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05 04 2009 LPA Group RAI #1 Submittal App 40-061-68172-14
THE LPA GROUP INCORPORATED Transportation Consultants 615 CRESCENT EXECUTIVE COURT ■ SUITE 200 ■ LAKE MARY, FLORIDA 32746-2146 ■ 407-306-0200 ■ FAX 407-306-0460 May 4, 2009 Mr. Mark Crosby, Engineer Department of Water Resources St. Johns River Water Management District 525 Community College Parkway S.E. Palm Bay, Florida 32909 Subject: Sebastian Municipal Airport Stormwater Master Plan Update Application No. 40-061-68172-14 Dear Mr. Crosby: Enclosed, please find the following: • Revised Drainage Calculations • Figures • Geotechnical Report • Construction Plans • Electronic Signed and Sealed Signature Document The following are responses to your RAI, dated April 23, 2009: 1) The total drainage basin areas used for the calculation of the water quality treatment volume and for the nutrient loading analysis do not match the basin acreages shown on the post -development drainage map. For instance, the basin map shows that basins Airport Drive East B, Airport Drive East, C, Hangar A, and Maintenance Building B all drain to the proposed dry retention area, and the combined acreage of these basins is 7.7 acres, whereas your calculations use total acreages of 4.19 acres (water quality treatment volume analysis) and 5.39 acres (nutrient loading analysis). The impervious areas do not match up either. Please review and revise. [40C-4.301 (1) (e), (i), F.A.C.] The total area which drains to the proposed dry retention pond is Airport Drive East C (0.44 acres), Airport Drive East B (0.53 acres), Hangar A (2.44 acres), and Maintenance Building B (4.29 acres) which is a total of 7.70 acres. The total area for the water quality treatment volume analysis and nutrient loading analysis now reflects 7.70 acres. Please see revised Drainage Calculations. 2) The table used for calculating the total phosphorus loading is unclear. Please contact staff to discuss and explain this table. [40C-4.301 (1) (e), (i), F.A.C.] ATLANTA ■ BALTIMORE a BATON ROUGE ■ CHARLOTTE ■ COLUMBIA ■ FALLS CHURCH ■ GREENSBORO ■ IRVINE ■ JACKSONVILLE a KENNESAW ■ KNOXVILLE LITTLE ROCK ■ MOBILE ■ NASHVILLE ■ OCEAN SPRINGS ■ ORLANDO ■ RALEIGH ■ SARASOTA ■ TALLAHASSEE ■ TAMPA ■ WEST PALM BEACH Mr. Mark Crosby, Page 2 The table used to calculate the total phosphorus loading has been revised. Please see revised Drainage Calculations. 3) The closest soil boring in the geotechnical report to the proposed dry retention area appears to be boring B-3 which has a seasonal high water table estimate at 10 inches below the land surface. The next closest boring appears to be B-2 with a seasonal high estimate at 14 inches below the surface. The elevations in the area where . the dry retention is proposed are 21 to 22 ft. NGVD. Given the estimated seasonal high water table elevations just referenced, it appears that the proposed retention area is below the seasonal high groundwater table. Please revise the design assumptions, or provide additional borings in the area of the proposed retention area to more accurately determine the seasonal high water table elevation. [40C-4.301 (1) (i); 40C-42.026 (1) (c), F.A.C.] KSM Engineering and Testing, Inc. provided additional borings in the location of the proposed dry pond. Based on the boring data, B-1 has a seasonal high water table at 19.08' NAVD and B-2 has a seasonal high water table at 17.67' NAVD. The average of the seasonal high information 18.38' NAVD has been used for the assumed seasonal high water table at the proposed pond location. Please see the revised Drainage Calculations. 4) Please provide the details of how the parameters input in the Ponds model were estimated. Additionally, the Tillable porosity of 30 percent appears to be more appropriate for type A sands which are not present in this project area. [40C-42.026 (1) (c), F.A.C.] Please see the Pond Boring Data Summary Table in the Drainage Calculations which gives all of the input parameters for PONDS. The fellable porosity of 20 percent was used for the proposed dry retention pond. Please see revised PONDS model under Drainage Calculations. 5) The curve numbers chosen for the site are based on type D soils for all basins, which does not appear appropriate for those basins where the seasonal high water table is estimated at 2 feet and more below the land surface. Please revise the soil type assumptions and associated curve numbers for these basins. [40C4.301(1) (b), (e), (i), F.A.C.] According to the Soil Conservation Services Soil Survey of Indian River County, the soils encountered within the project are type B soils (Arents), Urban Land, and BID soils (Immokalee fine sands) which have been used for the CN calculations. Please see Figure 3, Soils Map. 6) The Maintenance Building A basin in the pre -development ICPR model is routed to node XSB when it appears that it should be routed to node XSA. Please clarify and revise if applicable. [40C-4.301 (1) (i), F.A.C.] Mr. Mark Crosby, Page 3 The Maintenance Building A basin has been changed to be routed to node XSA. Please seethe revised pre -development ICPR model. Please seethe revised ICPR model and Drainage Calculations. 