 12.10 Flow Max (cfs): 16.96 Runoff Volume (in): 1.665 Runoff Volume (ft3): 110877 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 (%): Taxiway F BASE Mean Annual Taxiway F SCS Unit Hydrograph Uh256 256.0 1.33 1.33 Flmod 4.800 24.00 Onsite 10.00 0.00 2.250 1.000 92.000 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 5.94 Runoff Volume (in): 3.893 Runoff Volume (ft3): 31794 Interconnected Channel and Pond Routing Model (ICPR) (02002 Streamline Technologies, Inc. Page 8 of 8 Pre -Development Nodal Diagram Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins 0 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:Airport Dr E U:Airport Dr E P:Ex. 611 Pipes A: Pond 1 U:Pond 1 U:Runway Basin P:Pond 1 Outfall IT T:Outfall 2 U:Ditch 3 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Pre -Development Nodal Dia�,ram Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins 0 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 II Breach E Percolation F Filter X Exfil Trench A:Airport Dr E U:Airport Dr E P:Ex. 6" Pipes A:Pond 1 U:Pond 1 U:Runway Basin P:Pond 1 Outfall T:Outfall 2 U:Ditch 3 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Pre -Development Input Report ----===================------------------------------------------------------ ___= Basins______________________________________________________________________________ Name: Airport Dr E Node: Airport Dr E Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 30.00 Area(ac): 10.080 Time Shift(hrs): 0.00 Curve Number: 87.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------------------------------- Name: Ditch 3 ----------- — ------------------- Node: Outfall 2 --------- Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 10.700 Curve Number: 63.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 124.00 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 6.440 Curve Number: 78.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 13.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 -- ----------------------------------------------------------------------------------- Name: Runway Basin Node: Pond 1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 33.320 Curve Number: 74.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 230.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Nodes_______________ ---------------------- ==========-------------------- ------------------- ____________ Name: Airport Dr E Group: BASE Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 17.000 0.0100 18.000 0.7200 19.000 3.0100 Base Flow(cfs): 0.000 Init Stage(ft): 17.000 Warn Stage(ft): 19.000 --------------------------- ---------- ------ Name: Outfall 2 Base Flow(cfs): 0.000 Init Stage(ft): 11.230 Group: BASE Warn Stage(ft): 11.230 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 11.230 12.00 13.230 100.00 11.230 ------------------------------------------------------------------------------------------ Name: Pond 1 Base Flow(cfs): 0.000 Init Stage(ft): 12.400 Group: BASE Warn Stage(ft): 14.000 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 4 Pre -Development Input Report Stage(ft) Area(ac) --------------- --------------- 12.400 2.0000 13.000 2.1000 14.000 2.7600 ----------------------------------------------=============------------------------------- ----------------------------- ___= Pipes =______ --- Name: Ex. 6" Pipes Group: BASE From Node: Airport Dr E 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): 17.040 16.940 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 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 1 Outfall ---------------------------------- From Node: Pond 1 Len th(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): 11.500 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 Hydrology Simulations=======================------------ ------------------ ____________________________ Name: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stornwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfall 2 Pr Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 12.30 Time(hrs) Print Inc(min) --------------- ---- -- 40.000 15.00 -------------------------------------- ------------------------------ Name: 10YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfall 2 Pr Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 7.50 Time(hrs) Print Inc(min) 40.000 15.00 ------------------------------------------------------------ Name: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfall 2 Pr Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 4 Pre -Development Input Report Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.40 Time(hrs) Print Inc(min) ------------------------------ 40.000 5.00 ------------------- ----------------------------------------------------------------- Name: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412 0 2 9 (S tormwater Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfal1 2 Pr Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) --------------- --------- — ---- 40.000 15.00 ------------------ ___= Routing Simulations_________________________________________________________________ Name: 100YR-24-HR Hydrology Sim: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfall 2 Pr Execute: Yes 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: Time(hrs) Print Inc(min) --------------- ---- -- — 40.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 40.00 Max Calc Time(sec): 60.0000 Boundary Flows: ----Y-------------------- -------------------------------- Name: IOYR-24-HR Hydrology Sim: IOYR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfall 2 Pr 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: Time(hrs) Print Inc(min) --- -- ------ 40.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 40.00 Max Calc Time(sec): 60.0000 Boundary Flows: ---------------- -------------------------------------------------- ---------- Name: 25YR-24-HR Hydrology Sim: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Pre\Outfall 2 Pr Execute: Yes 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: Time(hrs) Print Inc(min) Patch: No Delta Z Factor: 0.00500 End Time(hrs): 40.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, hic. Page 3 of 4 Pre -Development Input Report 40.000 15.000 Group Run --------------- ----- BASE Yes --------------- ------Y-------------------- -------------------------------- Name: Mean Annual Hydrology Sim: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2 a-drainage\AdICPR\Pre\Outfall 2 Pr 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): 40.