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Home My WebLink About2008 ERP ApplicationSt. John's River Water Management District Environmental Resource Permit Application Drainage Report for Sebastian Municipal Airport hangar "A" SEBAsTLgN MUNICIPAL AIRPORT August 2008 Index and Certification Page St. John's River Water Management District Environmental Resource Permit Application Drainage Report Sebastian Airport Hangar A August 13, 2008 Permit Application Section A Drainage Report Narrative and Computations Exhibits and Attachments Project Plans (Civil) r 6i\ Section A 23 Pages 49 Sheets 6 Sheets WUrl 2008 Mark C. Jansen State of Florida P.E. Number 56059 THE LPA GROUP INCORPORATED 615 Crescent Executive Court Suite 200 Orlando, FL 32817 407-306-0200/0460(Fax) FL Registration 0004307 r l r\ FOR AGENCY USE ONLY ACOE Application # SJR Application # Date Application Received Date Application Received Proposed Project Lat. _°_' Fee Received $ Proposed Project Long. _°_' Fee Receipt # Confirmation # 180279 Date Received Project Use Codes Assigned Reviewers Reviewer#'s SECTION A 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. 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. X 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. Alteration and operation of an existing system which was not previously permitted by a WMD or DEP. Modification of a system previously permitted by a WMD. Provide previous WMD permit number: 68172 - 5� Alteration and operation of a system Extension of permit duration _ Abandonment of a system X Construction and operation of additional phases of _ Removal of a system a system Provide previous DEP permit numbers: 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 General E. Are you claiming to qualify for an exemption? If yes provide rule number if known FORM NUMBER 40C4.900(l) Programmatic General Nationwide Pg 1 of 4 yes X no Print date: 8/18/2008 /W\ OWNER(S) OF LAND NAME Joseph Griffin ADDRESS 202 Airport Drive East CITY, STATE, ZIP Sebastian, FL, 32958 COMPANY AND TITLE City of Sebastian/Municipal Airport... TELEPHONE 772-228-7013 FAX 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 Joseph Griffin ADDRESS 202 Airport Drive East CITY, STATE, ZIP Sebastian, FL, 32958 COMPANY AND TITLE City of Sebastian/Municipal Airport Airport... TELEPHONE 772-228-7013 FAX CONSULTANT (IF DIFFERENT FROM AGENT) NAME Mark Jansen COMPANY AND TITLE THE LPA GROUP INCORPORATED ADDRESS 615 Crescent Executive Ct., Suite 200 CITY, STATE, ZIP Orlando, FL, 32749 TELEPHONE (407)306-0200 FAX Name of project, including phase if applicable Sebastian Airport Hangar "A" Is this application for part of a multi -phase project? yes X no Total applicant -owned area contiguous to the project 615.97 ac Total project area for which a permit is sought 1.17 ac Impervious area for which a permit is sought .57 ac What is the total area (metric equivalent for federally funded projects) of work in, on, or over wetlands or other surface waters? 0 acres square feet hectares square meters If a docking facility, the number of proposed new slip Project location (use additional sheets, if needed) County(ies) Indian River Section(s) 28 Township(s) 31S Range(s 38E Section(s) 29 Township(s) 31S Range(s 38E Land Grant name, if applicable Tax Parcel Identification Number Street address, road, or other location 210 Airport Drive East City, Zip Code if applicable Sebastian, 32958 FORM NUMBER 40C-4.900(l) Pg2of4 Print date: 8/18/2008 /'1 Describe, in general terns, the proposed project, system or activity. Construction of a new hangar facility, including pavement demolition, parking lot construction, stormwater system, landscaping, and other incidental sitework. 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. 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) SJR 42-061-68172-8 Issued SJR 40-061-68172-10 Issued SJR 4-061-68172-5 Issued Note:The following information is reouired for nroiects nronosed to occur in, on or over wetlands or other surface waters that need a federal dredge and fill hermit 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. 1. 2. 3. 4. FORM NUMBER 40C-4.900(i) Pg 3 of Print date: 8/18/2008 0B/15/2008 16:11 7722267078 COS AIRPORT ADMIN PAGE 02/02 Rystgnmgnuil snbMiWng thtsapplicatio0 form, Iamapplyiltg; or I attt applying on behdif of the >� : apphtaat, T&1fi pWW.V and anyproprictary mtthonzaUons ideaUfied above, actoniiagta the supporting data and otbcr incidtatal iilformabob filed with this djpii tition I am famillar with tba information eonrattted in this applxpatrph, 6d represeat thatsoofi inforhtationis ttueeoiVic,te' and 9*mrate I updatstand'thb is nn.apphotilm andhof opermit, ani wdr.k.priot to approvat' is aHioiatiott: l abd'ersroud, that th appiicnQoti aad'tkty permit Isstied'orprcprietazy autl orizatiou issitect pursuant:ih¢rctb; rCoes. not' rtltsve me,n£atry oliligatiou fox obta7iting any other regtriirsd federal, state; wo[er itiaasgsmeht district or ' . local permit pnor to c4ttitaoncemeitt.of construotion i agree, or l Agree bn bebal£ of My corporation, to operate and inatoUin the,pertudwd system unlessthe pexmitting aptity aGtharezus.fransfer oftbe'.pghnit. :. to a responsible operaticjn i nttty I'uaderstand that knowingly triakiug any laisc atatemea((tit, representation ut this appiication 13.1 v olatton of 8cctlon 373,430, P 3 C8 U S:C..SccUon 1001. ' ,sad .�SJ�r(�il`ElpI game A loused) !' ' Typed/k'rintcd ofApplic no or.Agam t1fOnetp? authorized beloar) S. Si$namrd'of Applicailt/A ate ,' • AIhrnkm E)IR 7b at NI P4! } P()!?T ,c!L=.g,Ll (Cotporate Title if applica$le) Pkn A$ent lYXay &igs Above _gkirThe Applicant. Complates The kbllowmgi I herebydcsipaatc rind authorize the agot listed :above to act on my.hchalF or on behalf of my: : cotporanon; as thcagettt it iheprocessing of this applicsUon.fgr the perm(tandlor pr4priataxy authortwtio t-164 ated above, add to ftuvteb. onrcgttcst, stippletnantal ioformntion.in support of the tipp6idoa. All addition, i. designate arii authorize the above4isted'angetto brad rite; of my rniporatioit, to. 1 pexform at>yrzgtrircmerit xrllrph'ritay ba peeessary to procure the permit or autheYtzatiori bilicated above. . I$indcrsMad thatkmoWmgly making any ftdse statement ox teprascntatiou iu this application is n violation } ofScotign 373;430, P 3:;,apd 18 U.S.G: Section l001 T*d/Piinfed.NamecfAppitcah Signal= ofApplicantDate (PcirporatisAW ifdpplieable) PlcasO note: �heatptl�daQt"attryxin�lt)t¢ntititre /riot �.cotralis reaniredallovc. pat:sOn AOthbtiiinlSAa¢essTo ThdPtgpertylVIitstCom)rtctc'Tfia k'Auoiring: l either own tha prgpertq,dcscrtbed ux this application or I trove Cegal autlrarity to allow access to the property, and! cdnsenK A M metvitig prior mogftoatlon to any site visit on the pxopeity, by agents or personnel:fcorri_tiicDep t4¢leap£8hviioamenudVrotecfiotu;thFWaterMjnigemetitDislriGtdndtheil5 : Aimy Coipaof•Engtneera;necessary forthe, review anti ivapcetion of the piol os4lirojett wed ( this t spewed applicahon: Lauthorize flic§c agbus.o{petsoup to enter.t. property as -many hmcs.5s tray hd itCcessaty to maka sUahievtsw Arid'inspgctton Futtbtr, f agraa o ptnyide'cntt'y to ttieproijact site fdY such agpufs or ttersoMel-to rot nitorpattnAtted,vorlctfapcblut: nted.' '�J E G Il .0 rticlamdS�asttttcTJate :. • AIRPt�f,'t i}� Tdf. SEC ASTCAN MUNICIPALAIRPORT . : .: (Cttipotatt:.ltitlC:i£appLchblc) • . ...' ... Itorvt NdmKc'r 40C.#4.,90QI1).... .' . .. 4 44' 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: Sebastian Airport Hangar "A" County: Indian River Owner. Joseph Griffin Applicant: Joseph Griffin Applicant's Address: 202 Airport Drive East Sebastian, FL, 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. Attachment: Quad Map.pdf (application/pdf) 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: Receiving Waterbody: Sebastian River, Class Type: Ili Fresh Outstanding Florida Water: no, 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 /o% scale sufficient to show the location and type of works. Use multiple sheets, if necessary. Attachment: Site plan -Sebastian Hangar A.pdf (application/pdf) look. 4. Briefly describe the proposed project (such as "construct a deck with boatshelter", "replace two existing culverts", "construct surface water management system to serve 150 acre residential development"): Construction of a new hangar facility, including pavement demolition, parking lot construction, stormwater system, landscaping, and otner incidental siteworx. 5. Specify the acreage of wetlands or other'surface waters, if any, that are proposed to be disturbed, filled, excavated, or otherwise impacted by the proposed activity: 0 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 nrolect. FOR AGENCY USE ONLY Application Name: Sebastian Airport Hangar "A" Application Number: Office where the application can be inspected: Date to be posted Date to be removed: FORM NUMBER40C-4.900(l) Pg 1 of I Print date: 8/18/2008 r L J \ \ �sro MUNICLPAL AIRPORT lb Enp eaow • ? A 2°. i 'Ai oL t i W W \ \ tr HANGAR A 47E PLAN AS NOTED r 2,1.1 „� Sebastian Airport Building "A” Drainage Narrative Proiect Description The City of Sebastian wishes to provide improvements to the Sebastian Municipal Airport. The improvements include the construction of a hangar building, asphalt parking areas, asphalt access road construction, a stormwater management facility, and removal of existing impervious area near the 31 end of Runway 13-31. The Sebastian Municipal Airport is located in the City of 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. In pre -development (existing) conditions, the area of the project west of Airport Drive drains west to an existing low area. The small area of the project east of Airport Drive currently drains north into an existing stormwater management facility constructed in 2004. The project will not alter these drainage patterns, resulting in identical drainage basin delineations in both the existing and proposed conditions. The site contains a number of small ditch systems. Some of these ditch systems are piped Al.t, 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. These ditches are not believed to have been permitted by the St. John's River Water Management District (SJRWMD) or Florida Department of Environmental Protection. The project will require the review and approval of the SJRWMD. A stormwater management facility will be constructed to provide attenuation and water quality for this project. The facility will use natural infiltration to provide water quality. Because the required attenuation volume is lower than the required water quality volume, the attenuation volume will percolate into the bottom of the pond as well. Excess runoff will discharge through a rectangular 36"x24" drop structure (elevation 19' MSL) with a 1.8" slot cut in. A 23"xl4" elliptical pipe (15" round RCP equivalent) will direct the runoff through a new ditch that ties into an existing ditch southwest of the project. This existing ditch outfalls through a pair of 10" metal pipes. The parking area to the east of the project will produce runoff not treated by the new stormwater treatment facility. It would be highly cost ineffective to deliver the runoff across Airport Drive East. Instead, we wish to mitigate the 0.02AC-ft of treatment for the new parking area into an existing treatment pond to the north of the project, previously permitted through SJRWMD. The pond was permitted in June of 2004, and was designed to store 0.25AC-ft, while only requiring 0.23 AC-ft. The pre and post development drainage area maps for this existing basin, designated Basin `B," have been included with Exhibits EX-3 and EX-4, alongside the drainage area maps for our new Drainage Basin, JANk designated Basin "A." A copy of the Permit (SJRWMD Permit # 42-061-68172-8) and Stormwater Management Calculations for the system have been included in the "Attachments" section of this report. The impervious area increase due to the addition of the parking lot into Drainage Basin ".