7) The pre -development ICPR model doesn't appear to account for the existing 12-inch diameter pipe at outfall 2. Please include this pipe in the model as it can be a restriction in the flow over the channel that is currently used. [40C-4.301 (1) (b), (i), F.A.C.] The existing 12-inch pipe to outfall 2 has been added to the pre -development and post - development ICPR models. Please see the revised ICPR model and Drainage Calculations. 8) Please remove the notation "Not released for Construction" from the construction plans. This permit application is for construction of a project. If the final construction plans are not available yet, then please provide them when they are available so that the permit application maybe completed. [40C-42.025 (10), F.A.C.] The notation on the plans has been changed to "St. Johns River Water Management Permitting Documents. " Please see revised Construction Plans. 9) The District received application number 42-061-68172-13 on April 1, 2009 for the same project area that your proposed project is in. Please clarify which application (this one or the one received on April 1, 2009) is actually proposed as the District cannot permit two different and conflicting construction projects in the same location. [40C-4.301 (1) (i), F.A.C.] This permit application, application number 40-061-68172-14, should be applied to the proposed construction activities in the project area. We appreciate your patience, and look forward to completing the permit modification with you. Should you have any questions, please do not hesitate to call me in the Lake Mary office at 407- 306-0200. Sincerely, THE LPA GROUP INCORPORATED Hillary Sample Design Engineer cc: Joe Griffin (City of Sebastian) File (TA412028.1 g-SJRWMD) E-PERMITTING SIGNATURE DOCUMENT Page 1 of 1 E-Permitting SIGNATURE DOCUMENT Permit Number: 68172 -14 Submittal Confirmation Number: 186232 Project Name: Airport Drive East Extension This document is signed and sealed to secure the electronic files referenced by the signature files as described in the Florida Department of Business and Professional Regulation. Signature File Created: Fri May 08 16:04:22 EDT 2009 Number Signed/Sealed Files: 4 Name: Robert K. Hambrecht Type of Profesional Registration: PE License Number: 6398 obnda P.E #63985 t Signature. K LFA GROUP INCORPORATED L 615 Crescent WOO* Ct, Ste 200 D _= lake May, Ft 32746.2146 Date: d 7 407-306QM0460 (la4 SIGNATURE FILE NAME: SJRWMD X26 Airport Drive East Extension RAI#1 Submittal.pdf SHA-1:FD1B7DF1FF8FF196506FOFOA36DC69CBE61EF65E DESCRIPTION: Entire SJRWMD Airport Drive East Extension RAI #1 Submittal SIGNATURE FILE NAME: Drainage Calculations.pdf SHA-1:148228D1F79109D5A26AB62F5299EEB5DC5CE5C4 DESCRIPTION: Drainage Calculations SIGNATURE FILE NAME: Construction Plans.pdf SHA-1:2B42B29CB6E3AE51F65112FD6993131C75698509D DESCRIPTION: Construction Plans SIGNATURE FILE NAME: Figures.pdf SHA-1:341 D8049D6AE50380E546BBD8FACBAOAFB35D92F DESCRIPTION: Figures -- End of Signature Document -- https://permitting.sjrwmd.com/epermitting/j sp/SipSealAction.do 5/8/2009 St. Johns River Water Management District Sebastian Municipal Airport Airport Drive East Extension RAI #1 Submittal SEBAST" MUNICIPAL AIRPORT May 2009 Sebastian Municipal Airport Airport Drive East Extension RAI #I Submittal + Drainage Calculations + Figures + Geotechnical Report + Construction Plans Drainage Calculations + Summary of Drainage Areas + Summaries of Basins + Project Area Summary + Summary of Results Basin + Existing Conditions Data o Curve Number Calculation o Time of Concentration Calculation + Existing Conditions ICPR Input/Output o Input Data o Node Minimum /Maximum o Basin Summary Report + Proposed Conditions Data o Curve Number Calculation o Time of Concentration Calculation o Stage -Storage Tables o Pond Boring Data o Water Quality Volume Calculation o Pollutant Loading Analysis + Proposed Conditions ICPR Input / Output o Input Data o Node Minimum /Maximum o Basin Summary Report + PONDS Results Project: Airport Drive East Location: Indian River Couritv IBasin Name Airport Drive East A Airport Drive East B Airport Drive East C: Hancar A Maintenance Building A Maintenance Building B Maintenance Building G Maintenance Building D Maintenance Building E 5�..�.�..�.� j of Drainage Areas By: HS Date: Checked: SG Date: r' �r .