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) -- --------------- 40.000 15.000 Group Run BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 4 Pre -Development Node Min/Max Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Airport Dr E BASE 100YR-24-HR 24.56 20.28 19.00 0.0047 259113 12.25 42.97 24.56 0.75 Outfall 2 BASE 100YR-24-HR 12.00 13.23 11.23 0.0028 50 14.00 26.00 0.00 0.00 Pond 1 BASE 100YR-24-HR 19.46 15.79 14.00 0.0050 171802 12.00 42.06 19.29 19.48 Airport Dr E BASE 25YR-24-HR 24.44 19.87 19.00 0.0050 217608 12.25 31.93 24.44 0.68 Outfall 2 BASE 25YR-24-14R 12.00 13.23 11.23 0.0028 60 15.67 19.64 0.00 0.00 Pond 1 BASE 25YR-24-HR 18.42 14.83 14.00 0.0050 144160 12.08 31.46 18.59 15.65 Airport Dr E BASE Mean Annual 23.97 19.00 19.00 0.0050 131272 12.25 14.15 23.97 0.53 Outfall 2 BASE Mean Annual 12.00 13.23 11.23 0.0028 71 16.32 8.93 0.00 0.00 Pond 1 BASE Mean Annual 16.33 13.51 14.00 0.0050 106290 12.00 10.48 16.92 7.63 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of I Pre -Development Link Min/Max Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft Ex. 6" Pipes BASE 100YR-24-HR 24.56 0.75 -0.003 24.56 20.28 23.61 17.25 Pond 1 Outfall BASE 100YR-24-HR 19.29 19.48 1.456 19.46 15.79 12.00 13.23 Ex. 6" Pipes BASE 25YR-24-HR 24.44 0.68 -0.003 24.44 19.87 23.89 17.24 Pond 1 Outfall BASE 25YR-24-HR 18.59 15.65 1.456 18.42 14.83 12.00 13.23 Ex. 6" Pipes BASE Mean Annual 23.97 0.53 -0.003 23.97 19.00 23.70 17.20 Pond 1 Outfall BASE Mean Annual 16.92 7.63 1.456 16.33 13.51 12.00 13.23 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 Pre -Development Basin Summary Report Basin Name: Airport Dr E Group Name: BASE Simulation: 100 YR-24HR Node Name: Airport Dr E Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 10.080 Vol of Unit Hyd (in): 1.000 Curve Number: 87.000 DCIA (%): 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 43.07 Runoff Volume (in): 10.669 Runoff Volume (ft3): 390374 Basin Name: Ditch 3 Group Name: BASE Simulation: 100 YR-24HR Node Name: Outfall 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 16.53 Comp Time Inc (min): 15.00 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 124.00 Time Shift (hrs): 0.00 Area (ac): 10.700 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 13.50 Flow Max (cfs): 12.54 Runoff Volume (in): 7.264 Runoff Volume (ft3): 282149 Basin Name: Pond 1 Group Name: BASE Simulation: 100 YR-24HR Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.73 Comp Time Inc (min): 1.73 Rainfall File: Flmod Rainfall Amount (in): 12.300 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 (%): 0.000 Time Max (hrs): 12.08 Flow Max (cfs): 37.69 Runoff Volume (in): 9.456 Runoff Volume (ft3): 221056 Basin Name: Runway Basin Group Name: BASE Simulation: 100 YR-24HR Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 4 Pre -Development Basin Summary Report Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 30.67 Comp Time Inc (min): 15.00 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 230.00 Time Shift (hrs): 0.00 Area (ac): 33.320 Vol of Unit Hyd (in): 1.000 Curve Number: 74.000 DCIA (%): 0.000 Time Max (hrs): 14.75 Flow Max (cfs): 30.21 Runoff Volume (in): 8.895 Runoff Volume (ft3): 1075862 Basin Name: Airport Dr E Group Name: BASE Simulation: 25 YR-24HR Node Name: Airport Dr E Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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): 10.080 Vol of Unit Hyd (in): 1.000 Curve Number: 87.000 DCIA (t): 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 31.98 Runoff Volume (in): 7.815 Runoff Volume (ft3): 285954 Basin Name: Ditch 3 Group Name: BASE Simulation: 25 YR-24HR Node Name: Outfall 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 16.53 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): 124.00 Time Shift (hrs): 0.00 Area (ac): 10.700 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 13.50 Flow Max (cfs): 8.13 Runoff Volume (in): 4.788 Runoff Volume (ft3): 185952 Basin Name: Pond 1 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 4 Pre -Development Basin Summary Report Unit Hydrograph: Uh256 Peaking Fator: 256.0 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 (hrs): 0.00 Area (ac): 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): 27.02 Runoff Volume (in): 6.694 Runoff Volume (ft3): 156478 Basin Name: Runway Basin Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 30.67 Comp Time Inc (min): 15.00 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Cone (min): 230.00 Time Shift (hrs): 0.00 Area (ac): 33.320 Vol of. Unit Hyd (in): 1.000 Curve Number: 74.000 DCIA (%): 0.000 Time Max (hrs); 14.75 Flow Max (cfs): 20.91 Runoff Volume (in): 6.191 Runoff Volume (ft3): 748781 Basin Name: Airport Dr E Group Name: BASE Simulation.; Mean Annual Node Name: Airport Dr E Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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): 10.080 Vol of Unit Hyd (in): 1.000 Curve Number: 87.000 DCIA W ; 0.000 Time Max (hrs); 12.27 Flow Max (cfs): 14.19 Runoff Volume (in): 3.37E Runoff Volume (ft3): 123609 Basin Name: Ditch 3 Group Name: BASE Simulation: Mean Annual Node Name: Outfall 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 16.53 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 4 Pre -Development Basin Summary Report 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): 124.00 Time Shift (hrs): 0.00 Area (ac):: 10.700 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%):. 0.000 Time Max (hrs): 13.50 Flow Max (cfs)t. 2.08 Runoff Volume (in): 1.380 Runoff Volume (ft3): 53619 Basin Name: Pond 1 Group Name: BASE Simulation: Mean Annual Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 25.6.0 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 (3): 0.000 Time Max (hrs): 12.08 Flow Max (cfs); 10.32 Runoff Volume (in); 2.541 Runoff Volume (ft3); 59402 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 (%.): Runway Basin BASE Mean Annual Pond 1 SCS Unit Hydrograph Uh256 256.0 30.67 15.00 Flmod 4.800 24.00 Onsite 230.00 0.00 33.320 1,000 74.000 0.000 Time Max (hrs): 15.00 Flow Max (cfs): 7.13 Runoff Volume (in): 2.204 Runoff Volume (ft3): 266621 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 4 Proposed Conditions A dICPR Input/ Output Input Data Node Minimum /Maximum Link Minimum /Maximum Basin Summary Report Post -Development Nodal Diagram Nodes A Stage/Area v Stage/volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN A: Taxiway F S SBUH CN Y SCS Unit GA Do Taxiway F 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 W: Ex. Weir A:Airport Dr East }` / P: Pro. pipe U:Airport Dr East A: Pond 2 U: Pond 2 W:Ex. Earthen Wei A: Depression 2 P:Dep2-24" Pipe-X A: XSA u: Dep..� n 1 U: Depress ion 2 I A: Depression 3 _ C: XSA-XSB P: Ex.. 1511 RCP U: Depression 3 A:Admin and Polio Earthen 1 A: XSB P: Pond 4 Outfall U:Admin and Polic U: Ma int. A C:XSB-XSC i A:XSC U: Maint. B A: Ditch 4 _ U:Ditch 4 P: Proposed 1B" P:XSC-24"CMP-P3 A:Pond 3 C:XS3-XS4 - P:Equilizer Pipe U: Pond 3 A: XS3 D: Pond 3 Outtall U:Ditch 2-3 A: XSl A: XS2 C: X31-X52 � C: X32-X33 U:Ditch 2-1 U:Ditch 2-2 A: Pond 4 U: Pond 4 A: XS4 U: Ditch 2-4 P: Out£all 1 T: Outfall 1 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Post -Development Input Report ---------------------------------------------------------------------- ---------- ___= Basins ------------------------------------------------------------------------------------------ Name: Maint. B Node: XSC Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 10.00 Area(ac): 5.760 Time Shift(hrs): 0.00 Curve Number: 94.00 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.360 Curve Number: 87.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 --------- ------- Name: Airport Dr East Node: Airport Dr East Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 10.430 Curve Number: 93.00 DCIA(%): 0.00 Peaking Factor: 256.0 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 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.280 Curve Number: 62.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 11.00 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.290 Curve Number: 63.