`B" results in the new impervious area of 1.10AC. (An increase of 0.037 AC from the original area) Required storage calculations were done with the new impervious area, and can be found in the "Drainage Basin Summary" Section of this report. According to the calculations, addition of 0.037 AC of impervious surface will still be retained within the provided storage area of the treatment facility. Soils/Groundwater Information The area around the new stormwater management facilities is primarily comprised of Immokalee Fine Sand. The U.S. Natural Resources Conservation Service Indian River County Soil Survey describes this soil as being highly permeable (with a saturated hydraulic conductivity of 11 to 36 feet per day), yet poorly drained due to the high Seasonal High Water Table. For the purpose of the recovery analysis, an infiltration rate of 20 feet per day was used. A Geotechnical Investigation was conducted by KSM Engineering and Testing on July 16, 2008. Their study included 3 Standard Penetration test borings in the construction ^ area. KSM reported that the site was fairly uniform over the entire site. The encountered water table ranged from 50" below grade to 56" below grade. For the purpose of the stormwater analysis, a Seasonal High Water Table (SHWT) of 17' MSL was used. This information was taken from a geotechnical investigation performed in March of 2002 for a nearby project (Taxiway "B" Construction). Here they determined that the SHWT was at least 2.5 feet below existing grade. Wetiand/Floodulain Information As per available information, it does not appear that any wetlands will be disturbed as part of the construction and pavement removal. The new construction/demolition is located outside of the 100 year flood zone as per FEMA's Federal Insurance Rate Map panel 12061 C0076E, found in the Exhibits portion of this drainage package. Pre Develonment (Existing) Drainage Conditions The area of the new construction discharges west to a low area via sheet and shallow concentrated flow and is contained within one drainage basin. The drainage basin consists of a mixture of grass and asphalt pavement (which includes a portion of the abandoned Runway 13-31). A summary of the pre -development drainage basin is as follows: DRAINAGE BASIN "A" /'F*A Total Area = 1.17 AC ,ON Impervious Area = 0.74 AC Pervious Area = 0.43 AC Composite Runoff Curve Number = 91.38 Time of Concentration = 10 minutes Post Development (New) Drainaee Conditions As discussed earlier, the post development drainage basin is identical to the pre development drainage basin. Runoff for the new building and asphalt areas will drain to the new stormwater management facility either through sheet flow or through a series of inlets and reinforced concrete or PVC storm pipes. Any runoff not infiltrated through the bottom of the stormwater management facility will drain through the aforementioned. drop structure, through the elliptical pipe and into the ditch system to outfall from the existing double 10" pipes. A summary of the post development drainage basin is as follows: DRAINAGE BASIN "A" Total Area = 1.17 AC Impervious Area = 0.57 AC Pervious Area = 0.60 AC Composite Runoff Curve Number = 88.77 Time of Concentration = 10 minutes The composite runoff curve number has decreased from the pre development runoff curve number due to the fact that previously impervious surfaces were replaced with a pervious surface. Water OuaGty (Treatment) Treatment will be provided for this project through natural infiltration. The SJRWMD requires treatment for the first % inch of runoff for the total area of the contributing drainage basin or the first 1.25 inches of runoff for the impervious area of the contributing drainage basin, whichever is greater. Since the new treatment pond will be an "on-line" pond, an additional volume of runoff equal to '/2 inch of runoff applied over the contributing drainage basin will need to be treated. The SJRWMD requires a water quality drawdown time equal to or less than 72 hours. The infiltration system must also be designed with a safety factor of 2. This safety factor can be applied by reducing the maximum drawdown time to 36 hours or reducing the soil infiltration rate by half. A mounding analysis was performed for the pond to determine the drawdown time. For this report, the PONDS Version 3.2 program by Devo Seereeram, Ph.D was used to perform the mounding analysis. This report shows that the water quality volume will _4n� drawdown in 36 hours or less. „,1 Sebastian Municipal Airport Hangar A 7/31/08 KLM DRAINAGE BASIN "A” SUMMARY Developed Basin Area 1.17 AC Impervious Area 0.57 AC Impervious Percentage 49 0.5"x Basin Area 2125 CF 1.25" x Impervious Area 2587CF Required Water Quality Volume (Subtotal) 2587 CF 0.5" X Basin Area (for on line treatment) 2125 CF REQUIRED WATER QUALITY VOLUME (TOTAL) 4712 CF Water Quality Elevation (See PONDS Results) 19.10 PROVIDED WATER QUALITY VOLUME 4712 CF WATER QUALITY DRAWDOWN TIME (See PONDS Results) 26 HOURS Amkk Pre -Development Runoff Volume (25 year, 24 hour) 35930 CF Post -Development Runoff Volume (25 year, 24 hour) 34529 CF REQUIRED ATTENUATION VOLUME 0 CF CONTROLLING REQUIRED STORMWATER MANAGEMENT VOLUME IS: Water Quality Sebastian Municipal Airport Hangar A 8/12/08 KLM DRAINAGE BASIN "B" SUMMARY ORIGINAL CALCULATIONS (See "Stormwater Management Calculations" in Attachments Section for full calculations of Permit # 42-061-68172-8) Developed Basin Area 2.83 AC Impervious Area 1.06 AC Impervious Percentage 37.4% 1.0"x Basin Area 0.24 AC-ft 1.25" x Impervious Area + 1.0"x Basin Area 0.228 AC-ft REQUIRED WATER QUALITY VOLUME (TOTAL) 0.24 AC-ft PROVIDED WATER QUALITY VOLUME (TOTAL) 0.25 AC-ft n MODIFIED CALCULATIONS Developed Basin Area 2.83 AC Impervious Area 1.10 AC Impervious Percentage 38.9% 1.0"x Basin Area 0.24 AC-ft 1.25" x Impervious Area + 1.0"x Basin Area 0.233 AC-ft ADDITIONAL IMPERVIOUS AREA IS STILL RETAINED WITHIN THE PROVIDED STORAGE. NO MODIFICATIONS TO TREATMENT FACILITY NEEDED. n Sebastian Municipal Airport Hangar A 8/0412008 KLM POND STAGE -STORAGE TABLES - POST DEVELOPMENT DRAINAGE BASIN A POND A Contour Contour Avg. Cont. Delta h Volume Cumul. Cumul. Elev. Area (sf) Area (so (ft) (cf) Vol. (cf) Vol. (Ac-ft) 18 4914 5546 1 5546 5546 0.13 19 6178 6874 1 6874 12420 0.29 20 7570 Sebastian Municipal Airport Hangar A 8/04/2008 KLM POND STAGE -STORAGE TABLES - PRE DEVELOPMENT EXISTING DITCH EXISTING DITCH Contour Contour Avg. Cont. Delta h Volume Cumul. Cumul. Elev. Area (sf) Area (sf) (ft) (cf) Vol. (cf) Vol. (Ac-ft) 17.2 2613 5497.5 0.2 1099.5 1099.5 0.03 17.4 8382 11250 0.2 2250 3349.5 0.08 17.6 14118 18127.5 0.2 3625.5 6975 0.16 17.8 22137 25688 0.2 5137.6 12112.6 0.28 18 29239 no Basin ------------------------ _____________�: Name: Existing Node: XDITCH Status: Onsite Group: pre Type: SCS unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 24.00 Rainfall Amount(in): 9.500 Time of Conc(min): 10.00 Area(ac): 1.170 Time Shift(hrs): 0.00 Curve Number: 91.38 Max Allowable Q(cfs): 999999.000 DCIA(&): 0.00 ----------------- Nodes Name: XDITCH Group: pre Type: Stage/Area Stage(ft) Area(ac) 17.200 0.0600 17.400 0.1920 17.600 0.3240 17.800 0.5080 18.000 0.6710 ---------------------- Name: XCutfall Group: pre Type: Time/Stage Base Flow(cfs): 0.000 ---------------------- Base Flow(cfS): 0.000 Init Stage(ft): 17.830 Warn Stage(ft): 19.000 --------------------------- Init Stage(ft): 17.830 Warn Stage(ft): 20.000 Time(hrs) Stage(ft) --------------- 0.00 --------------- 17.830 1000.00 17.830 Pipes Name: PRE 10- From Node: XDITCH Length(ft): 142.00 Group: pre To Node: XOutfall Count: 2 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 10.00 10.00 Entrance Loss Coef: 0.00 Riee(in): 10.00 10.00 Exit Loss Coef: 1.00 Invert(ft): 17.000 17.000 Bend Loss Coef: o.00 Maning'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: 25 YR-pRE Filename: Y:\Airports\X26 - Sebastian\TA412026(LOPresti_Facilities)\documents\lg-permit_agencieS\SJRWMD\25 YR-pRE.R3 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Fimod Rainfall Amount(in): 9.50 "M�" Time (bra) Print Inc(min) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page I of 2 ^1 10\ ------------------------------ 8.000 15.00 10.000 10.00 14.000 5.00 18.000 10.00 24.000 15.00 ------------------------------- Name: 25 YR-Prop Filename: Y:\Airports\X26 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.50 Time(hrs) Print Inc(min) ------------------------------ 8.000 15.00 10.000 10.00 14.000 5.00 18.000 10.00 24.000 15.00 Sebastian\TA412O26(LOPreati_Facilities)\documents\lg-permit_agencies\SJRWMD\25 YR-Prop.R ----------------- Routing Simulations___________________________________—_________________._________ Name:'25YR-24-HR Hydrology Sim: 25 YR-Prop Filename: Y:\Airports\X26 - Sebastian\TA412026(LOPresti_Facilities)\documents\lg-permit_agencies\SJRWMD\25YR-24-HR.I 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): 24.00 Min Calc Time(sec): 0.0100 Max Calc Time(sec): 0.1000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) ----------------------------- 999.000 15.000 Group Run BASE Yes ----------------------------------------------- ----------------------------- Name: PRE 25YR-24-HR Hydrology Sim: 25 YR-PRE Filename: Y:\Airports\X26 - Sebastian\TA412026(LOPresti_Facilities)\documents\lg-permit_ agencies\SJRWMD\PRE 25YR-24- Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hre): 0.000 Min Calc Time(sec): 0.0100 Boundary Stages: Time(hrs) Print Inc(min) --------------' 999.000 -------------- 15.000 Group Run --------------- pre ----- Yes Delta Z Factor: 0.00500 End Time(hrs): 24.00 Max Calc Time(sec): 0.1000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 2 of 2 Max Time Name Group Simulation Stage hre XDITCH pre PRE 25YR-24-HR 12.64 XOutfall pre PRE 25YR-24-HR 0.00 Max Warning Max Delta Max Surf Max Time Stage Stage Stage Area Inflow ft ft ft ft2 hrs 18.19 19.00 0.0000 36014 12.00 19.83 20.00 0.0000 9 12.64 Interconnected Channel and Pond Routing Model(ICPR) 02002 Streamline Technologies, Inc. Max Max Time Max Inflow Outflow Outflow cfe hre efa 6.30 12.64 2.05 2.05 0.00 0.00 Page I of I 026*0 Basin Name: Existing Group Name: pre Simulation: 25 YR-DRE Node Name: XDITCH 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): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (bra): 0.00 Area (ac): 1.170 Vol of Unit Hyd (in): 1.000 Curve Number: 91.380 DCIA (t): 0.000 Time Max (hre): 12.04 Flow Max (cfa): 6.46 Runoff Volume (in): 8.452 Runoff Volume (ft3): 35896 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 1 GOO Basins Name: Proposed A Node: Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Flmod Storm Duration(hrs): 24.aa Rainfall Amount(in): 9.500 Time of Conc(min): 10.00 Area(ac): 1.170 Time Shift(hrs): 0.0a Curve Number: 88.77 Max Allowable Q(cfs): 999999.000 OCIA(i): 0.00 Nodes=z.