►i. u��,opment Pre Development Post Development Post Development (acres) I Outfall I (acres) Outfall 2.71 Outfall 1 7.17 Outfall 1 3.12 Outfall 1 0.53 Outfall 3 2.31 Outfall 1 0.44 Outfall 3 2.36 Outfall 1 2.44 Outfall 3 1.32 Outfall 3 1.20 Outfall 3 2.87 MINI � 4.29 Outfall 3 1.69 9U(tall2 1.36 Outfall 2 1.36 Outfall 3 0.72 Outfall 3 I 1.09 Outfall 2 0.68 Outfall a ' 18.83 5/1/2009 5/7/2009 Basin No. 1 2 3 4 5 6 7 8 9 Summary of Basins Project: Airport Drive East Location: Indian River County Pre -Development Condition Basin Name Total Area Impervious Area (acres) (acres) CN Airport Drive East A Airport Drive East B Airport Drive East C Hangar A Maintenance Building A Maintenance Building B Maintenance Building C Maintenance Building D Maintenance Building E TOTAL AREAS 2.71 3.12 2.31 2.36 1.32 2.87 1.69 1.36 1.09 18.83 1.29 0.76 0.72 1.22 0.09 0.00 0.14 0.05 0.00 isW*A 89 84 86 89 70 77 70 67 67 By: HS Date: 1/9/2009 Checked: SG Date: 1/20/2009 Post -Development Condition Time of Impervious Time of Concentration Total Area (acres) (acres) CN Concentration (min) 17 7.17 2.47 86 30 30 0.53 0.29 90 10 17 0.44 0.22 89 10 12 2.44 1.30 85 14 22 1.20 0.09 71 25 54 4.29 0.68 82 10 25 1.36 0.08 69 13 12 0.72 0.00 70 30 19 0.68 0.04 63 19 18.83 5.17 Drainage Area Summaries Project: Airport Drive East By: HS Date: 5/4/2009 Location: Indian River County Checked: JT Date: 5/7/2009 Existing Pond Drainage Area Summary Drainage Basin Name Basin Area Impervious Area Airport Drive East B 0.22 0.00 Airport Drive East C 0.75 0.23 Hangar A 2.36 1.22 Maintenance Building B 2.26 0.00 Maintenance Building C 1.69 0.14 Maintenance Building E 0.42 0.05 Total 7.70 1.64 Proposed Pond Drainage Area Summary Drainage Basin Name Basin Area Impervious Area Airport Drive East B 0.53 0.29 Airport Drive East C 0.44 0.22 Hangar A 2.44 1.30 Maintenance Building B 4.29 0.68 Total 7.70 2.49 Summary of Results Basin Project: Airport Drive East By: HS Date: 5/1/2009 Location: Indian River County Checked: SG Date: 5/7/2009 Outfall 1 Outfall 2 Outfall 3 Outfall 1 Outfall 2 Outfall 3 Airport Drive East B Airport Drive East C Hangar A Proposed Pond Peak Flow Rates to Outfalls Storm Event Pre - Node Development (cfs) 25-yr/24-Hr 1.54 25-yr/24-Hr 3.10 25-yr/24-Hr 9.65 Mean Annual 1.06 Mean Annual 1.94 Mean Annual 3.81 Max Stage Table Post- Develooment (cfs) 1.25 2.31 9.34 0.95 1.26 2.17 Top of Bank Edge of Post -Developed Post -Developed Node (ft) Pavement (ft) (ft) (ft) 25-year 24-hour Mean Annual 20.50 20.50 20.14 19.52 20.15 20.20 20.14 19.52 20.25 20.20 20.09 19.52 20.25 - 20.01 19.52 Existing Conditions Data + Curve Number Calculation + Time of Concentration Calculation WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: Location: Indian River County Checked: SG Date: Circle One: Present Developed Airport Drive East A 1. Runoff curve number (CN) Soil name and Cover description hydrologic group (cover type, treatment, and hydrologic (appendix A) condition, percent impervious area ratio) Immokalee, (B/D) Good Condition (grass cover > 75%) Immokalee, (B/D) Taxiway and Runway 134,16 Use only one CN source per line. CN (weighted) = total product/total area = CN ?� N Area cv N acres � bn an n" W Gi % 12/9/2008 12/9/2008 80 1.42 113.60 98 1.29 126.42 Totals = 2.71 240.02 240.02 = 88.57 Use CN 89 .71 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: Location: Indian River County Checked: SG Date: Circle One: Present Developed Airport Drive East B 1. Runoff curve number (CN) Soil name and Cover description hydrologic group (cover type, treatment, and hydrologic (appendix A) condition, percent impervious area ratio) Immokalee, (13i U) Good Condition (grass cover > 75%) Immokalee, (B/D) Taxiway and Runway Use only one CN source per line. CN (weighted) = total product/total area = CN i /1 12/9/2008 12/9/2008 Area N acres N N bA bip ❑ mi ❑ 80 2.36 188.80 98 0.76 74.48 Totals = 3.12 263.28 263.28 — 84.38 Use CN 84 3.12 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: Location: Indian River County Checked: SG Date: Circle One: Present Developed Airport Drive East C 1. Runoff curve number (CN) Soil name and Cover description hydrologic group (cover type, treatment, and hydrologic (appendix A) condition, percent impervious area ratio) Immokalee, (B/D) Good Condition (grass cover > 75%) Immokalee, (B/D) Taxiway and Runway 134,16 Use only one CN source per line. CN (weighted) = total product/total area = CN 1 12/9/2008 12/9/2008 Area N acres yN N to nfl w w % El 80 1.59 127.20 98 0.72 70.56 Totals = 2.31 197.76 197.76 = 85.61 Use CN =! 86 2.31 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East Location: Indian River County Circle One: CEesent Developed 1. Runoff curve number (CN) Soil name and Cover description hydrologic group (cover type, treatment, and hydrologic (appendix A) condition, percent impervious area ratio) Immokalee, (B/D) Good Condition (grass cover > 75%) Immokalee, (B/D) Hangar A Immokalee, (B/D) Pond Surface Area 134J6 Use only one CN source per line. CN (weighted) = total product/total area = By: HS Date: Checked: SG Date: Hangar A 210.76 2.36 CN Area acres N N n1iz w w F-1 0.74 1.22 0.40 Totals = 2.36 = 89.31 Use CN 12/9/2008 12/9/2008 59.20 119.56 32.00 210.761 89 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 3/9/2009 Location: Indian River County Checked: SG Date: 3/20/2009 Circle One: Present Developed Maintenance Building A 1. Runoff curve number (CN) CN > Soil name and Cover description N Area hydrologic