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 26.00 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: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 90.00 Area(ac): 8.240 Time Shift(hrs): 0.00 Curve Number: 85.00 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: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 21.00 Area(ac): 0.870 Time Shift(hrs): 0.00 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 14 Post -Development Input Report Curve Number: 64.00 Max Allowable Q(cfs): 999999.000 DCIA(o): 0.00 ------------------------------------------------------------ ----- ---------- Name: Ditch 2-2 Node: XS2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.980 Curve Number: 62.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 13.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 --------------------------------------- ---------------------- Name: Ditch 2-3 Node: XS3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.080 Curve Number: 61.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 36.00 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 7.480 Curve Number: 66.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 48.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ----------------------------- Name: Ditch 4 Node: Ditch 4 Status• Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.860 Curve Number: 62.00 DCIA(): 0.00 Peaking Factor: 256.0 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• XSB Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.550 Curve Number: 93.00 DCIA($): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 _____________________________________________ -__ -_-_________________---_---- Name• Pond 2 Node: Pond 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 7.080 Curve Number: 72.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 18.00 Time Shift(hrs): O.00 Max Allowable Q(cfs): 999999.000 ----------------------------- Name: Pond 3 Node: Pond 3 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 52.00 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 14 Post -Development Input Report Area(ac): 18.480 Time Shift(hrs): 0.00 Curve Number: 69.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------------------ ------------------------------- ------------------------ Name: Pond 4 Node: Pond 4 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 18.350 Curve Number: 67.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 15.00 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.250 Curve Number: 92.00 DCIA(U : 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Nodes Name: Admin and Polic Group: BASE Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 19.000 0.2200 20.000 0.2800 21.000 0.3500 Base Flow(cfs): 0.000 Init Stage(ft): 19.000 Warn Stage(ft): 21.000 ------ ----- -------------------- ----- ----------------- Name: Airport Dr East Base Flow(cfs): 0.000 Init Stage(ft): 19.500 Group: BASE Warn Stage(ft): 20.500 Type: Stage/Area Stage(ft) Area(ac) 19.500 0.2100 20.500 0.4200 -------------------------- --- ------------------- ---- -- Name: Depression. 2 Base Flow(cfs): 0.000 Init Stage(ft): 17.000 Group: BASE Warn Stage(ft): 20.000 Type: Stage/Area Stage(ft) Area(ac) 17.000 0.0100 18.000 0.1300 19.000 1.0200 20.000 1.0200 ----------------------- --- -------------------------- --- ------- 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: Ditch 4 Base Flow(cfs): 0.000 Init Stage(ft): 17.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 14 Post -Development Input Report Group: BASE Type: Stage/Area Stage(ft) Area(ac) 17.000 0.1700 18.000 0.2400 19.000 0.3200 Warn Stage(ft): 19.000 ---------------------------------------------------' -' Name: Outfall 1 Base Flow(cfs): 0.000 Init Stage(ft): 13.670 Group: BASE Warn Stage(ft): 13.670 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 13.670 12.00 14.100 100.00 13.670 --- ------------------------------------------------------ Name: Pond 2 Base Flow(cfs): 0.000 Init Stage(ft): 15.200 Group: BASE Warn Stage(ft): 17.500 Type: Stage/Area Stage(ft) Area(ac) 15.200 1.7800 16.000 1.9600 17.000 2.2900 17.500 4.6100 ------ --- ------------------------------ Name: Pond 3 Base Flow(efs): 0.000 Init Stage(ft): 15.200 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) 15.200 3.5800 16.000 3.8000 17.000 4.2000 17.500 4.6200 18.000 5.2600 --------------------------------------------------------' ---- - Name: Pond 4 Base Flow(cfs): 0.000 Init Stage(ft): 15.500 Group: BASE Warn Stage(ft): 18.500 Type: Stage/Area Stage(ft) Area(ac) 15.500 2.1400 16.000 2.2300 17.000 2.5300 18.000 3.5100 18.500 4.6400 --------------------------------------------------------' Name: Taxiway F Base Flow(cfs): 0.000 Init Stage(ft): 17.500 Group: BASE Warn Stage(ft): 18.500 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 17.500 0.2900 16.000 0.3300 18.500 0.3800 -------------------------------------- ---------------------------------------------------- Name: XS1 Base Flow(cfs): 0.000 Init Stage(ft): 16.530 Group: BASE Warn Stage(ft): 17.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 14 Post -Development Input Report 16.530 0.0000 17.000 0.0000 18.000 0.0010 --------------------------------------- - ----------- Name: XS2 Base Flow(cfs): 0.000 !nit Stage(ft): 15.000 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) 15.000 0.0000 16.000 0.0001 17.000 0.0010 18.000 0.0020 ---------------------------------------------------------- ---- 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) ------------------------------ 14.900 0.0000 16.000 0.0004 17.000 0.0010 -------------------------------------------------------------------------------- Name: XS4 Base Flow(cfs): 0.000 Init Stage(ft): 14.870 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) 14.870 0.0000 16.000 0.0001 17.000 0.0004 18.000 0.0010 19.000 0.0020 -------------------------- --- - ----------------------- Name: XSA Base Flow(cfs): 0.000 Init Stage(ft): 17.520 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 17.520 0.0000 18.000 0.0001 19.000 0.0003 --------------------------------------------------------------- Name: XSB Base Flow(cfs): 0.000 Init Stage(ft): 15.950 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) 15.950 0.0000 16.000 0.0001 17.000 0.0003 18.000 0.0005 ---------------------------------------------------------- ------ Name: XSC 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 0.0005 18.000 0.0020 18.400 0.0060 cross Sections Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 14 Post -Development Input Report Name: XS1 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 18.000 0.042000 27.000 17.000 0.042000 48.000 16.530 0.042000 68.000 17.000 0.042000 84.000 18.000 0.042000 109.000 19.000 0.042000 124.000 20.000 0.042000 141.000 20.500 0.042000 --------------------------------------------------------------------- Name: XS2 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 18.000 0.042000 9.000 17.000 0.042000 25.000 16.000 0.042000 28.000 15.000 0.042000 31.000 16.000 0.042000 38.000 17.000 0.042000 52.000 18.000 0.042000 73.000 19.000 0.042000 98.000 20.000 0.042000 113.000 20.500 0.042000 --------------------------------------------------------------------- Name: XS3 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 17.000 0.042000 2.000 16.000 0.042000 4.000 15.000 0.042000 9.000 14.900 0.042000 16.000 15.000 0.042000 33.000 16.000 0.042000 52.000 17.000 0.042000 56.000 18.000 0.042000 62.000 19.000 0.042000 70.000 20.000 0.042000 