-.�......__�_ ........ ..6=__==a......_:______________�..y.._____________� Name: Ditch A Group: BASE Type: Stage/Area stage(ft) Area(ac) _______________ --------------- ------------------ Name: Ditch B Group: BASE Type: Stage/Area Stage(ft) Area(ac) _________ --------------- Base Flow(cfs): 0.000 ---------------------- Base Flow(cfs): 0.000 Init Stage(ft): 17.830 Warn Stage(ft): 19.800 -------------------------- Init Stage(ft): 17.830 Warn Stage(ft): 18.000 --------------------- ____________________________________________________________ Name: Ditch C Base Flow(cfe): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area stage(ft) Area(ac) _______________ _______________ ------------------------------------------------------------------------------------------ Name: Outfall Base Flow(cf6): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 20.000 Type: Time/Stage Time(hrs) Stage(ft) _______________ _______________ 0.00 17.830 1000.00 17.830 -------------------------------------------------------------------------------------- Name: Pond Base Flow(cfa): 0.000 Init Stage(ft): 18.000 Group; BASE Warn Stage(ft): 20.000 Type: Stage/Area Stage(ft) Area(ac) 18.000 0.1100 19.000 0.1400 20.000 0.1700 Cross Sections... ... _....... ___.-________________ Name: XSA Group: EASE Encroachment: No Station(ft) Elevation(ft) Manning-9 N Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of 5 0.000 19.800 0.042000 8.000 17.500 0.042000 13.000 17.500 0.042000 21.000 19.800 0.042000 ------------------------------- Name: XSE Encroachment: No Station(ft) Elevation(ft) --------------- ___-_____ -62.700 19.000 0.000 16.000 1.500 17.400 6.500 17.400 8.000 18.000 9B.400 19.000 ------------------------------- Name: XSC Encroachment: No Station(ft) Elevation(ft) _______________ _______________ -206.600 19.000 0.000 18.200 11.500 17.400 26.700 17.400 33.600 18.000 89.000 19.000 ----------------------------- Group: BASE Manning's N ------------- 0.060000 0.042000 0.042000 0.042000 0.042000 0.060000 ----------------------------- Group; BASE Manning's N 0.060000 0.042000 0.042000 0.042000 0.042000 0.060000 ==== Pipes=_�_=====a=_ ________�________ _________------------ _________ ------- ��________ Name: EXISTING 10" From Node: Ditch C Length(ft): 142.00 Group: BASE To Node: Outfall Count: 2 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 10.00 10.00 Entrance Loss Coef: 0.00 Rise(in): 10.00 10.00 Exit Loss Coef: 1.00 Invert(ft): 17.000 17.000 Bend Loss Coef: 0.00 Manning'a 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 PENA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Channels___________ ___________________________________________________________«�_ Name: Ditch AB From Node: Ditch A Length(ft): 300.00 Group: BASE To Node: Ditch B Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 0.000 0.000 Flow: Both TClpinit2(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: Level Pool Option A=Elev2(ft): 0.000 0.000 Stabilizer Tol(ft): 0.100 Aux XSec2: Top Width(ft): Depth(ft): Sot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): 40%, Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 5 -------------- ^k Name: Ditch SO Group: BASE oom\ UPSTREAM Geometry: Irregular Invert(ft): 0.000 TClpinit2(ft): 9999.000 Manning's N: Top Clip(ft): 0.000 Hot Clip(ft): 0.000 Main XSec: XSB AuxElevl ( f t): 0.000 Aux XSecl: AuxElev2(ft): 0.000 Aux XSec2: Top Width(ft): Depth(ft): Hot Width(ft): LtSdSlp(h/v): RCSdSlp(h/v): ------------------------- From Node: Ditch B ---------------------- Length(ft): 370.00 To Node: Ditch C Count: 1 DOWNSTREAM Friction Equation: Automatic Irregular Solution Algorithm: Automatic 0.000 Flow: Both 9999.000 Contraction Coef: 0.100 Expansion Coef: 0.300 0.000 Entrance Loss Coef: 0.000 0.000 Exit Loss Coef: 0.000 XSC Outlet Ctr'_ Spec: Use do or tw 0.000 Inlet Ctr- Spec: Use do Stabilizer Option: Level Pool Option 0.000 Stabilizer Tol(ft): 0.100 Drop Structures ____________�___ ___�_�__________ ______________�_________ Name: Structure 1 Group: BASE UPSTREAM Geometry: Horz Ellipse Span(in): 23.00 Rise(in): 14.00 Invert(ft): 19.500 Manning's N: 0.013000 Top Clip(in): 0.000 Hot Clip(in): 0.000 From Node: Pond To Node: Ditch A DOWNSTREAM Hors Ellipse 23.00 14.00 17.500 0.013000 0.000 0.000 Upstream FHWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall Downstream FRWA Inlet Edge Description: Horizontal Ellipse Concrete: Square edge with headwall *** Weir 1 of 2 for Drop Structure Structure 1 *** Count: 1 Type: Horizontal Flow: Both Geometry: Rectangular Span(in): 36.00 Rise(in): 24.00 Length(ft): 40.00 Count: 1 Friction Equation Solution Algorithm Flow Entrance Loss Coef Exit LOSS Coef Outlet Ctrl Spec Inlet Ctrl Spec Solution Inca Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 19.000 Control Elev(ft): 19.000 ** Weir 2 of 2 for Drop Structure Structure 1 *** Count: 1 Type: Vertical: Mavis Flow: Both Geometry: Rectangular Span(in): 36.00 Rise(in): 1.80 weirs Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Disc Coef: 3.200 Orifice Disc Coef: 0.600 Invert(ft): 18.850 Control Elev(ft): 18.850 Name: From Node: Group: BASE To Node: Flow: Both Count: 1 Type: Horizontal Geometry: Circular Span(in): 0.00 Rise(in): 0.00 Invert(ft): 0.000 Control Elevation(ft): 0.000 TABLE #tun%, Bottom Clip(in): 0.000 Automatic Most Restrictive Both 0.000 1.000 Use do or tw Use do 10 TABLE TABLE Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 5 Tap Clip(in): 0.000 Weir Discharge Coef: 3.200 'A Orifice Discharge Coef: 0.600 __— Hydrology Simulations_________________________________________________a___�=______ Name: 25 YR-uRE Filename: Y:\Airports\X26 - Sebas cian\TA41202 6 (LoPrest i_Facil Sties)\documents\1g-permit_agencies\SJRWMD\25 YE-pRE.R3 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.50 Time(hrs) Print Inc(min) ------------------------------ 6.000 15.00 1D.Oa0 10.00 14.000 5.00 18.000 10.00 24.000 15.00 ------------------------------- Name: 25 YR-Prop Filename: Y:\Airports\X26 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 9.50 Time(hrs) Print Inc(min) _______________ _______________ 8.000 15.00 10.000 10.00 14.000 5.00 18.000 10.00 24.000 15.00 Sebastian\TA412026(LoPresti_Facilities)\documents\lg-permit_agencies\SJRWMD\25 YR-Prop.R ==== Routing Simulations Name: 25YR-24-HR Hydrology Sim: 25 YR-Prop Filename: Y:\Airports\X26 - Sebastian\TA412026(LOPresti_Facilities)\documents\lg-permit_agencies\SJRWMD\25YR-24-HR.I 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 Cale Time(sec): 0.0100 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs): 24.00 Max Cale Time(sec): 0.1000 Boundary Flows: Time(hrs) Print Inc(min) __ _____________ 999.000 15.000 Group Run _______________ ----- BASE Yes ______________________ P_-_______-_-------_-________________-_----- Name: PRE 25YR-24-HR Hydrology Sim: 25 YR- RE Filename: Y:\Airports\X26 - Sebastian\TA412026(LoPresti_Facilit ies)\documents\lg-permit_agencies\SJRWMD\PRE 25YR-24- Execute: Yes Restart: No Patch: No Alternative: No Max ➢elta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 24.00 Min Cale Time(eee): 0.0100 Max Cale Time(sec): 0.1000 Boundary Stages: Boundary Flows: 00"N Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 5 -------------------------- 999.000 15.000 Oolk Group Run _______________ ----- pre Yes 100,14 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 5 i 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 hre ft ft ft ft2 hre cfa hre cfa Ditch A BASE 25YR-24-HR 12.45 17.83 19.90 -0.0000 8517 22.10 5.90 12.10 5.90 Ditch B BASE 25YR-24-HR 12.21 17.83 18.00 -0.0000 5504E 12.10 5.90 12.20 5.48 Ditch C BASE 25YR-24-HR 12.20 17.83 18.00 0.0000 48588 12.20 5.48 12.20 0.01 Outfall BASE 25YR-24-HR 0.00 17.83 20.00 0.0000 9 12.20 0.01 0.00 0.00 Pond BASE 25YR-24-HR 12.10 19.28 20.00 0.0000 6460 12.00 6.16 12.10 5.90 E Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of I Pt 141*\ Basin Name: Proncsed A Group Name: BASE Simulation: 25 3R-Prop Node Name: Pond 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): 9.500 Storm Duration (hre): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 1.170 Vol of Unit Hyd (in): 1.000 Curve Number: 88.770 DCIA (3): 0.000 Time Max (hrs): 12.04 Flow Max (of$): 6.33 Runoff Volume (in): 6.131 Runoff Volume (ft3): 34535 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 1 a 5001 4500 4000 3500 03000 E 0 > 2500 a E 2ooa. U Plot of Cumulative Volumes and Pond Stage vs Elapsed Time Scenario 1 POND BOTTOM AT 18.00 1500 - 1 11 I U% I I � i 1000-� Z i 3 i OS 500 j3 ,9 i Q � 0 �. 