group (cover type, treatment, and N N N acres (appendix A) hydrologic condition, percent wb-0 to " w ❑ /Z impervious area ratio) F" ❑ o lmmokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.48 38.40 Arents (B) Open Space, Good Condition 61 0.75 45.75 Immokalee Fine Sand (B/D), Urban Land Hangar 98 0.09 8.82 Use only one CN source per line. Totals = 1.32 92.97 CN (weighted) = total product/total area = 92.97 = 70.43 Use CN 70 1.32 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 1/11/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present Developed Maintenance Building B 1. Runoff curve number (CN) CN i Soil name and Cover description N Area hydrologic group (cover type, treatment, and N N N acres (appendix A) hydrologic condition, percent on an ❑ mi2 impervious area ratio) ❑ % Arents (B) Open Space, Good Condition 61 0.11 6.71 Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 2.76 220.80 Use only one CN source per line. Totals = 2.87 220.80 CN (weighted) = total product/total area = 22 = 76.93 Use CN 77 287.87 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 1/11/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present Developed Maintenance Building C 1. Runoff curve number (CN) CN Soil name and Cover description N M Area hydrologic group (cover type, treatment, and N N acres (appendix A) hydrologic condition, percent w wto Mi2 ❑ impervious area ratio) ❑ Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.54 43.20 Arents (B) Open Space, Good Condition 61 1.01 61.61 humokalee Fine Sand (B/D), Urban Land Existing Runway 98 0.14 13.72 Use only one CN source per line. Totals = 1.69 118.53 CN (weighted) = total product/total area = 118.53 = 70.14 Use CN 70 I 1.69 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 1/11/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: CPresent Developed Maintenance Building D 1. Runoff curve number (CN) CN ? 1 Soil name and Cover description N Area hydrologic group (cover type, treatment, and `V N N acres (appendix A) hydrologic condition, percent w w ❑ 12 impervious area ratio) El Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.30 24.00 Arents (B) Open Space, Good Condition 61 1.01 61.61 Irmokalee Fine Sand (B/D), Urban Land Existing Runway 98 0.05 4.90 Use only one CN source per line. Totals = 1.36 90.51 CN (weighted) = total product/total area = 90.51 = 66.55 Use CN =� 67 1.36 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 1/11/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present Developed Maintenance Building E 1. Runoff curve number (CN) CN Soil name and Cover description N Area hydrologic group (cover type, treatment, and N 0 acres (appendix A) hydrologic condition, percent w w ❑ �2 impervious area ratio) F" ❑ Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.37 29.60 Arents (B) Open Space, Good Condition 61 0.72 43.92 Use only one CN source per line. Totals = 1.09 73.52 CN (weighted) = total product/total area = 73.52 = 67.45 Use CN 67 I 1.09 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: Location: Indian River County Checked: SG Date: Circle One: 11'resent IDeveloped lAirport Drive East A Circle One: ITS ITt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.).................. ............. 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L - 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s..................................... ..........................ft/ft 6. Tt= 0.007 fnLl°S Compute T... hr Pz 0.5 s0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a .. .........I ........................... ftz 13. Wetted perimeter, PW................................................ ft/ft 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 2i3 s 112 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19) ................. 1/8/2009 1/20/2009 ELEVATIONS High Point el. = 20.550 ft from contour lines 156 feet point el. = 19.550 ft from contour lines 300 feet Point el. = 18.320 ft from contour lines X X Concrete Short Grass 0.01 0.15 156 144 5.3 5.3 0.0064 0.0085 _ Assume 0.04 + 0.24 ELEVATIONS High Point el. = 18.320 ft from contour lines Low point el. = 16.910 ft from contour lines X unpaved 78 0.0181 2.17 0.010 + hr Use : 17 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 11'resent IDeveloped JAirport Drive East B Circle One: IT� IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L - 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, P2................................................... in 5. Land slope, s.................................................................ft/ft 6. Tt= 0.007 4 " Compute T... hr P z 0.5 s .4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) .............................. 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... f? 13. Wetted perimeter, P. ................