202.000 21.000 0.042000 --------------------------------------------------------------------- Name: XS4 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 3.000 18.000 0.042000 6.000 17.000 0.042000 9.000 16.000 0.042000 12.000 15.000 0.042000 14.000 14.870 0.042000 16.000 15.000 0.042000 20.000 16.000 0.042000 24.000 17.000 0.042000 28.000 18.000 0.042000 32.000 19.000 0.042000 42.000 .,, 20.000 0.042000 52.000 21.000 0.042000 75.000 22.000 0.042000 86.000 23.000 0.042000 92.000 23.500 0.042000 --------------------------------------------------------------------- Name: XS5 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 14 Post -Development Input Report 0.000 19.000 0.042000 4.000 18.000 0.042000 8.000 17.000 0.042000 11.000 16.000 0.042000 17.000 16.000 0.042000 22.000 17.000 0.042000 26.000 18.000 0.042000 33.000 19.000 0.042000 --------------------------------------------------------------------- Name: XS6 Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 2.000 18.000 0.042000 4.000 17.000 0.042000 6.000 16.000 0.042000 8.000 16.000 0.042000 11.000 17.000 0.042000 14.000 18.000 0.042000 18.000 19.000 0.042000 ----------------------------------- Name: XSA --------------- - ---------------- Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 21.000 0.042000 65.000 20.000 0.042000 155.000 19.000 0.042000 197.000 18.000 0.042000 216.000 17.520 0.042000 220.000 18.000 0.042000 228.000 19.000 0.042000 260.000 19.400 0.042000 ------------------------ Name: XSB -------------------------------------------- Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 23.000 0.042000 83.000 22.000 0.042000 107.000 21.000 0.042000 129.000 20.000 0.042000 136.000 19.000 0.042000 143.000 18.000 0.042000 149.000 17.000 0.042000 156.000 16.000 0.042000 163.000 15.950 0.042000 169.000 16.000 0.042000 173.000 17.000 0.042000 --------------------------------------------------------------------- Name: XSC Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.042000 212.000 18.000 0.042000 247.000 17.000 0.042000 265.000 16.000 0.042000 266.000 15.920 0.042000 267.000 16.000 0.042000 287.000 17.000 0.042000 296.000 18.000 0.042000 331.000 18.400 0.042000 Pipes 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 7 of 14 Post -Development Input Report 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: 0.011000 0.011000 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: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall --------------------------------------------------------------------------------------- Name: Equilizer Pipe From Node: Pond 2 Length(ft): 50.00 Group: BASE To Node: Pond 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 13.000 13.000 Bend Loss Coef: 0.00 Manning's N: 0.011000 0.011000 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: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: ------------------------------------------------------------------------------------- Ex. 15" RCP From Node: Depression 3 Length(ft): 300.00 Group: BASE To Node: XSB Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 17.500 17.210 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 Hot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ------- -------------------------------------------------------------------------------------------- Name: 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): 36.00 36.00 Entrance Loss Coef: 0.00 Rise(in): 36.00 36.00 Exit Loss Coef: 1.00 Invert(ft): 16.170 13.670 Bend Loss Coef: 0.00 Manning's N: 0.011000 0.011000 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: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------- ---------------------------------------------------------------- Name: Pond 4 Outfall From Node: Pond 4 Length(ft): 17.00 Group: BASE To Node: XSB Count: 1 Friction Equation: Automatic Interconnected Channel and Pond Routing Model (ICPR) C)2002 Streamline Technologies, Inc. Page 8 of 14 Post -Development Input Report UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Horz Ellipse Herz 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: 0.011000 0.011000 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: Square edge with headwall Downstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall -- ---------------------------------------------------------------------- Name: Pro. pipe From Node: Airport Or East Length(ft): 203.00 Group: BASE To Node: Ditch 4 Count: 1 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 18.00 18.00 Rise(in): 18.00 18.00 Invert(ft): 13.500 13.000 Manning's N: 0.013000 0.013000 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 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 de or tw Inlet Ctrl Spec: Use do Stabilizer Option: None ---------------- Name: Proposed 18" ---------------------------------------------------------------- From Node: Ditch 4 Length(ft): 128.00 Group: BASE To Node: Pond 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 13.000 12.500 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 Dot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Name: ------------------------ XSC-2411CMP-P3 --------------------- From Node: XSC Len th(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: 0.025000 0.023000 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 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 9 of 14 Post -Development Input Report ------------------------------------------------------------------------------------------ Name: XS1-XS2 From Node: XSi 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 TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bat Clip(ft): 0.000 0.000 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): Depth(ft): Bat Width(ft): LtSdSlp(h/v): RtSdSlp(h/v); --------------------------------------------------------------- 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 14.900 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bat Clip(ft): 0.000 0.000 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: Tap Width(ft): Depth(ft): Bat Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ---------------------------------------------------------------------------------------------------- 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): 14.900 14.870 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bat Clip(ft): 0.000 0.000 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). ---------------------------------------------------------------------------------------------------- Name: XSA-XSB From Node: XSA Length(ft): 5415.00 Group: BASE To Node: XSB Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 17.520 15.950 Flow: Both TClpinitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bat Clip(ft): 0.000 0.000 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): Interconnected Channel and Pond Routing Model QCPR) CO2002 Streamline Technologies, hic. Page 10 of 14 Post -Development Input Report Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ---------------------- Name: - ------- XSB-XSC ---------------------- From Node: XSB - Length(ft): ----------------- 1150.00 Group: BASE To Node: XSC Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 15.950 15.920 Flow: Both TClpinitz(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): 0.000 0.000 Entrance Loss Coef: 0.000 Bot Clip(ft): 0.000 0.000 Exit Loss Coef: 0.000 Main XSec: XSB XSC 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): --------------------- Drop Structures================================================--------------------- ------------------------------------------------------------------------------------------ Name: Pond 3 Outfall Group: BASE UPSTREAM Geometry: Circular Span(in): 12.00 Rise(in): 12.00 Invert(ft): 15.500 Manning's N: 0.013000 Top Clip(in): 0.000 Dot Clip(in): 0.000 From Node: Pond 3 To Node: XS2 DOWNSTREAM Circular 12.00 12.00 15.400 0.013000 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 3 for Drop Structure Pond 3 Outfall *** Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in): 37.00 Rise(in): 24.00 Length(ft): 30.00 Count: 1 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 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 17.000 Control Elev(ft): 17.000 *** Weir 2 of 3 for Drop Structure Pond 3 Outfall *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Circular Span(in): 4.00 Rise(in): 4.