0 10 20 30 40 50 60 70 Elapsed Time (hrs) Y1 Axis: Cumulative Inflow -- Cumulative Infiltration - - Cumulative Discharge 19.2 -19.0 18.8 18.6 18.0 d W 17.8 - 17.6 17.4 1 I _ _ 117.2 80 90 10( Y2 Axis: Pond Stage — m .. m 0 0 0� 0 0 Z A a 0 mo0 w 0 CD 1 'mto<a 3»m0 oWM N N O in a 3 m 0 0 a Proiect Data Project Name: Simulation Description: Project Number: Engineer : Supervising Engineer: Date: Aauifer Data PONDS Version 3.2.0218 Retention Pond Recovery - Refined Method Copyright 2003 Devo Seereeram, Ph.D., P.E. Sebastian Municipal Airport Hangar A Recovery Analysis TA412026 KLM TW M 08-05-2008 Base Of Aquifer Elevation, [B] (ft datum): 7.00 Water Table Elevation, [WTI (It datum): 17.00 Horizontal Saturated Hydraulic Conductivity, [Kh] (ft/day): 20.00 Fillable Porosity, [n] (%): 30.00 Vertical infiltration was not considered. Geometry Data Equivalent Pond Length, [L] (ft): 126.0 Equivalent Pond Width, [W] (ft): 76.0 Ground water mound is expected to intersect the pond bottom Stacie vs Area Data Stage (ft datum) 18.00 19.00 20.00 Area (ft') 4792.0 6099.0 7406.0 Sebastian Municipal Airport Hangar A 08-06-2008 15:04:47 Page 1 PONDS Version 3.2.0207 Retention Pond Recovery -Refined Method Copyright 2003 Devo Seereeram, Ph.D., P.E. Scenario Input Data Scenario 1 :: Hydrograph Type: Slug Load Modflow Routing: Routed with infiltration Treatment Volume (W) 4712 Initial ground water level (ft datum) default, 17.00 Time After Time After Storm Event Storm Event (days) (days) 0.100 2.000 0.250 2.500 0.500 3.000 1.000 3.500 1.500 4.000 Sebastian Municipal Airport Hangar A 08-05-2008 15:45:01 Page 2 /ok" I PONDS Version 3.2.0207 Retention Pond Recovery - Refined Method Copyright 2003 Devo Seereeram, Ph.D., P.E. Detailed Results :: Scenario 1 :: Elapsed Infim Outside Stage Infiltration Over low Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (WIS) (Nday) (it datum) (fl3ls) (R'/s) Volume (in Volume (W) Volume (W) Type 0.000 785.3333 0.0000 18.000 1.72310 0.00000 0.0 0.0 0.0 NA. 0.002 785.3333 0.0000 18.876 1.72099 0.00000 4712.0 10.3 0.0 S 2.400 0.0000 0.0000 18.581 0.14822 0.00000 4712.0 1707.4 0.0 S 6.000 0.0000 0.0000 18.401 0.06290 0.00000 4712.0 2688.0 0.0 S 12.000 0.0000 0.0000 18.228 0.03544 0.00000 4712.0 3587.3 0.0 S 24.000 0.0000 0.0000 18.027 0.01302 0.00000 4712.0 4583.0 0.0 S 36.000 0.0000 0.0000 17.852 0.00149 0.00000 4712.0 4712.0 0.0 S 48.000 0.0000 0.0000 17.728 0,00000 0.00000 4712.0 4712.0 0.0 S 60.000 0.0000 0.0000 17.638 0.00000 0.00000 4712.0 4712.0 0.0 S 72.000 0.0000 0.0000 17.570 0.00000 0.00000 4712.0 4712.0 0.0 S 84.000 0.0000 0.0000 17.516 0,00000 0.00000 4712.0 4712.0 0.0 S 96.000 0.0000 0.0000 17.472 - - 4712.0 4712.0 0.0 NA. Sebastian Municipal Airport Hangar A 08-05.2008 15:45:02 Page 8 /►. PONDS Version 3.2.0207 Retention Pond Recovery - Refined Method Copyright 2003 Devo Seereeram, Ph.D., P.E. Summary of Results :: Scenario 1 Time Stage Rate Volume (hours) (ft datum) (ft3/s) (ft3) Stage Minimum 96.000 17.47 Maximum 0.002 18.88 Inflow Rate - Maximum - Positive 0.002 785.3333 Rate - Maximum - Negative None None Cumulative Volume - Maximum Positive 0.002 4712.0 Cumulative Volume - Maximum Negative None None Cumulative Volume - End of Simulation 96.000 4712.0 Infiltration Rate - Maximum - Positive 0.002 1.7210 Rate - Maximum - Negative None None Cumulative Volume - Maximum Positive 36.000 4712.0 Cumulative Volume - Maximum Negative None None Cumulative Volume - End of Simulation 96.000 4712.0 Combined Discharge Rate - Maximum - Positive None None Rate - Maximum - Negative None None Cumulative Volume - Maximum Positive None None Cumulative Volume - Maximum Negative None None Cumulative Volume - End of Simulation 96.000 0.0 Discharge Structure 1 - inactive Rate - Maximum - Positive disabled disabled Rate - Maximum - Negative disabled disabled Cumulative Volume - Maximum Positive disabled disabled Cumulative Volume - Maximum Negative disabled disabled Cumulative Volume - End of Simulation disabled disabled Discharge Structure 2 - inactive Rate - Maximum - Positive disabled disabled Rate - Maximum - Negative disabled disabled Cumulative Volume - Maximum Positive disabled disabled Cumulative Volume - Maximum Negative disabled disabled Cumulative Volume - End of Simulation disabled disabled Discharge Structure 3 - inactive Rate - Maximum - Positive disabled disabled Rate - Maximum - Negative disabled disabled Cumulative Volume - Maximum Positive disabled disabled Cumulative Volume - Maximum Negative disabled disabled Cumulative Volume - End of Simulation disabled disabled Pollution Abatement: 36 Hour Stage and Infiltration Volume 36.000 17.85 4712.0 72 Hour Stage and Infiltration Volume 72.000 17.57 4712.0 Sebastian Municipal Airport Hangar A 08-05-2008 15:45:03 Page 9 St. Johns .River Water Management District Kirby e. Green III, Executive D'uector • David W. Fisk Assistant Execwiva Director 4049 Reid Street o P.O. Box 1429 • Palatka, FL 32178.1429 • (386) 329-4500 On the Internet at www.sirwmd.com. REGULATION OF STORMWATER MANAGEMENT SYSTEMS CHAPTER 40C-42, F.A.C. PERMIT NO. 42-061-68172-8 DATE ISSUED: June 28. 2004 A PERMIT AUTHORIZING: Construction of a Stormwater Management System with stormwater treatment by retention for Sebastian Admin. Bldg 8 Police Evidence Compound, a 2.83-acre project to be constructed as per plans received by the District on May 25, 2004 and amended sheet C-4 received by the District on June 25, 2004. LOCATION: Section(s): 1 Township(s): 31S Range(s): 38E Indian River County City of Sebastian 1225 Main St Sebastian, FL 32958-8697 This document shall serve as the formal permit for construction and operation of stormwater management system in accordance with Chapter 40C-42, F.A.C., issued by the staff of the St. Johns River Water Management District on June 28, 2004. This permit is subject to the standard limiting conditions and other special conditions approved by the staff. These conditions are enclosed. This permit is a legal document and should be kept with your other important records. The permit requires the submittal of an As -built certification and may require submittal of other documents. All information provided in compliance with permit conditions should be submitted to the District office from which the permit was issued. An As -built certification form is attached. Complete this form within 30 days of completion of construction of the permitted system, including all site work. Upon receipt of the As -built certification, staff will inspect the project site. Once the project is found to be in compliance with all permit requirements, the permit may be converted to its operation phase and responsibility transferred to the operation and maintenance entity in accordance with Chapter 400-42.028, F.A.C. - - -GOVERNING SOARN -- - - OmetriasD.Long,onAiAmAu David G, Graham, WCE cHm..A A. G!ay Albright, sEcmAar Duane Onenstroer, rneAuAE APOPIA JACKSOMPLLE OCAIA JACago U_C John G. Sminski Wildam Kerr Ann T. Moore Susan N. Hughes MELBOUTA BEACH SUJNELL JACK500MLLE Permit issuance does not relieve you from the responsibility for obtaining permits from any federal, state, and/or local agencies asserting concurrent jurisdiction over this work. Please note that if dewatering is to occur during any phase of construction or thereafter and the surface water pump(s), wells, or facilities are capable of withdrawing one million gallons of water per day or more, or an average of 100,000 gallons per day or more over a year, and any discharge is to be off -site, you must apply for and obtain a Consumptive Use Permit (40C-2) from the District prior to starting the dewatering. Please contact the District if you need additional information or application materials. Permittee agrees to hold and save the St. Johns River Water Management District and its successors harmless from any and all damages, claims, or liabilities which may arise from permit issuance. Said application, including all plans and specifications attached thereto, is by reference made a part thereof. This permit does not convey to Permittee any property rights nor any rights or privileges other than those specified herein, nor relieve the Permittee from complying with any law, regulation or requirement affecting the rights of other bodies or agencies. All structures and works installed by Permittee hereunder shall remain the property of the Permittee. This permit may be revoked, modified, or transferred at any time pursuant to the appropriate provisions of Chapter 373, Florida Statutes. In the event you sell your property, the permit will be transferred to the new owner, if we are notified by you within thirty days of the sale. Please assist us in this matter so as to maintain a valid permit for the new property owner. Thank you for your cooperation, and if this office can be of any further assistance to you, please do not hesitate to contact us. Fariborz Zanganeh, Supervising Prof Engineer - Palm Bay Department of Water Resources Enclosures: As -built Certification Form Exhibit A cc: District Permit File Agent: Mosby & Associates Inc 2455 14th Ave Vero Beach, FL 32960 Consultant: Mosby & Associates Inc 2455 14th Ave Vero Beach, FL 32960 "EXHIBIT A" CONDITIONS FOR ISSUANCE OF PERMIT NUMBER 42-061-68172-8 CITY OF SEBASTIAN DATED JUNE 28, 2004 1. All activities shall be implemented asset forth in the plans, specifications and performance criteria as approved by this permit. Any deviation from the permitted activity and the conditions for undertaking that activity shall constitute a violation of this permit. 2. This permit or a copy thereof, complete with all conditions, attachments, exhibits, and modifications, shall be kept at the work site of the permitted activity. The complete permit shall be available for review at the work site upon request by District staff. The permittee shall require the contractor to review the complete permit prior to commencement of the activity authorized by this permit. 3. Activities approved by this permit shall be conducted in a manner which do not cause violations of state water quality standards. 4. Prior to and during construction, the permittee shall implement and maintain all erosion and sediment control measures (best management practices) required to retain sediment on -site and to prevent violations of state water quality standards. All practices must be in accordance with the guidelines and specifications in chapter 6 of the Florida Land Development Manual: A Guide to Sound Land and Water Management (Florida Department of Environmental Regulation 1988), which are incorporated by reference, A011%, unless a project specific erosion and sediment control plan is approved as part of the permit, in which case the practices must be in accordance with the plan. If site specific conditions require additional measures during any phase of construction or operation to prevent erosion or control sediment, beyond those specified in the erosion and sediment control plan, the permittee shall implement additional best management practices as necessary, in accordance with the specifications in chapter 6 of the Florida Land Development Manual: A Guide to Sound Land and Water Management (Florida Department of Environmental Regulation 1988). The permittee shall correct any erosion or shoaling that causes adverse impacts to the water resources. 5. Stabilization measures shall be initiated for erosion and sediment control on disturbed areas as soon as practicable in portions of the site where construction activities have temporarily or permanently ceased, but in no case more than 7 days after the construction activity in that portion of the site has temporarily or permanently ceased. 