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coef ., n............................................. 17. V = 1.49 r 2/3 s 1J2 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19) ................. ELEVATIONS High Point el. = 20.520 ft from contour lines 65 feet point el. = 19.990 ft from contour lines 300 feet Point el. = 17.530 ft from contour lines Assume X X Concrete Short Grass 0.01 0.15 65 195 5.3 5.3 0.0082 0.0126 _ 0.02 + 0.26 + ELEVATIONS High Point el. = 17.530 ft from contour lines Low Point el. = 16.910 ft from contour lines X 117.00 358.00 0.327 0.0030 0.15 0.26 208 0.225 + ............ hr Use: 30 minutes I= Foq.5O WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: JPresent IDeveloped I Airport Drive East C Circle One: IT. JTt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = 20.810 ft from contour lines 69 feet point el. = 20.360 ft from contour lines 300 feet Point el. = 17.800 ft from contour lines Sheet flow (Applicable to T, only) Segment ID X X 1. Surface Description (table 3-1.).......................................... Concrete Short Grass 2. Manning's roughness coeff., n(table3-1.)............................. 0.01 0.15 3. Flow length, L (total L - 300 ft.)...................................... ft 69 128 4. Two-yr 24-hr rainfall, Pz................................................... in I 5.3 5.3 5. Land slope, s.................................................................ft/ft 0.0065 0.0200 6. Tt= 0.007 (nL)08 Compute T... hr Assume I 0.02 + 0.15 P2 0.5 s 0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)..................................... ft/s 11. Tt = L Compute T, ......hr I + = 0.00 3600 V ELEVATIONS High Point el. = 17.800 ft from contour lines Low Point el. = 16.910 ft from contour lines Channel flow Segment ID X 12. Cross sectional flow area, a ......................................... ftZ I 26.00 13. Wetted perimeter, PW................................................ ft/ft 34.94 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 0.744 15. Channel slope, s......................................................... ft/ft 0.0043 16. Manning's roughness coeff., n............................................. 0.15 17. V = 1.49 r 2/3 s vz /n ...... Compute V......... ft/s 0.53 18. Flow length, L............................................................... ft 208 19. Tt = L / 3600 V................................. Compute T ........ hr 0.108 + =FRO 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19)....................................... hr Use • 17 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: JPresent IDeveloped I Hangar A Circle One: I T, 1Tt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) 1. Surface Description (table 3-1.)....................... 2. Manning's roughness coeff, n (table3-1.)......... 3. Flow length, L (total L - 300 ft.).................. 4. Two-yr 24-hr rainfall, Pz........................ I ...... 5. Land slope, s............................................... 6. Tt= 0.007 (nL)0 8 Pz 0.5 s°.4 Segment ID Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, = L Compute T, ......hr 3600 V ELEVATIONS High Point el. = 21.000 ft from contour lines 75 feet point el. = 20.360 ft from contour lines 300 feet point el. = 19.500 ft from contour lines Assume Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, PW................................................ ft/ft 14. Hydraulic radius, r = a/PW ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 2/3 s 112 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or T, (add T, in steps 6, 11, and 19) .............................. x x Concrete Short Grass 0.01 0.15 75 100 5.3 5.3 0.0085 0.0086 0.02 + 0.18 Use • 12 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 3/9/2009 Location: Indian River County Checked: SG Date: 3/20/2009 Circle One: lPresent IDeveloped I Maintenance Building A Circle One: ITS ITt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = 20.440 ft from contour lines 276 feet point el. = 17.560 ft from contour lines Low Point el. = 15.950 ft from contour lines Sheet flow (Applicable to T. only) Segment ID I X 1. Surface Description (table 3-1.).................................. ...... Short Grass 2. Manning's roughness coeff., n(table3-1.)............................. 0.15 3. Flow length, L (total L — 300 ft.)...................................... ft 276 4. Two-yr 24-hr rainfall, PZ................................................... in I 5.3 5. Land slope, s.................................................................ft/ft 0.0104 6. Tt=0.007 (nL(08 Compute T ... hr Assume I 0.37 + T= 0.37 P2 0.5 S .4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute T t ......hr I I+ I= 0.00 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftZ 13. Wetted perimeter, Pw. ................................................ ft/ft 14. Hydraulic radius, r = a/P W ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 2/3 s'12 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr I + =PO3 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19)..................................... hr Use : 22 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 11'resent IDeveloped I Maintenance Building B Circle One: ITS JTt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. ELEVATIONS High Point el. = 21.000 ft from contour lines 300 feet point el. = 18.900 ft from contour lines Sheet flow (Applicable to T, only) Segment ID X 1. Surface Description (table 3-1.).......................................... Short Grass 2. Manning's roughness coeff., n(table3-1.)