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 15.200 Control Elev(ft): 15.200 *** Weir 3 of 3 for Drop Structure Pond 3 Outfall *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 5.00 Rise(in): 99999.00 Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 16.800 Control Elev(ft): 16.800 TABLE TABLE TABLE -------------------------------- --------------------------------------------- ------------= Weirs______________ ----------------------- ___________ ------------------- ____________ Interconnected Channel and Pond Routing Model QCPR) ©2002 Streamline Technologies, Inc. Page 11 of 14 Post -Development Input Report Name: Ex. Earthen 1 From Node: Admin and Polic Group: BASE To Node: XSB Flow: Both Count: 1 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 ---------------------------------------------------------------------------------------------------- Name: Ex. Earthen Wei From Node: Pond 2 Group: BASE To Node: XS1 Flow: Both Count: 1 Type: Vertical: Fread Geometry: Trapezoidal Bottom Width(ft): 8.00 Left Side Slope(h/v): 8.00 Right Side Slope(h/v): 13.00 Invert(ft): 16.540 Control Elevation(ft): 16.540 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): 18.150 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 Hydrology Simulations ----------------------------------------------------------------------------- Name: 100 YR-24HR Filename: C:\Documents and Settings\hsample\My Documents\Sebastian Master Plan Update\AdICPR\Post\outfall 1 Post\100 YR-24H Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 12.30 Time(hrs) Print Inc(min) ------------------------------ 40.000 15.00 ---------------------------------------------------------------------------------------------------- Name: 10YR-24HR Filename: C:\Documents and Settings\hsample\My Documents\Sebastian Master Plan Update\AdI CPR\Post\Out fall 1 Post\10YR-24HR. Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 7.50 Time(hrs) Print Inc(min) --------------- --- — ---------- 40.000 15.00 ---------------------------------------------------------------------------------------------- ----- Name: 25 YR-24HR Filename: C:\Documents and Settings\hsample\My Documents\Sebastian Master Plan Update\AdICPR\Post\Outfall 1 Post\25 YR-24HR Override Defaults: Yes Storm Duration(hrs): 24.00 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 12 of 14 Post -Development Input Report Rainfall File: Flmod Rainfall Amount(in): 9.40 Time(hrs) Print Inc(min) -------- ------ 40.000 15.00 -------------------- ----------- — -------------- — -------------- Name: Mean Annual Filename: C:\Documents and Settings\hsample\My Documents\Sehastian Master Plan Update\AdICPR\Post\Outfall 1 Post\Mean Annua Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) ------------------------------ 40.000 15.00 ------------------------------------------------------------------------------------------ ___= Routing Simulations Name: 100YR-24-HR Hydrology Sim: 100 YR-24HR Filename: C:\Documents and Settings\hsample\My Documents\Sebastian Master Plan Update\AdICPR\Post\Outfall 1 Post\100YR-24-H 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): 40.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) -------- --- 40.000 15.000 Group Run --------------- ----- BASE Yes ------------- ------------------------------------------------------------------------- Name: IOYR-2.4-HR Hydrology Sim- 10YR-24HR Filename: C:\Documents and Settings\hsample\My Documents\Sebastian Master Plan Update\AdICPR\Post\Outfall 1 Post\10YR-24-HR 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): 40.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) 40.000 15.00D Group Run --------------- ----- BASE Yes --------------- - Name: 25YR-24-HR Hydrology Sim: 25 YR-24HR Filename: C:\Documents and Settings\hsample\My Documents\Sebastian Master Plan Update\P_dICPR\Post\Outfall 1 Post\25YR-24-HR 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): 40.00 Min Calc Time(sec): 0.5000 Max Cale Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrS) Print InC(min) --------------- --------------- 40.000 15.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 13 of 14 Post -Development Input Report Group Run BASE Yes ---------------------------------------------------------------------------------- Name: Mean Annual Hydrology Sim: Mean Annual Filename: C:\Documents and Settings\hsample\My Documents\Sebastian Master Plan Update\AdICPR\Post\Outfall 1 Post\Mean Annua Execute: Yes Restart: No Patch: 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: Time(hrs) Print Inc(min) 40.000 15.000 Group Run --------------- ----- BASE Yes Delta Z Factor: 0.00500 End Time(hrs): 40.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 14 of 14 Post -Development Node Min/Max Report Max Time Name Group Simulation Stage hrs Outfall 1 BASE 100YR-24-HR 12.00 Pond 2 BASE 100YR-24-HR 20.50 Pond 3 BASE 100YR-24-HR 21.69 Pond 4 BASE 100YR-24-HR 24.45 Outfall 1 BASE 25YR-24-HR 12.00 Pond 2 BASE 25YR-24-HR 24.08 Pond 3 BASE 25YR-24-HR 24.16 Pond 4 BASE 25YR-24-HR 24.21 Outfall 1 BASE Mean Annual 12.00 Pond 2 BASE Mean Annual 28.82 Pond 3 BASE Mean Annual 25.80 Pond 4 BASE Mean Annual 24.26 Max Warning Max Delta Max Surf Max Time Stage Stage Stage Area Inflow ft ft ft ft2 hrs 14.10 13.67 0.0003 88 20.26 17.77 17.50 0.0024 256307 12.25 19.00 18.00 0.0031 284989 12.50 19.09 18.50 0.0029 260633 12.00 14.10 13.67 0.0003 102 23.84 17.54 17.50 0.0023 209520 12.25 18.40 18.00 0.0031 251607 12.50 18.50 18.50 0.0030 201730 12.00 14.10 13.67 0.0003 102 29.13 16.85 17.50 0.0011 97592 12.25 17.00 18.00 0.0019 183128 12.50 17.07 18.50 0.0018 113354 12.25 Max Max Time Max Inflow Outflow Outflow cfs hrs cfs 12.93 0.00 0.00 30.57 22.91 4.86 67.25 24.11 4.95 77.55 12.99 11.50 9.77 0.00 0.00 21.33 22.86 3.92 49.59 24..22 4.13 51.50 13.39 3.06 1.92 0.00 0.00 7.30 40.00 0.16 22.05 25.63 0.35 15.77 30.73 0.44 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of I Post -Development Link Min/Max Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft Dep2-24" Pipe-X BASE 100YR-24-HR 12.97 7.48 -0.300 24.48 19.09 24.49 19.09 Ex. 15" RCP BASE 100YR-24-HR 15.97 5.62 0.005 17.52 21.37 24.47 19.09 Ex. Earthen 1 BASE 100YR-24-HR 12.33 15.28 -0.035 12.33 21.79 24.47 19.09 Ex. Weir BASE 100YR-24-HR 12.03 8.22 -0.035 17.54 21.38 17.52 21.37 Outfall 1 BASE 100YR-24-HR 20.26 3.2.93 0.067 20.27 17.74 20.26 14.36 Pond 3 Outfall BASE 100YR-24-HR 24.11 4.95 0.106 21.69 19.00 20.43 17.76 Pond 4 