6. At least 48 hours prior to commencement of activity authorized by this permit, the permittee shall submit to the District a Construction Commencement Notice Form No. 40C-4.900(3) indicating the actual start date and the expected completion date. 7. When the duration of construction will exceed one year, the permittee shall submit construction status reports to the District on an annual basis utilizing an Annual Status Report Form No. 40C-4.900(4). These forms shall be submitted during June of each year. 8. For those systems which will be operated or maintained by an entity which will require an easement or deed restriction in order to provide that entity with the authority ,..1 necessary to operate or maintain the system, such easement or deed restriction, together with any other final operation or maintenance documents as are required by subsections 7.1.1 through 7.1.4 of the Applicant's Handbook: Management and Storage of Surface Waters, must be submitted to the District for approval. Documents meeting the requirements set forth in these subsections of the Applicant's Handbook will be approved. Deed restrictions, easements and other operation and maintenance documents which require recordation either with the Secretary of State or the Clerk of the Circuit Court must be so recorded prior to lot or unit sales within the project served by the system, or upon completion of construction of the system, whichever occurs first. For those systems which are proposed to be maintained by county or municipal entities, final operation and maintenance documents must be received by the District when maintenance and operation of the system is accepted by the local governmental entity. Failure to submit the appropriate final documents referenced in this paragraph will result in the permittee remaining liable for carrying out maintenance and operation of the permitted system. 9. Each phase or independent portion of the permitted system must be completed in accordance with the permitted plans and permit conditions prior to the initiation of the permitted use of site infrastructure located within the area served by the portion or phase of the system. Each phase or independent portion of the system must be completed in accordance with the permitted plans and permit conditions prior to transfer of responsibility for operation and maintenance of that phase or portion of the system to local government or other responsible entity. 10. Within 30 days after completion of construction of the permitted system, or independent portion of the system, the permittee shall submit a written statement of completion and certification by a registered professional engineer or other appropriate individual as authorized by law, utilizing As Built Certification Form 40C-1.181(13) or 40C-1.181(14) supplied with this permit. When the completed system differs substantially from the permitted plans, any substantial deviations shall be noted and explained and two copies of as -built drawings submitted to the District. Submittal of the completed from shall serve to notify the District that the system is ready for inspection. The statement of completion and certification shall be based on on -site observation of construction (conducted by the registered professional engineer, or other appropriate individual as authorized by law, or under his or her direct supervision) or review of as -built drawings for the purpose of determining if the work was completed in compliance with approved plans and specifications. As -built drawings shall be the permitted drawings revised to reflect any changes made during construction. Both the original and any revised specifications must be clearly shown. The plans must be clearly labeled as "as -built" or "record" drawing. All surveyed dimensions and elevations shall be certified by a registered surveyor. The following information, at a minimum, shall be verified on the as -built drawings: 1. Dimensions and elevations of all discharge structures including all weirs, slots, gates, pumps, pipes, and oil and grease skimmers; 2. Locations, dimensions, and elevations of all filter, exfiltration, or underdrain systems including cleanouts, pipes, connections to control structures, and points of discharge to the receiving waters; 3. Dimensions, elevations, contours, or cross -sections of all treatment storage areas sufficient to determine state -storage relationships of the storage area and the permanent pool depth and volume below the control elevation for normally wet systems, when appropriate; 4. Dimensions, elevations, contours, final grades, or cross -sections of the system to determine flow directions and conveyance of runoff to the treatment system; Oak 5. Dimensions, elevations, contours, final grades, or cross -sections of all conveyance systems utilized to convey off -site runoff around the system; 6. Existing water elevations) and the date determined; and Elevation and location of benchmark(s) for the survey. 11. The operation phase of this permit shall not become effective until the permittee has complied with the requirements of general condition 9 above, the District determines the system to be in compliance with the permitted plans, and the entity approved by the District in accordance with subsections 7.1.1 through 7.1.4 of the Applicants Handbook: Management and Storage of Surface Waters, accepts responsibility for operation and maintenance of the system. The permit may not be transferred to such an approved operation and maintenance entity until the operation phase of the permit becomes effective. Following inspection and approval of the permitted system by the District, the permittee shall request transfer of the permit to the responsible approved operation and maintenance entity, if different from the permittee. Until the permit is transferred pursuant to section 7.1 of the Applicant's Handbook: Management and Storage of Surface Waters, the permittee shall be liable for compliance with the terms of the permit. 12. Should any other regulatory agency require changes to the permitted system, the permittee shall provide written notification to the District of the changes prior implementation so that a determination can be made whether a permit modification is required. 13. This permit does not eliminate the necessity to obtain any required federal, state, local and special district authorizations prior to the start of any activity approved by this permit. This permit does not convey to the permittee or create in the permittee any property right, or any interest in real property, nor does it authorize any entrance upon or activities on property which is not owned or controlled by the permittee, or convey any rights or privileges other than those specified in the permit and chapter 40C-4 or chapter 40C-40, F.A.C. 14. The permittee shall hold and save the District harmless from any and all damages, claims, or liabilities which may arise by reason of the activities authorized by the permit or any use of the permitted system. 15. Any delineation of the extent of a wetland or other surface water submitted as part of the permit application, including plans or other supporting documentation, shall not be considered specifically approved unless a specific condition of this permit or a formal determination under section 373.421(2), F.S., provides otherwise. 16. The permittee shall notify the District in writing within 3D days of any sale, conveyance, or other transfer of ownership or control of the permitted system or the real property at which the permitted system is located. All transfers of ownership or transfers of a permit are subject to the requirements of section 40C-1.612, F.A.C. The permittee transferring the permit shall remain liable for any corrective actions that may be required as a result of any permit violations prior to such sale, conveyance or other transfer. 17. Upon reasonable notice to the permittee, District authorized staff with proper identification shall have permission to enter, inspect, sample and test the system to insure conformity with the plans and specifications approved by the permit. 18. If historical or archaeological artifacts are discovered at any time on the project site, the permittee shall immediately notify the District. 19. The permittee shall immediately notify the District in writing of any previously submitted information that is later discovered to be inaccurate. 02% Auk Notice Of Rights A person whose substantial interests are or may be determined has the right to request an administrative hearing by filing a written petition with the St. Johns River Water Management District (District), or may choose to pursue mediation as an alternative remedy under Sections 120.569 and 120.573, Florida Statutes, before the deadline for filing a petition. Choosing mediation will not adversely affect the rights to a hearing if mediation does not result in a settlement. The procedures for pursuing mediation are set forth in Sections120.569 and 120.57, Florida Statutes, and Rules 28-106.111 and 28-106.401-.405, Florida Administrative Code. Pursuant to Chapter 28-106 and Rule 40C-1.1007, Florida Administrative Code, the petition must be filed at the office of the District Clerk at District Headquarters, P. O. Box 1429, Palatka, Florida 32178-1429 (4049 Reid St., Palatka, FL 32177) within twenty-six (26) days of the District depositing notice of District decision in the mail (for those persons to whom the District mails actual notice) or within twenty-one (21) days of newspaper publication of the notice of District decision (for those persons to whom the District does not mail actual notice). A petition must comply with Chapter 28-106, Florida Administrative Code. 2. If the Governing Board takes action which substantially differs from the notice of District decision, a person whose substantial interests are or may be determined has the right to request an administrative hearing or may choose to pursue mediation as an alternative remedy as described above. Pursuant to District Rule 40C-1.1007, Florida Administrative Code, the petition must be filed at the office of the District Clerk at the address described above, within twenty-six (26) days of the District depositing notice of final District decision in the mail (for those persons to whom the District mails actual notice) or within twenty-one (21) days of newspaper publication of the notice of its final agency action (for those persons to whom the District does not mail actual notice). Such a petition must comply with Rule Chapter 28-106, Florida Administrative Code. 3. A substantially interested person has the right to a formal administrative hearing pursuant to Section 120.569 and 120.57(1), Florida Statutes, where there is a dispute between the District and the party regarding an issue of material tact. A petition for formal must comply with the requirements set forth in Rule 28-106.201, Florida Administrative Code. 4. A substantially interested person has the right to an informal hearing pursuant to Sections 120.569 and 120.57(2), Florida Statutes, where no material facts are in dispute. A petition for an informal hearing must comply with the requirements set forth in Rule 28-106.301, Florida Administrative Code. 5. A petition for an administrative hearing is deemed filed upon delivery of the petition to the District Clerk at the District headquarters in Palatka, Florida. 6. Failure to file a petition for an administrative hearing, within the requisite time frame shall constitute a waiver of the right to an administrative hearing (Section 28-106.111, Florida Administrative Code). 