............................. 0.15 3. Flow length, L (total L - 300 ft.)...................................... ft 300 4. Two-yr 24-hr rainfall, Pz................................................... in 5.3 5. Land slope, s.................................................................ft/ft 0.0070 6. Tt= 0.007 (nL)"' Compute T... hr Assume 0.47 Pz 0.5 s0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute T t ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, PW................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 2/3 s " /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, and 19) .................. e1 ELEVATIONS High Point el. = 18.900 ft from contour lines Low point el. = 18.700 ft from contour lines hr X 18.50 76.00 0.243 0.001 0.15 0.12 194 0.433 Use : 54 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 1Present IDevelored [Maintenance Building C Circle One: JTc ITt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 21.130 ft from contour lines Mid point el. = 20.800 ft from contour lines 300 feet Point el. = 18.760 ft from contour lines Sheet flow (Applicable to Tc only) Segment ID I X X 1. Surface Description (table 3-1.).......................................... Concrete Short Grass 2. Manning's roughness coef£, n(table3-1.)............................. 0.01 0.15 3. Flow length, L (total L <= 300 fl.)...................................... ft 31 269 4. Two-yr 24-hr rainfall, PZ................................................... in I 5.3 5.3 5. Land slope, s................................................................ft/ft 0.0106 0.0076 6. Tt= 0.007 (nL)O" Compute T... hr Assume I _ 0.01 + 0.41 Ps 0.5sA Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ fl/fl l 10. Average velocity, V (figure 3-1)..................................... ft/s 11. Tt = L Compute Tt ......hr + 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... f? 13. Wetted perimeter, PW................................................ ft/ft 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 213 s trz /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr I+ I .00 �= []0 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19)....................................... hr .42 Use: 25 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: Location: Inthan River County Checked: SG Date: Circle One: Present IDeveloned I Maintenance Building D Circle One: IT, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments Sheet flow (Applicable to Tc only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L - 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. Tt=0.007 (nL)08 Compute T ... hr Pz 0.5 s0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1) .................................... ft/s 11. Tt = L Compute Tt ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ff 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/Pw ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff, n............................................. 17. V = 1.49 r 2/3 s 1/2 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19) .. ............ 1/8/2009 1/20/2009 ELEVATIONS High Point el. = 27.610 ft from contour lines 127 feet point el. = 19.020 ft from contour lines I X Short Grass 0.15 31 5.3 0.2771 Assume 0.02 + ELEVATIONS High Point el. = 19.020 ft from contour lines Low point el. = 17.830 ft from contour lines X 17.00 56.00 0.304 0.0056 0.15 0.33 214 0.178 hr Use : 12 minutes �= F 1820 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: lPresent IDeveloped I Maintenance Building E Circle One: Ir, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 24.050 ft from contour lines 169 feet point el. = 16.300 ft from contour lines Sheet flow (Applicable to Tc only) Segment ID X 1. Surface Description (table 3-1.).......................................... Short Grass 2. Manning's roughness coeff., n(table3-1.) ............................. 0.15 3. Flow length, L (total L <= 300 fl.)...................................... It 169 4. Two-yr 24-hr rainfall, P2................................................... in 5.3 5. Land slope, s.................................................................fdft 0.0459 6. Tt= 0.007 (nL)0.8 Compute T... hr Assume 0.14 + Pz 0.5s.