Outfall BASE 100YR-24-HR 12.99 11.50 2.087 24.45 19.09 24.47 19.09 XS1-XS2 BASE 100YR-24-HR 22.40 10.45 11.401 22.15 17.77 20.43 17.76 XS2-XS3 BASE 100YR-24-HR 25.36 11.66 5.006 20.43 17.76 20.31 17.75 XS3-XS4 BASE 100YR-24-HR 14.45 14.19 -7.966 20.31 17.75 20.27 17.74 XSA-XSB BASE 100YR-24-HR 36.67 1.69 0.235 24.49 19.09 24.47 19.09 XSB-XSC BASE 100YR-24-HR 13.31 14.10 0.772 24.47 19.09 24.47 19.09 XSC-24"CMP-P3 BASE 100YR-24-HR 13.22 13.29 -0.455 24.47 19.09 21.69 19.00 Dep2-24" Pipe-X BASE 25YR-24-HR 12.66 5.09 -0.300 12.69 16.53 24.28 18.50 Ex. 15" RCP BASE 25YR-24-HR 17.56 5.10 0.006 16.60 20.46 24.22 18.50 Ex. Earthen 1 BASE 25YR-24-HR 12.35 11.03 -0.029 12.35 21.44 24.22 18.50 Ex. Weir BASE 25YR-24-HR 12.06 7.02 -0.028 16.62 20.46 16.60 20.46 Outfall 1 BASE 25YR-24-HR 23.84 9.77 0.052 24.03 17.51 23.84 14.27 Pond 3 Outfall BASE 25YR-24-HR 24.22 4.13 0.035 24.16 18.40 24.06 17.53 Pond 4 Outfall BASE 25YR-24-HR 13.39 3.06 1.167 24.21 18.50 24.22 18.50 XS1-XS2 BASE 25YR-24-HR 23.26 8.03 8.057 23.26 17.54 24.06 17.53 XS2-XS3 BASE 25YR-24-HR 25.60 9.10 -2.707 24.06 17.53 24.04 17.51 XS3-XS4 BASE 25YR-24-HR 25.50 9.30 5.895 24.04 17.51 24.03 17.51 XSA-XSB BASE 25YR-24-HR 14.06 1.17 -0.358 24.28 18.50 24.22 18.50 XSB-XSC BASE 25YR-24-HR 13.86 8.35 -0.345 24.22 18.50 24.21 18.49 XSC-24"CMP-P3 BASE 25YR-24-HR 13.81 9.70 -0.170 24.21 18.49 24.16 18.40 Dep2-24" Pipe-X BASE Mean Annual 12.61 1.60 -0.300 12.61 17.93 17.82 17.71 Ex. 15" RCP BASE Mean Annual 16.43 2.34 0.008 16.43 18.88 16.11 17.82 Ex. Earthen 1 BASE Mean Annual 12.57 3.22 0.013 12.57 20.63 13.21 17.12 Ex. Weir BASE Mean Annual 12.34 3.79 -0.087 16.46 18.89 16.43 18.88 Outfall 1 BASE Mean Annual 29.13 1.92 0.006 29.48 16.72 12.00 14.10 Pond 3 Outfall BASE Mean Annual 25.63 0.35 0.001 25.80 17.00 29.35 16.73 Pond 4 Outfall BASE Mean Annual 30.73 0.44 0.066 24.26 17.07 13.21 17.12 XS1-XS2 BASE Mean Annual 28.40 1.62 0.001 28.85 16.84 29.35 16.73 XS2-XS3 BASE Mean Annual 28.28 1.93 0.533 29.35 16.73 29.48 16.72 XS3-XS4 BASE Mean Annual 29.14 1.92 2.410 29.48 16.72 29.48 16.72 XSA-XSB BASE Mean Annual 17.82 0.20 0.000 17.82 17.71 13.21 17.12 XSB-XSC BASE Mean Annual 20.61 2.52 0.084 13.21 17.12 13.17 17.12 XSC-24"CMP-P3 BASE Mean Annual 13.17 3.35 0.010 13.17 17.12 25.80 17.00 Interconnected Channel and Pond Routing Model OCPR) 02002 Streamline Technologies, Inc. Page I of I Post -Development Basin Summary Report Basin Name: Admin and Polic Group Name: BASE Simulation: 100 YR-24HR Node Name: Admin and Polic Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 12.300 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 (%): 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 23.72 Runoff Volume (in): 10.669 Runoff Volume (ft3): 130125 Basin Name: Depression 1 Group Name: BASE Simulation: 100 YR-24HR Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.47 Comp Time Inc (min): 1.47 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 11.00 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): 12.05 Flow Max (cfs): 6.20 Runoff Volume (in): 7.124 Runoff Volume (ft3): 33102 Basin Name: Depression 2 Group Name: BASE Simulation: 100 YR-24HR Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 3.47 Comp Time Inc (min): 3.47 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 26.00 Time shift (hrs): 0.00 Area (ac): 2.290 Vol of Unit Hyd (in): 1.000 Curve Number. 63.000 DCIA (U : 0.00.0 Time Max (hrs): 12.25 Flow Max (cfs): 7.51 Runoff Volume (in): 7.277 Runoff Volume (ft3): 60489 Basin Name: Depression 3 Group Name: BASE Simulation: 100 YR-24HR Interconnected Channel and Pond Routing Model (1CPR) 02002 Streamline Technologies, Inc. Pagel of 8 Post -Development Basin Summary Report Node Name: Depression 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator; 256.0 Spec Time Inc (min): 12.00 Comp Time Inc (min): 12.00 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 90.00 Time Shift (hrs): 0.00 Area (ac): 8.240 Vol of Unit Hyd (in)a 1.000 Curve Number: 85.000 DCIA (t); 0.000 Time Max (hrs): 13.00 Flow Max (cfs): 17.44 Runoff Volume (in): 10.406 Runoff Volume (ft3): 311255 Basin Name: Pond 2 Group Name: BASE Simulation: 100 YR-24HR Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.40 Comp Time Inc (min); 2.40 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 18.00 Time Shift (hrs): 0.00 Area (ac): 7.080 Vol of Unit Hyd (in): 1.000 Curve Number: 72.000 DCIA (%): 0.000 Time Max (hrs): 12.12 Flow Max (cfs): 33.15 Runoff Volume (in): 8.612 Runoff Volume (ft3): 221325 Basin Name: Pond 3 Group Name: BASE Simulation: 100 YR-24HR Node Name: Pond 3 Basin Type: SCS Unit Hydrograph unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min); 6.93 Comp Time Inc (min); 6.93 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min); 52.00 Time Shift (hrs): 0.00 Area (so); 18.480 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.48 Flow Max (cfs); 45.53 Runoff Volume (in): 8.167 Runoff Volume (ft3): 547850 Basin Name: Pond 4 Group Name: BASE Simulation: 100 YR-24HR Node Name: Pond 4 Basin Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 8 Post -Development Basin Summary Report Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.00 Comp Time Inc (min): 2.00 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 15.00 Time Shift (hrs): 0.00 Area (ac): 18.350 Vol of Unit Hyd (in): 1.000 Curve Number: 67.000 DCIA (%): 0.000 Time Max (hrs): 12.10 Flow Max (cfs): 86.00 Runoff Volume (in): 7.881 Runoff Volume (ft3): 524934 Basin Name: Taxiway F Group Name: BASE Simulation: 100 YR-24HR Node Name: Taxiway F Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 12.300 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): 12.04 Flow Max (cfs): 16.33 Runoff Volume (in): 11.311 Runoff Volume (ft3): 92382 Basin Name: Admin and Polic Group Name: BASE Simulation: 25 YR-24HR Node Name: Admin and Polic Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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 (%): 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 17.67 Runoff Volume (in): 7.815 Runoff Volume (ft3); 95318 Basin Name: Depression 1 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.47 Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page 3 of 8 Post -Development Basin Summary Report Comp Time Inc (min): 1.47 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 11.00 Time Shift Mrs): 0.00 Area (ac); 1.280 Vol of Unit Hyd (in): 1.000 Curve Number: 62.000 DCIA (°): 0.000 Time Max (hrs): 12.05 Flow Max (cfs): 4.03 Runoff Volume (in): 4.668 Runoff Volume (ft3): 21691 Basin Name: Depression 2 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 3.47 Comp Time Inc (min): 3.47 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 26.00 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): 12.25 Flow Max (cfs): 4.90 Runoff Volume (in); 4.796 Runoff Volume (ft3): 39B64 Basin Name: Depression 3 Group Name: BASE Simulation: 25 YR-24HR Node Name: Depression 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 12.00 Comp Time Inc (min): 12.00 Rainfall File; Flmod Rainfall Amount (in); 9.400 Storm Duration (hrs):: 24.00 Status: Onsite Time of Cone (min): 90.00 Time Shift (hrs): 0.00 Area (ac): 8.240 Vol of Unit Hyd (in): 1.000 Curve Number: 85.000 DCIA ($): 0.000 Time Max (hrs): 13.00 Flow Max (cfs): 12.80 Runoff Volume (in): 7.568 Runoff Volume (ft3): 226363 Basin Name: Pond 2 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.40 