7. The right to an administrative hearing and the relevant procedures to be followed are governed by Chapter 120, Florida Statutes, and Chapter 28-106, Florida Administrative Code and Section 40C-1.1007, Florida Administrative Code. Notice Of Rights 8. An applicant with a legal or equitable interest in real property who believes that a District permitting action is unreasonable or will unfairly burden the use of his property, has the right to, within 30 days of receipt of notice of the District's written decision regarding a permit application, apply for a special master proceeding under Section 70.51, Florida Statutes, by filing a written request for relief at the office of the District Clerk located at District headquarters, P. O. Box 1429, Palatka, FL 32178-1429 (4049 Reid St., Palatka, Florida 32177). A request for relief must contain the information listed in Subsection 70.51(6), Florida Statutes. 9. A timely filed request for relief under Section 70.51, Florida Statutes, tolls the time to request an administrative hearing under paragraph no. 1 or 2 above (Paragraph 70.51(10)(b), Florida Statutes). However, the filing of a request for an administrative hearing under paragraph no. 1 or 2 above waives the right to a special master proceeding (Subsection 70.51(10)(b), Florida Statutes). 10. Failure to file a request for relief within the requisite time frame shall constitute a waiver of the right to a special master proceeding (Subsection 70.51(3), Florida Statutes). 11. Any substantially affected person who claims that final action of the District constitutes an unconstitutional taking of property without just compensation may seek review of the action in circuit court pursuant to Section 373.617, Florida Statutes, and the Florida Rules of Civil Procedures, by filing an action in circuit court within 90 days of the rendering of the final District action, (Section 373.617, Florida Statutes). 12. Pursuant to Section 120.68, Florida Statutes, a person who is adversely affected by final District action may seek review of the action in the District Court of Appeal by filing a notice of appeal pursuant to the Florida Rules of Appellate Procedure within 30 days of the rendering of the final District action. 13. A party to the proceeding before the District who claims that a District order is inconsistent with the provisions and purposes of Chapter 373, Florida Statutes, may seek review of the order pursuant to Section 373.114, Florida Statutes, by the Florida Land and Water Adjudicatory Commission, by filing a request for review with the Commission and serving a copy on the Department of Environmental Protection and any person named in the order within 20 days of adoption of a rule or the rendering of the District order. 14. For appeals to the District Court of Appeal, a District action is considered rendered after it is signed on behalf of the District, and is filed by the District Clerk. 15. Failure to observe the relevant time frames for filing a petition for judicial review described in paragraphs #11 and #12, or for Commission review as described in paragraph #13, will result in waiver of that right to review_ Notice Of Rights Certificate of Service I HEREBY CERTIFY that a copy of the foregoin Mail to: g Notice of Rights has been sent by U.S. City of Sebastian 1225 Main St Sebastian, FL 32958-8697 At 4:00 p.m. this 281h day of June, 2004. Division of Permit Data Serve Gloria Lewis, Director St. Johns River Water Management District Post Office Box 1429 Palatka, FL 32178-1429 (386) 329-4152 "� Permit Number: 42-061-68172.E STORMWATER MANAGEMENT CALCULATIONS for SEBASTIAN AIRPORT ADMINISTRATION & POLICE EVIDENCE COMPOUND City of Sebastian, Florida �°,Q.1Ca11 V 1Ce.� May 2004 Y,yZ g PALM BAY SERVICE CENTU Prepared by: Mosby and Associates, Inc. 2455 14'' Avenue Vero Beach, Florida 32960 (772) 569-0035 Certificate of Authorization #: 3728 Engineers Project No. 03-429 look Mr. Bruce Moia P.E. #47529� Awk 1. 2. 3. 4. 5. W I11 TABLE OF CONTENT S Introduction and Background Pre -Development Conditions Post -Development Conditions Required Storage Stage -Storage Relationships Summary Appendix A INPUT REPORTS Appendix B MEAN ANNUAL Appendix C RECOVERY ANALYSIS Appendix D SOILS REPORT r Introduction. The proposed project site is approximately a 2.8 acre portion of Airport property located in the City of Sebastian on Airport Drive East. Baciceround. The project site is developed. The open space exists as urbanized lawns in good condition. The existing soils throughout the site are Immokallee sands, undrained. Therefore, we will assume a Type D soil for the existing condition. Pre-Develooment Conditions, Total Impervious = 0.68 ac. (24%) Total Pervious = 2.15 ac. (76%) Basin Total = 2.83 ac. (100%) /" 1 T, = 0.007 [(0.24)(162)j° s / (5.5)0'' (0.0086)"' = 0.37 hr. = 22 minutes CN = 98(0.24) + 80(0.76) = 84.3 Post -Development Conditions., Total Basin Area = 2.83 ac. =100% Total Impervious = 1.06 ac. = 37.4% Total Pervious = 1.77 ac. = 62.6% CN = 98(0.374) + 80(0.626) = 86.7 T, = 5 minutes (conservative) r Required StoraEe 111/12 x 2.83 ac. = 0.24 e, 1.25"/12(1.06 ac.) + 0.5"/12(2.83 ac.) = 0.23 ac-ft. SET WEIR @ 20.0 ACUTAL STORAGE = 0.25 ac-ft. Required Storne, Elevation (ft.) Area SF Volume (ac-ft) 19.0 9531 0 20.0 12281 0.25 21.0 15233 0.57 Summary Peak Staee Discharee Pre -Development: Mean Annual N/A 5.00 cfs Post -Development: Mean Annual 20.42 3.47 cfs Top of Bank = 21.0 /\ /0% APPENDIX A INPUT REPORTS AAN (SU G1 /0%k Advanced Interconnected Channel 8 Pond Routing (ICPR Ver 2.20) [1] Copyright 1995, Streamline Technologies, Inc. SEBASTIAN AIRPORT ADMIN BLDG ttttrtrrrt Input Report•t*tttttttttttttrttttttttttttttttttxttrtttrtrtttttttttrt Node- Name: OUT Base Flow(cfs): 0 Init Staga(ft): 17.5 Group: BASE earn Stage(ft): 0 Comment: Time(hrs) Stage(ft) 0 17.5 12 19.3 24 18 Node--------------_�___�_.�—_- Name: RET Base F(ow(ofs): 0 Init Stage(ft): 19 Group: BASE Uarn Stage(ft): 0 Comment: Stage(ft) Area(ac) 19 0.219 20 0.282 21 0.349 Basin: POST Node: RET Status: On Site Type: SCS Unit Hydr Group: BASE unit Hydrograph: UH323 peak Factor: 323 RainfaLL Fite: FLMOD Storm Duration(hrs): 24 Rainfall Amount(in): 4.8 Area(ac): 2.83 Concentration Time(min): 5 Curve A: 86.7 Time Shift(hrs): 0 DCIAM: 0 —----- Class: Basin __.____,—�____�____-- ^. Basin: PRE Node: PREDEV Status: On Site Type: SCS Unit Hydr Group: BASE . Unit Hydrograph: UH323 Peak Factor: 323 Rainfall File: FLMOD Storm Duration(hrs): 24 Rainfall Amount(in): 4.8 Area(ac): 2.83 Concentration Time(min): 22 Curve N: 84.3 Time Shift(hrs): 0 DCIA(S): 0 Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) (2I Copyright 1995, Stream Line Technologies, Inc. SEBASTIAN AIRPORT ADMIN BLDG Input --^---- Class: Ye: WEIR From Node: RET Group: BASE To Node: OUT Count: 2 Type: Mavis FLOW: Both Geometry: Rectangular Span(in): 24 Rise(in): 999 Invert(ft): 20 Control ELev(ft): 20 TABLE Bottom Clip(in): 0 Top CLip(in): 0 Veir Discharge Coef: 3.2 Orifice Discharge Coef: 0 -----^Class: Simu Lation---------------_,_____�,___r._�________ C:\ICPRZ\03JOBS\MA Execution: Both header: MEAN ANNUAL EVENT Max Delta Z (ft): 0.5 Delta 2 Factor: 0.05 Override Defaults: No Time Step Optimizer: 0 Drop Structure Optimizer: 0 Sim Start Time(hrs): 0 Sim End Time(hra): 24 Min Calc Time(sec): 1 Max Calc Time(sec): 300 To Hour: PInc(min): To Hour: PInc(min): 24 15 24 15 -------GROUP SELECTIONS ------ —__—--------- _--- ---________ ♦ BASE tO7/10/031 ' coo APPENDIX B MEAN ANNUAL 000% SU Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.20) 0-01 Copyright 1995, Streamline Technologies, Inc. �.z MEAN ANNUAL EVENT Ell +***}**}*} Basin Summary — M0. *** Basin Name: PRE POST Group Name: 60.SE BASE Node Name: PREDEV RET Hydrograph Type: UH UH Unit Hydrograph: uH323 uH323 Peaking Factor: 323.00 323.00 Spec Time Inc (min): 2.93 0.67 Comp Time Inc (min): 2.93 0.67 Rainfa LL File: "OD FLMOD Rainfall Amount (in): 4.80 4.80 Storm Duration (hr): 24.00 24.00 Status: ONSITE ONSITE Time of Conc. (min): 22.00 5.00 Lag Time (hr): 0.00 0.00 Area (acres): 2.83 2.83 VOL of unit Hyd (in): 1.00 1.00 curve Number: 84.30 86.70 DCIA (%): 0.00 0.00 Time Max (hrs): 12.12 12.01 $.00 8.36 FLoH Max (cfs): Runoff Volume (in): 3.12 3.35 Runoff Volume (cf): 3201C 34425 �1 (BU Advanced Interconnected Channel & Pond Routing (tCPR Ver 2.20) I1) Copyright 1995, Streamtine rechno(ogies, Inc. MEAN ANNUAL EVENT +++++k+*## Node Maximun Conditions - MA***#**#####++#**##*+##+#++++++++++k++++k++x++++x*+++#,n,+#e.+*+#++##+##w#•###++#*++#+ (Time units - hours) Node Group Max Tine Max Stage Warning Max Oetta Max Surface Max Time Max Inflow Max Time Max outflow Nana Name Conditions (ft) Stage (it) Stage (ft) Area (sf) Inflow (cfs) Outf Cow <cfs) OUT BASE 12.00 19.30 0.00 0.0125 0.00 12.31 3.47 0.00 0.00 RET BASE 12.31 0.42 0.00 0.0249 13505.96 12.00 8.33 12.31 3.47 Avftk lo\ APPENDIX C RECOVERY ANALYSIS /1 F= MODRET SUMMARY OF UNSATURATED & SATURATED INPUT PARAMETERS PROJECT NAME: Sebastian Administration POLLUTION VOLUME RUNOFF DATA USED UNSATURATED ANALYSIS INCLUDED Pond Bottom Area 9,531.00 ftz Pond Volume between Bottom & DHWL 10,890.00 ft3 Pond Length to Width Ratio (L/W) 2.00 Elevation of Effective Aquifer Base 4.00 ft Elevation of Seasonal High Groundwater Table 17.50 ft Elevation of Starting Water Level 19.00 ft Elevation of Pond Bottom 19.00 ft Design High Water Level Elevation 20.00 ft Avg. Effective Storage Coefficient of Soil for Unsaturated Analysis 0.20 Unsaturated Vertical Hydraulic Conductivity 40.00 ft/d Factor of Safety 2.00 Saturated Horizontal Hydraulic Conductivity 60.00 ft/d Avg. Effective Storage Coefficient of Soil for Saturated Analysis 0.20 Avg. Effective Storage Coefficient of Pond/Exfiltration Trench 1.00 Hydraulic Control Features: Top Bottom Left Right Groundwater Control Features - Y/N N N N N Distance to Edge of Pond 0.00 0.00 0.00 0.00 Elevation of Water Level 0.00 0.00 0.00 0.00 Impervious Barrier - Y/N N N N N Elevation of Barrier Bottom 0.00 0.00 0.00 0.00 MODRET TIME - RUNOFF INPUT DATA PROJECT NAME: SEBASTIAN ADMINISTRATION STRESS INCREMENT VOLUME PERIOD OF TIME OF RUNOFF NUMBER (hrs) (ft3) Unsat 0.36 2,859.30 1 1.00 8,030.70 2 8.83 0.00 3 8.83 0.00 4 8.83 0.00 5 8.83 0.00 6 8.83 0.00 7 8.83 0.00 8 8.83 0.00 9 8.83 0.00 CUMULATIVE TIME (hrs) 00.00 - 0.00 0.00 1.36 10.19 13.83 27.85 36.68 45.51 54.34 WNW 72.00 MODRET SUMMARY OF RESULTS PROTECT NAME, Sebastian Administration WATER INSTANTANEOUS AVERAGE ELEVATION INFILTRATION INFILTRATION (feet) RATE (cfs) RATE (cfs) 17.500 0.000 * 0.00000 17.500 1.07767 0.96944 19.564 0.86122 0.15855 19.101 0.12133 0.08411 19.000 0.07047 0.05683 18.690 0.04978 0.04274 18.565 0.03835 0.03397 18.466 0.03096 0.02795 18.384 0.02574 0.02353 18.316 0.02186 0.02019 18.257 Maximum Water Elevation: 19.564 feet @ 1.36 hours * Time increment when there is no runoff Maximum Infiltration Rate: 7.691 ft/day CUMULATIVE OVERFLOW (ft3) 0.00 0.00 0.00 11NOR 0.00 0.00 0.00 0.00 1 M Recovery @ 13.83S hours it A*�a APPENDIX D SOILS REPORT j Additional Subsurface Soil Exploration New Administration Building Sebastian Municipal Airport Sebastian, Florida Aida ar & Associates, Inc. OFFICES Orlando, 8008 S. Orange Avenue, Orlando, Florida 32809, Phone (407) 855-3860 Bartow, 1525 Centennial Drive, Barlow, Florida 33830, Phone (863) 533-0858 Cocoa, 1300 N. Cocoa Blvd., Cocoa, Florida 32922, Phone (321) 632-2503 Fort Lauderdale, 3665 Park Central Boulevard North, Pompano Beach, Florida 33064, Phone (954) 969-8788 Fort Myers, 9970 Bavaria Road, Fort Myers, Florida 33913, Phone (941) 768-6600 Miaml, 2608 W. 84th Street, Hialeah, Florida 33016, Phone (305) 825-2683 Port Charlotte, 740 Temiami Trail, Unit 3, Port Charlotte, Florida 33954, Phone (941) 624-3393 Port St. Lucie, 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986, Phone (772) 878-0072 Sarasota, 2500 Bee Ridge Road, Sarasota, Florida 34239, Phone (941) 922-3526 Tallahassee, 3175 West Tharpe Street, Tallahassee, Florida 32303, Phone (850) 576-6131 Tampa, 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619, Phone (313) 620-3389 Writ Palm Beach, 2511 Westgate Avenue, Suite 10, West Palm Beach, Florida 33409, Phone (561) 687-8200 MEMBERS: A.S.F.E. Amencm Concrete Institute American Society Testing and Materials Flontla institute of Consulting Engineers Ardaman & Associates, Inc. Geotechnicai, Envitonmental and April 27, 2004 Materials consultants File No. 04-5218 a Holland Builders of South Florida, Inc. 4860 NE 12th Avenue Ft. Lauderdale, Florida 33334 Attention: Mr. Jim Kelly Subject: Additional Subsurface Soil Exploration New Administration Building Sebastian Municipal Airport Sebastian, Florida Dear Mr. Kelly., As requested, we have completed an additional subsurface soil exploration for the subject project. The purpose of performing this exploration was to evaluate the general subsurface conditions within the proposed retention pond area. In addition, we have estimated the normal seasonal high groundwater level at the boring location and provided the results of a field permeability test on the site. This report documents our findings and presents our engineering recommendations. SITE LOCATION AND SITE DESCRIPTION NThe subject site is located on the Sebastian Municipal Airport facility in Section 1, Township 31 South, Range 38 East in Sebastian, Florida. The site location is superimposed on the Sebastian, Florida USGS quadrangle map included as the Site Location Map, Figure 1. The proposed retention pond location is currently grassed. REVIEW OF SOIL SURVEY MAPS Based on the 1987 Soil Survey of Indian River County, Florida, as prepared by the U.S. Department of Agriculture Soil Conservation Service, the predominate soil type at the site is "Arents, 0 to 5 percent slopes". A description of this soil type, as obtained from the Soil Survey, is presented below: Arents, 0 to 5 percent slopes: This soil consists of material dug from several areas that have different kinds of soil. This fill material is the result of earthmoving operations. This soil is used to fill such areas as sloughs, marshes, shallow depressions, swamps, and other low-lying areas above their natural ground levels. Most soil properties are variable. However, permeability is moderately rapid to rapid, The water table varies with the amount of fill material and artificial drainage in any mapped area. In most years, the water table is at a depth of 24 to 36 inches for 2 to 4 months. During extended dry periods, no water table is within 5 feet of the surface. t 30C N. Coma eoulevard, Cocoa. Florida 32922 Ph=6 (321 L 612Q501 FAA 13211 636,4667 OtFa m: Bano ,, COCoa, F04 Lauderdale, For! Myers, Miami, Orlandc, Port Charlotte, POn St. Lucie, Sarasota, Tatiaheasee, Tampa, W. Palm Beach i Holland Builders of South Florida, Inc. File No. 04-5218 -2- FIELD EXPLORATION PROGRAM The field exploration program consisted of performing an auger boring at the location of the proposed retention pond. The location of the soil boring is schematically illustrated on the Boring Location Plan included as Figure 2. The location was determined in the field by tape measurements from existing site features and other points of reference, and should be considered accurate only to the degree implied by the method of measurement used. M Boring AB-1 was performed within the proposed retention pond area. The auger boring was advanced to a depth of 15 feet below the ground surface using truck -mounted, 4-inch diameter continuous flight auger. A summaryof this field procedure is included in the Appendix. Soil samples M recovered during performance of the boring were visually classified in the field and representative portions of the samples were transported to our laboratory in sealed sample jars for further visual review and classification. A field permeability test (Perm-1 on Figure 2) was performed at the location of the proposed stormwater pond. The field permeability test was performed by installing a solid -walled PVC casing snugly fit into a 4-inch diameter 5-foot deep auger borehole. The bottom of the pipe was open and raised one foot above the bottom the borehole. The bottom one foot of the borehole was gravel - packed. The pipe was then filled to the top with water. The testwas conducted as a "constant head" test by measuring the quantity of water added over a 20-minute time period to maintain the water level at the top of casing level. LABORATORY PROGRAM Representative soil samples obtained during our field sampling operation were packaged and N transferred to our laboratory for further visual classification. The soil samples were visually classified in general accordance with the Unified Soil Classification System (ASTM D-2488). The resulting soil descriptions are shown on the Soil Boring Profile presented on Figure 3. GENERAL SUBSURFACE CONDITIONS General Soil Profile The results of the field exploration and laboratory programs are graphically summarized on the Soil Boring Profile presented as Figure 3. The stratification of the boring profile represents our interpretation of the field boring log and the results of laboratory visual classification of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. The results of our test boring indicate the presence of primarily light brown fine sand (Unified Soil Classification SP) to a depth of 15 feet below ground surface. Fine sand with silt (SP-SM) hardpan- Holland Builders of South Florida, Inc. File No. 04-5218 -3- type soils were also encountered from 2 to 5 feet below ground surface. This soil profile is outlined in general terms only. Please refer to Figure 3 for soil profile details. Measured Groundwater Level The groundwater level was measured in the borehole on the day drilled after stabilization of -the downhole water level. As shown on the profile on Figure 3, the measured groundwater level was encountered in Boring AB-1 at a depth of 3.4 feet below the ground surface on the date drilled. Fluctuations in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the boring was conducted. NORMAL SEASONAL HIGH GROUNDWATER LEVEL The normal seasonal high groundwater level each year is the level in the August -September period at the end of the rainy season during a year of normal (average) rainfall. The water table elevations associated with a flood would be much higher than the normal seasonal high groundwater level. The seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, the land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. I Based on our interpretation of the site conditions using our boring log, we estimate the normal seasonal high groundwater level at the location of Boring AB-1 conducted on the site to be approximately2 feet above the groundwater level measured at the time of ourfieid exploration. We note that due to the presence of shallow hardpan -type soils at the site, the groundwater level may temporarily perch at higher levels during or immediately following heavy or prolonged rainfall events. DISCUSSION RELATIVE TO RETENTION POND We understand that a dry stormwater retention pond is proposed for the site. For this study, the shallow soil stratigraphy and groundwater level in the proposed pond area were explored by conducting an auger boring and the permeability was measured by performing a field permeability test. For dry bottom retention ponds, pond performance will be significantly influenced by the soil permeability and the vertical separation between the pond bottom and the seasonal high groundwater level. The shallow soils encountered to a depth of 15 feel below ground surface in Boring AB-1 consisted of relatively permeable fine sand (SP). Relatively low permeability fine sand with silt (SP-SM) hardpan -type soils were encountered in the pond area. A permeability value of one inch per hour was measured based on the results of our field permeability test The permeability test depth was I I J i I Holland Builders of South Florida, Inc. File No. 04-5218 -4- approximately 4 to 5 feet, which is in the hardpan -type soils. The permeability of the overlying and underlying find sand soils would be anticipated to be higher. As mentioned earlier, the normal seasonal high groundwater table level at the location of the boring conducted at the site is anticipated to be approximately 2 feet above the level encountered during this exploration. Ardaman & Associates, Inc. would be pleased to assist in evaluating the design exfiltration rates and/or groundwater baseflow as pond geometry and stormwater volume requirements become available. CLOSURE The analyses and recommendations submitted herein are based upon the data obtained from the soil boring presented on Figures 2 and 3. This report does not reflect any variations which may occur adjacent to the boring. The nature and extent of the variations adjacent to the boring may not become evident until during construction. If variations then appearevtdent, itwll be necessary to re- evaluate the recommendations presented in this report after performing on -site observations during the construction period and noting the characteristics of the variations. This report has been prepared for the exclusive use of Holland Builders of South Florida, Inc. in accordance with generally accepted geotechnical engineering practices. In the event any changes occur in the design, nature, or location of the proposed facility, we should review the applicability of conclusions and recommendations in this report. It is noted that this report does not include an evaluation of the environmental (ecological or hazardous/toxic material related) condition of the site and subsurface. We are pleased to be of assistance to you on this project. When we may be of further service to you or should you have any questions, please contact us. Very truly yours, ARDAMAN & ASSOCIATES, INC. Dan J r ack Assis nt Project ineer DJZ/JPM/bah 04.5 13 SSE (Rm s CZZ) J n P. ManYiirfg, P.E. Branch Manager Florida Registration No. 53265 r� /^ ^. DATE GRILLED: 4/16/04 AB-1 0 — —— — 0 4 = �.. HARDPAN —TYPE — 5 — — 5 to — 10 — 10 15 — --'-- — 15 LEGEND SOIL DESCRIPTIONS COLORS El O FINE SAND (SP) O LIGHT BROWN TO BROWN