Comp Time Inc (min): 2.40 Rainfall File: Flmod Rainfall Amount (in): 9.400 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 8 Post -Development Basin Summary Report Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 18.00 Time Shift (hrs): 0.00 Area (ac): 7.080 Vol of Unit Hyd (in): 1.000 Curve Number: 72.000 DCIA (t): 0.000 Time Max (hrs): 12.12 Flow Max (cfs): 22.96 Runoff Volume (in): 5.940 Runoff Volume (ft3): 152663 Basin Name: Pond 3 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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): 18.480 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA W : 0.000 Time Max (hrs): 12.60 Flow Max (cfs): 30.89 Runoff Volume (in): 5.554 Runoff Volume (ft3): 372546 Basin Name: Pond 4 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 4 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.00 Comp Time Inc (min): 2.00 Rainfall File: Flmod Rainfall Amount (in): 9.400 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 15.00 Time Shift (hrs): 0.00 Area (ac): 18.350 Vol of Unit Hyd (in): 1.000 Curve Number: 67.000 DCIA (%): 0.000 Time Max (hrs): 12.10 Flow Max (cfs): 57.88 Runoff Volume (in): 5.306 Runoff Volume (ft3): 353452 Basin Name: Taxiway F Group Name: BASE Simulation: 25 YR-24HR Node Name: Taxiway F Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 8 Post -Development Basin Summary Report 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): 12.04 Flow Max (cfs): 12.35 Runoff Volume (in): 8.429 Runoff Volume (ft3): 68840 Basin Name: Admin and Polic Group Name: BASE Simulation: Mean Annual Node Name: Admin and Polic Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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): 3.360 Vol of Unit Hyd (in); 1.000 Curve Number: 87.000 DCIA (%): 0.000 Time Max (hrs): 12.04 Flow Max (cfS): 7.93 Runoff volume (in): 3.378 Runoff Volume (ft3) : 41203 Basin Name: Depression 1 Group Name: BASE Simulation: Mean Annual Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.47 Comp Time Inc (min): 1.47 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 11.00 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): 12.08 Flow Max (cfs): 1.02 Runoff Volume (in): 1.316 Runoff Volume (ft3): 6112 Basin Name: Depression 2 Group Name: BASE Simulation: Mean Annual Node Name: Depression 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 3.47 Comp Time Inc (min): 3.47 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 26.00 Time. Shift (hrs): 0.00 Area (ac): 2.290 Vol of Unit Hyd (in): 1.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 6 of 8 Post -Development Basin Summary Report Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 12.31 Flow Max (cfs): 1.26 Runoff Volume (in): 1.383 Runoff volume (ft3): 11493 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 (%): Depression 3 BASE Mean Annual Depression 3 SCS Unit Hydrograph Uh256 256.0 12.00 12.00 Flmod 4.600 24.00 Onsite 90.00 0.00 8.240 1.000 85.000 0.000 Time Max (hrs): 13.00 Flow Max (cfs): 5.43 Runoff Volume (in): 3.183 Runoff Volume (ft3): 95196 Basin Name: Pond 2 Group Name: BASE Simulation: Mean Annual Node Name: Pond 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.40 Comp Time Inc (min): 2.40 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 18.00 Time Shift (hrs): 0.00 Area (ac): 7.080 Vol of Unit.Hyd (in): 1.000 Curve Number: 72.000 DCIA (%): 0.000 Time Max (Ass): 12.12 Flow Max (cfs): 7.62 Runoff Volume (in): 2.044 Runoff Volume (ft3): 52540 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 3 BASE Mean Annual Pond 3 SCS Unit Hydrograph Uh255 256.0 6.93 6.93 Flmod 4.800 24.00 Onsite 52.00 ❑.00 18.480 1.000 69.000 0.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 8 Post -Development Basin Summary Report Time Max (hrs): 12.60 Flow Max (cfs): 9.48 Runoff Volume (in): 1.810 Runoff Volume (ft3): 121416 Basin Name: Pond 4 Group Name: BASE Simulation: Mean Annual Node Name: Pond 4 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.00 Comp Time Inc (min): 2.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 15.00 Time Shift (hrs): 0.00 Area (ac): 18.350 Vol of Unit Hyd (in): 1.000 Curve Number: 67.000 DCIA (%): 0.000 Time Max (hrs): 12.10 Flow Max (cfs): 16.96 Runoff Volume (in): 1.665 Runoff Volume (ft3): 110877 Basin Name: Taxiway F Group Name: BASE Simulation: Mean Annual Node Name: Taxiway F Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 236.0 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): 12.04 Flow Max (cfs): 5.94 Runoff Volume (in): 3.893 Runoff Volume (ft3): 31794 hitetconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 8 of 8 Post -Development Nodal Dia:ram Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN A: Pond 1 Y SCS Unit GA Z SBUH GA U: Pond 1 U: Runway Basin. Links P Pipe W Weir C Channel P:Pond 1 outfall l D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter T:: Outfall 2 X Exfil Trench D: Ditch 3 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Post -Development Input Report Basins ______________________________ Name: Ditch 3 Node: Outfall 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 124.00 Area(ac): 10.700 Time Shift(hrs): 0.00 Curve Number: 63.00 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: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 6.440 Curve Number: 78.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 13.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 -------------------------- ------------------------------ ---------- Name: Runway Basin Node: Pond 1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 33.320 Curve Number: 74.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 230.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Nodes_______________________________________________________________________________ Name: Outfall 2 Group: BASE Type: Time/Stage Time(hrs) Stage(ft) 0.00 11.230 12.00 13.230 100.00 11.230 Base Flow(cfs): 0.000 Init Stage(ft): 11.230 Warn Stage(ft): 11.230 ----------------------------- Name: Pond 1 ------ Base Flow(cfs): 0.000 ------------------------ Init Stage(ft): 12.400 Group: BASE Warn Stage(ft): 14.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 12.400 2.0000 13.000 2.1000 14.000 2.7600 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 Mannirg'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 Interconnected Channel and Pond Routing Model (ICPR) C2002 Streamline Technologies, Inc. Page I of 3 Post -Development Input Report Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Hydrology Simulations ------------------------------------------------------------------------------------------ Name: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412023(Stormwater_Master_Plan Update)\documents\2e-drainage\AdICPR\Post\outfall 2 P Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 12.30 Time(hrs) Print Inc(min) --------------- --------------- 40.000 15.00 ---------------------------------------------------------------------------------------------------- Name: IOYR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater Master Plan Update)\documents\2e-drainage\AdICPR\Post\Out fall 2 P Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 7.50 Time(hrs) Print Inc(min) ------------------------------ 40.000 15.00 --------------------------------- - -- Name: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater Mast er_Plan Update)\documents\2e-drainage\AdICPR\Post\Outfall 2 P Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.40 Time(hrs) Print Inc(min) ------------------------------ 40.000 5.00 - - -------- - ------------------------------------------------------------------------------------- - Name: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan_Update)\documents\2e-drainage\AdICPR\Post\Outfall 2 P Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) --------------- --------------- 40.000 15.00 Routing Simulations ______________ _______________________________ ------------------=----------------------------------------------------------------------- Name: IOOYR-24-HR Hydrology Sim: 100 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Maater_Plan_Update)\documents\2e-drainage\AdICPR\Post \Outfal1 2 P Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(eec): 0.5000 Boundary Stages: Time(hrs) Print Inc(min) --------------- --------------- 40.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 40.00 Max Calc Time (sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 3 Post -Development Input Report --------------------------------------------------- ------------------ Name: IOYR-24-HR Hydrology Sim: 10YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master Plan Update)\documents\2e-drainage\AdICPR\Post\Outfall 2 P 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: Time(hrs) Print Inc(min) --------------- ------ - 40.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 40.00 Max Calc Time(sec): 60.0000 Boundary Flows: —----------------------------------------------------- —------------- — - Name: 25YR-24-HR Hydrology Sim: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master_Plan Update)\documents\2e-drainage\AdICPR\Post\Outfall 2 P Execute: Yes 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: Time(hrs) Print Inc(min) - --------------------------- 40.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 40.00 Max Calc Time(sec): 60.0000 Boundary Flows: __________________________________ ______________--____________ __-----_--_-__ Name• Mean Annual Hydrology Sim: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412029(Stormwater_Master Plan_Update)\documents\2e-drainage\AdICPR\Past\Outfall 2 P Execute: Yes 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: Time(hrs) Print Inc(min) 40.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 40.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc, Page 3 of 3 Post -Development Node Min/Max Report Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Outfall 2 BASE 100YR-24-HR 12.00 13.23 11.23 0.0028 51 14.00 25.83 0.00 0.00 Pond 1 BASE 100YR-24-HR 19.23 15.71 14.00 0.0050 169340 12.00 41.54 19.10 19.18 Outfall 2 BASE 25YR-24-HR 12.00 13.23 11.23 0.0028 61 15.63 19.39 0.00 0.00 Pond 1 BASE 25YR-24-HR 18.21 14.76 14.00 0.0050 141999 12.08 30.98 18.41 15.31 Outfall 2 BASE Mean Annual 12.01 13.23 11.23 0.0028 71 16.22 8.56 0.00 0.00 Pond 1 BASE Mean Annual 16.21 13.47 14.00 0.0050 105232 12.01 1.0.13 16.77 7.24 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of I Post -Development Link Min/Max Report Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs Cfs Cfs hrs ft hrs ft Pond 1 Outfall BASE 100YR-24-HR 19.10 19.18 1.456 19.23 15.71 12.00 13.23 Pond 1 Outfall BASE 25YR-24-HR 18.41 15.31 1.456 18.21 14.76 12.00 13.23 Pond 1 Outfall BASE Mean Annual 16.77 7.24 1.456 16.21 13.47 12.01 13.23 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 Post -Development Basin Summary Report Basin :Jame: Ditch 3 Group Name; BASE Simulation: 100 YR-24HR Node Name: Outfall 2 Basin Type; SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 16.53 Comp Time Inc (min): 15.00 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 124.00 Time Shift (hrs): 0.00 Area (ac): 10.700 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 13.50 Flow Max (cfs): 12.54 Runoff Volume (in): 7.264 Runoff Volume (ft3): 282149 Basin Name: Pond 1 Group Name: BASE Simulation: 100 YR-24HR Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.73 Comp Time Inc (min): 1.73 Rainfall File: Flmod Rainfall Amount (in): 12.300 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 (U : 0.000 Time Max (hrs): 12.08 Flow Max (cfs): 37.69 Runoff Volume (in): 9.456 Runoff Volume (ft3); 221056 Basin Name: Runway Basin Group Name: BASE Simulation: 100 YR-24HR Node Name: Pond 1 Basin Type; SCS Unit Hydrograph Unit Hydrograph; Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 30.67 Comp Time Inc (min): 15.00 Rainfall File: Flmod Rainfall Amount (in): 12.300 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 230.00 Time Shift (hrs): 0.00 Area (ac): 33.320 Vol of Unit Hyd (in): 1.000 Curve Number: 74.000 DCIA (%): 0.000 Time Max (hrs): 14.75 Flow Max (efs): 30.21 Runoff Volume (in): 8.895 Runoff Volume (ft3): 1075862 -------------------------------------------------------------------------------- Basin Name: Ditch 3 Group Name: BASE Simulation: 25 YR-24HR Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 3 Post -Development Basin Summary Report Node Name: Outfall 2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 16.53 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): 124.00 Time Shift (hrs): 0.00 Area (ac): 10.700 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%-): 0.000 Time Max (hrs): 13.50 Flow Max (cfs): 8.13 Runoff Volume (in): 4.788 Runoff Volume (ft3): 185952 Basin Name: Pond 1 Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 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 (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): 27.02 Runoff Volume (in): 6.694 Runoff Volume (ft3): 156478 Basin Name: Runway Basin Group Name: BASE Simulation: 25 YR-24HR Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 30.67 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): 230.00 Time Shift (hrs): 0.00 Area (ac): 33.320 Vol of Unit Hyd (in): 1.000 Curve Number: 74.000 DCIA (%): 0.000 Time Max (hrs): 14.75 Flow Max (cfs): 20.91 Runoff Volume (in): 6.191 Runoff Volume (ft3): 748781 Basin Name: Ditch 3 Group Name: BASE Simulation: Mean Annual Node Name: Outfall 2 Basin Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 3 Post-➢evelopment Basin Summary Report Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 16.53 Camp Time Inc (min): 15.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hre): 24.00 Status: Onsite Time of Conc (min): 124.00 Time Shift (hrs): 0.00 Area (ac): 10.700 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (&): 0.000 Time Max (hrs): 13.50 Flow Max (cfs): 2.08 Runoff Volume (in): 1.380 Runoff Volume (ft3): 53619 Basin Name: Pond 1 Group Name: BASE Simulation: Mean Annual Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: U11256 Peaking Fator: 256.0 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): 10.32 Runoff Volume (in): 2.541 Runoff Volume (ft3): 59402 ---- - -------------- _-------- - -------'---------- Basin Name: Runway Basin Group Name: BASE Simulation: Mean Annual Node Name: Pond 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 30.67 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): 230.00 Time Shift (hrs): 0.00 Area (ac): 33.320 Vol of Unit Hyd (in): 1.000 Curve Number: 74.000 DCIA RO: 0.000 Time Max (hrs): 15.00 Flow Max (cfs): 7.13 Runoff Volume (in): 2.204 Runoff Volume (ft3): 266621 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc, Page 3 of 3 Construction Plans