O FINE SAND WITH SILT (SP-SM) O DARK BROWN AB-1 AUGER BORING LOCATION s GROUNDWATER LEVEL MEASURED ON DATE DRILLED SP,SP-SM UNIFIED SOIL CLASSIFICATION SYSTEM SM,SC,CH SOIL BORING PROFILE 100" Ardaman k Associates, Inc. Geetechnicol, Emlronmental and Matdale Ceneallonte ADDITIONAL SUBSURFACE SOIL EXPLORAnON SEBASTIAN AIRPORT ADMINISTRATION BUILDING SEBASTM. FLORIDA oxuiex alz la�°h I a/2t/IU IO —4 5218 I m I ncu� Z r dynast B-ncun \ i H .. S� •��. ems � J \i 4 H 41 FLER�.IVG Q GRANT = ��• APPROXIMAtE '• Y^ /\/l SITE LOCATIONy�'"s„'eba.aan�j_ `� `, ?A, ...ja+p•. p .17 ttm aRr y SECTION t TOWNSHIP 31 SOUTH RANGE 38 EAST MAY 2 5 2004 OBTAINED FROM U.S.G.S. QUAD MAP: SEBASTUW. FLORIDA PALM BAY SERVICE CENTER SITE LOCATION MAP Ardaman B Associates, Inc. o GetM01ek-ai, Enwrrmanental and Sew ultants ADDITIONAL SUBSURFACE SOIL EXPLORATION g' I SEBAS7IAN AIRPORT ADMINISTRATION BUILDING 0 1000 2000 SEBASiUN. FLORIDA OUAORANOIE LOCATION I OOrw et TAT I oum R I om 3/20/M IO4 5218 1 er 9 spaces ® 10' = 90' 6 spaces ® 10' m 60' 5 m0 6 spaces ® 10' 60' I I I- H. IPOUC_ "A)ENCE ` STORAt° FJILDING1 fi +> J -C¢ LEGEND BORING LOCATION PLAN 0AB AUGER BORING LOCATION—"Ardaman & Associates. Inc. x Gwxx:nnkal. Enxlron OnIal and mm%Yabdvls ConsallanN PERM —I FIELD PERMEABILITY TEST LOCATION ADDITIONAL SUBSURFACE SOIL EXPLORATION SEBASTWH AIRPORT ADMINISTRATION BURRING n a0 e0 SEBASTDW. FLORIDA SCALE: 1"a60' may n: To I v®x 1 — 3/23/04 M 5218 w an (nowt` 2 KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S.I.: 860 MELBOURNE (321) 768-B488 FAX (561) 845-8876 E-MAIL KSM®KSMENGINEERING.NET ST. LUCIE (772) 229-9093 FAX (772) 589-6469 July 16, 2008 Mark C. Jansen, P.E. The LPA Group Incorporated 615 Crescent Executive Court Suite 200 Lake Mary, Florida 32746-2146 Re: Soil Borings Sebastian Municipal Airport Building A Sebastian, Florida KSM Project #: 801241 Dear Mr. Jansen: RECEIVED JUL 18 2008 THE LPA GROUP INC Orlando Office As requested, KSM Engineering & Testing has performed a subsurface investigation at the referenced site. Presentation of the data gathered during the investigation, together with our geotechnical related opinions, are included in this report. A. Site Description: At the time of drilling, the site was fairly flat, cleared and included existing asphalt pavement. B. Project Description: A new building is planned to be constructed on the Sebastian Airport site. Loads from the structure will be transferred to the ground by conventional shallow footings. We estimate the maximum loads will be less than 2,500 pounds per linear foot along the wall foundation. Some additional site fill will be required to reach the desired grades. KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S.I.: 860 MELBOURNE (321) 768-6488 FAX (561) 845-8676 E-MAIL KSM®KSMENGINEERING.NE-r ST. LUCIE (772) 229-9093 FAX (772) 589-6469 Sebastian Municipal Airport -2- July 16, 2008 Building A C. The scope of our study consisted of the following: Performed Standard Penetration Test Borings in the proposed construction area to estimate the subsoil relative density. 2. Measured the groundwater level at each boring. 3. Evaluated the existing soil conditions with respect to the proposed construction and provided recommendations for site preparation and foundation design. 4. Prepared this report to document our findings. D. Site Investigation: The site investigation program consisted of performing three (3) Standard penetration test borings in the proposed construction area. The borings were terminated at a depth of 14 feet below grade. The locations of the borings are indicated on the attached boring logs. The SPT borings were completed in accordance with procedures described in ASTM D- 1586. A standard 1.5 inch I.D., 2 inch O.D. split -spoon sampler is driven into the soil by successive blows of a 140 pound hammer freely falling 30 inches. The number of blows required to drive the sampler 1 foot, after seating 6 in., is designated the Penetration Resistance, or "N" value. At regular intervals the sampler is extracted from the ground and opened to allow visual examination and classification of the retained soil sample. Also, the groundwater table was allowed to stabilize and the depth of the groundwater elevation recorded from existing grade. The records of the soils encountered, the penetration resistances and groundwater level are shown on the attached logs. KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-MAIL KSM®KSMENGINEERING.NET ST. LUCIE (772) 229-9093 FAX (772) 589 6469 Sebastian Municipal Airport -3- July 16, 2008 Building A E. Engineering Evaluation and Conclusions: Based on the information obtained from this site investigation, we are pleased to offer the following evaluation: The boring logs indicate the subsurface conditions to be fairly uniform across the site. The soils consist mostly of fine-grained sand. "N" values recorded during the boring operation indicate the soil density is generally medium dense to dense. Please refer to the soil boring logs for specific information relative to the soil description. Based on the existing soil conditions, the proposed structure can be supported on a shallow foundation system provided that the site is properly prepared. The following sections provide recommendations for the site preparation and foundation design. F. Site Preparation: The proposed building area and areas to be paved, plus a minimum margin of five feet beyond the proposed construction shall be stripped and grubbed of surface debris, vegetation, roots and including any loose existing asphalt. The building area should be graded level and proofrolled. Any soft yielding areas shall be excavated and replaced with clean compacted fill. Sufficient passes should be made during compaction operations to produce a density no less than 95 percent of its modified dry Proctor value (ASTM D 1557) to a depth of two feet. After the exposed surface has been proofrolled, the building and pavement areas may be filled to the desired grades. The fill material shall consist of clean granular sand containing less than 10% material passing the U.S. Standard No. 200 mesh sieve. Place structural fill in loose layers of 12 inches in thickness and compact each lift to at least 95 percent of its modified dry Proctor value. After excavating for the footings, the disturbed footing subgrade should be recompacted to 95 percent (minimum) of its modified dry Proctor value. This can be best achieved by making several passes with a relatively light -weight walk -behind vibratory sled or roller. KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) a45-8876 E-MAIL KSM®KSMENGINEERING.NET ST. LUCIE (772) 229-9093 FAX (772) 589-6469 Sebastian Municipal Airport 4- July 16, 2008 Building A G. Foundation: Provided that our recommendations for site preparation are followed, the proposed structure may be supported on conventional concrete slab, steel reinforced footings designed for an allowable soil bearing pressure of 2,500 pounds per square foot, or less. With the foundation properly designed and the site properly prepared, we anticipate total settlements less than 1/2 of an inch. The majority of the settlement should occur during construction. H. Closure: This report has been prepared in accordance with generally accepted soil and foundation engineering practices based on the results of the test borings and the assumed loading conditions. This report does not reflect any variations which may occur between the borings. If variations appear evident during the course of construction, it would be necessary to re-evaluate the recommendations of this project. We are pleased to be of assistance to you on this phase of your project. When we may be of fu her service to you or should you have any questions, please feel free to call. K5M AOMWA KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A: 5693 P.E.: 37293 S.I.; 860 MELBOURNE (321) 768-6488 FAX (561) 845-8876 E-MAIL KSMOKSMENGINEERING.NET ST. LUCIE (772) 229-9093 FAX (772) 589-6469 Date of Boring: July 14, 2008 Location: Sebastian Municipal Airport Building A Sebastian, Florida B-1, South Section of Proposed Building Depth Blows/ SPT-N in Ft. Description of Soil 6 in. Value -0- 2" Asphalt, Light Brown Sand Mixed with Clay and Traces of Shell -1- ------------------------------------------------ 12--------------- Gray Sand 9 -2- ------------------------------------------------- 8----------- 17-- Light Gray Sand _3_ 10 11 -4- ------------------------------------------------ 12----------- 21-- Black Sand with Hardpan -5- 11 15 -6- 24 26 -7- 18 20 -8- ------------------------------------------------ 22----------- 38-- Dark Brown Sand -10- ---------------------------------- Grayish Brown Clayed Sand -11- -12- -13- -14-------------------------------- Water Table: 50" Below Existing Grade Job # KSM 801241-lb 00"! 12 13 ---------- 17----------- 25-- 15 19 17 32 16 12 ---------- 10----------- 22-- KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 RE: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 846.8876 E-MAIL KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 FAX (772) 589-6469 Date of Boring: July 14, 2008 Location: Sebastian Municipal Airport Building A Sebastian, Florida B-2, Center Section of Proposed Building Depth Blows/ SPT-N in Ft. Description of Soil 6 in. Value Ufa -1- -2- ---------------------------------- Gray Sand -3- -4- -------------------------------- Black Sand with Hardpan -5- -9- ----------------------------------- Dark Brown Sand -10- 2" Asphalt, Light Grayish Brown Sand with Clay and Traces of Shell 6 9 ------------ 9------ -15-- 12 14 ------------- 10----------- 22-- -11- ------------------------------------ Grayish Brown Clayed Sand -12- -13- 14 14 -14- ------------------------------------------------ 14----------- 28-- Water Table: 52" Below Existing Grade Job # KSM 801241-2b KSM 140*41 KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. MARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-MAIL KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 FAX (772) 589-6469 Date of Boring: July 14, 2008 Location: Sebastian Municipal Airport Building A Sebastian, Florida B-3, North Section of Proposed Building Depth Blows/ SPT-N in Ft. Description of Soil 6 in. Value -0- 1 'i" Asphalt, Light Brown Sand Mixed with Clay and Traces of Shell ------------------------------------------------ 15--------------- Gray Sand 12 -2- ------------------------------------------------- 7----------- 19-- Light Gray Sand ------------------------------------------------- 8--------------- Black Sand with Hardpan 9 9 17 -5- 14 17 -6- 16 30 -7- ------------------------------------------------ 18--------------- Dark Brown Sand 12 -8- 10 22 -9- 11 14 -10- ------------------------------------------------ 14----------- 25-- Grayish Brown Clayed Sand -11- 12 10 -12- 9 19 -13- 8 7 -14- ------------------------------------------------- 8-----------15-- Water Table: 56" Below Existing Grade Job k KSM 801241-3b