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ f/fl 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt ......hr + 3600 V ELEVATIONS High point el. = 16.300 ft from contour lines Low Point el. = 15.920 ft from contour lines Channel flow Segment ID X 12. Cross sectional flow area, a ......................................... ft2 18.50 13. Wetted perimeter, PW................................................ ft/ft I 76.00 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 0.243 15. Channel slope, s......................................................... ft/ft 0.0028 16. Manning's roughness coeff., n............................................. 0.15 /2 /n ...... Compute V......... ft/s 17. V = 1.49 r 2/3 s 1 I 0.20 18. Flow length, L............................................................... ft 136 19. Tt = L / 3600 V................................. Compute T ........ hr 0.185 + = 0.18 20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, and 19)....................................... hr 0.32 Use : 19 minutes Existing Conditions ICPR Input / Output + Input Data + Node Minimum /Maximum + Basin Summary Report Pre-Developi. Nodal Diagram Outfall 1 Nodes A Stage/Area A: Pond V Stage/Volume T Time/Stage U:Hangar A M Manhole Basins 0 Overland Flow U SCS Unit CN S SBUH CN W:Earthen Weir Y SCS Unit GA Z SBUH GA Links P Pipe W Weir A:XSA C Channel D Drop Structure B Bridge U:ADE C R Rating Curve H Breach E Percolation F Filter X Exfil Trench C:Ditch AB A:XSB U:ADE B C:Ditch BC A:XSC U:ADE A P:EXISTING 6" T:Outfall 1 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Pre -Development Input Report Outfall 1 -----Basins ====================== -------------------------------------------------------- Name: ADE A Node: XSC Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 17.00 Area(ac): 2.710 Time Shift(hrs): 0.00 Curve Number: 89.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: ADE B Node: XSB Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 3.120 Curve Number: 84.00 DCIA(%): 0.00 Peaking Factor:. 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 30.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------- Name: ADE C Node: XSA Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.310 Curve Number: 86.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 17.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 -------------------------------------- - Name: Hangar A Node: Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.360 Curve Number: 69.00 DCIA(%): 0.00 Peaking Factor: 25.6.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ------------------------- Nodes_______________________________________________________________________________ Name: Outfall 1 Base Flow(cfs): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 20.000 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 17.830 100.00 17.830 -------------------------------------- --------------- Name: Pond Base Flow(cfs): 0.000 Init Stage(ft): 19.500 Group: BASE Warn Stage(ft): 20.500 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 19.500 0.3800 20.000 0.4000 20.500 0.4200 - --------------------------------------------------- Name: XSA BaseFiow(cfs): 0.000 Init Stage(ft): 17.800 Group: BASE Warn Stage(ft): 19.800 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 4 Pre -Development Input Report Outfall 1 Stage(ft) Area(ac) 17.800 0.0000 19.800 0.0010 ------------------------------------------------------------------------------------------ Name: XSB Base Flow(cfs): 0.000 Init Stage(ft): 17.530 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) ----------------------- 17.530 0.0000 19.000 0.0020 ------------------------------------------------------------------------------------------ Name: XSC Base Flow(efs): 0.000 Init Stage(ft): 17.000 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 17.000 0.0000 19.000 0.0100 --------------------------------------------------------------------------=--------------- ___= Cross Sections =------------- ------------------- ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: XSA Group: SASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.800 0.035000 8.000 17.800 0.035000 13.000 17.800 0.035000 21.000 19.800 0.035000 --------------------------------------------------------------------- Name: XSB Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.011000 65.000 18.000 0.035000 81.000 17.530 0.035000 86.000 17.530 0.035000 101.000 18.000 0.035000 179.000 19.000 0.011000 --------------------------------------------------------------------- Name: XSC Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.011000 44.000 16.000 0.035000 85.000 17.000 0.035000 92.000 17.000 0.035000 157.000 18.000 0.035000 245.000 19.000 0.011000 ------------------------------------------=----------------------------------------------- ----------------------------------------------------------------------------------------- Pipes ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: EXISTING 6" From Node; XSC Length(ft): 137.00 Group: BASE To Node: Outfall 1 Count: 2 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 6.00 6.00 Entrance Loss Coef: 0.00 Rise(in): 6.00 6.00 Exit Loss Coef: 1.00 Invert(ft): 17.100 16.860 Bend Loss Coef: 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 4 Pre -Development Input Report Outfall 1 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 -,ot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None ---------------------------------------- ___= Channels =___________----------- ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ ----- = _---------------------------- ----------------- ------------------------- ________________________ -- Name: Ditch AB From Node: XSA Length(ft): 136.00 Group: BASE To Node: XSB Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 17.800 17.530 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSA XSB Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: Level Pool Option AuxElev2(ft): 0.000 0.000 Stabilizer Tol(ft): 0.100 Aux XSec2: Top Width(ft) : Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ---------------------------------------------------------------------------------------------------- Name: Ditch BC From Node: XSB Length(ft): 339.00 Group: BASE To Node: XSC Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 17.530 17.000 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSB XSC Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: Level Pool Option AuxElev2(ft): 0.000 0.000 Stabilizer Tol(ft): 0.100 Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ------------------------------------------------------------------------------------------ ___= Weira ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: Earthen Weir From Node: Pond Group: BASE To Node: XSA Flow: Both Count: 1 Type: Vertical: Fread Geometry: Trapezoidal Bottom Width(ft): 10.00 Left Side Slope(h/v): 4.00 Right Side Slope(h/v): 4.00 Invert(ft): 20.000 Control Elevation(ft): 20.000 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 4 Pre -Development Input Report Outfall 1 Hydrology Simulations_______________________________________________________________ Name: 25 YR-24 HR Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr_East Extension)\documents\2e-drainage\ADE and Maint Building\ICPR 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 24.000 5.00 100.000 15.00 ------------------------------------------------ Name: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412028'(Airport_Dr East Extension)\documents\2e-drainage\ADE and Maint Building\ICPR Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall rile: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc (min) 6.000 15.00 24.000 5.00 100.000 15.00 ------------------------------------------------------------------------------------------ ---------------------------------------------------------------------------- ___= Routing Simulations=________________________________________________________________ Name: 25YR-24-HR Hydrology Sim: 25 YR-24 HR Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr_East_Extension)\documents\2e-drainage\ADE and Maint Building\ICPR Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.0100 Boundary Stages: Time(hrs) Print Inc(min) --------------- --------------- 100.000 15.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 100.00 Max Calc Time(sec): 0.1000 Boundary Flows: ------------------------------------------------------------------ ----- — — ------------ -------- Name: Mean Annual Hydrology Sim: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr_East_Extension)\documents\2e-drainage\ADE and Maint Building\ICPR Execute: Yes Restart: No. Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.0100 Boundary Stages: Time(hrs) Print Inc(min) ------------------------------ 100.000 15.000 Group Run BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 100.00 Max Cale Time(sec): 0.1000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) CCJ' 2002 Streamline Technologies, Inc. Page 4 of 4 Pre -Develop. Node Min/Max Report Outfall 1 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Outfall 1 BASE 25YR-24-HR 0.00 17.83 20.00 0.0000 20 18.33 1.54 0.00 0.00 Pond BASE 25YR-24-HR 1B.33 20.64 20.50 0.0000 18545 12.08 11.81 12.18 10.34 Outfall 1 BASE Mean Annual 0.00 17.83 20.00 0.0000 20 17.47 1.06 0.00 0.00 Pond BASE Mean Annual 12.39 20.22 20.50 0.0000 17804 12.08 5.40 12.39 3.49 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 1 Pre -Development Basin Summary Report Outfall 1 Basin Name: ADE A Group Name: BASE Simulation: 25 YR-24 HR Node Name: XSC Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.27 Comp Time Inc (min): 2.27 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 17.00 Time Shift (hrs): 0.00 Area (ac): 2.710 Vol of Unit Hyd (in) : 1.000 Curve Number: 89.000 DCIA (%) : 0.000 Time Max (hrs): 12.09 Flow Max (cfs): 11.79 Runoff Volume (in): 8.159 Runoff Volume (ft3): 80260 Basin Name: ADE B Group Name: BASE Simulation: 25 YR-24 HR Node Name: XSB Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac); 3.120 Vol of Unit Hyd (in): 1.000 Curve Number: B4.000 DCIA (%): 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 9.66 Runoff Volume (in); 7.541 Runoff Volume (ft3): 65405 Basin Name: ADE C Group Name: BASE Simulation: 25 YR-24 HR Node Name: XSA Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.27 Comp Time Inc (min): 2.27 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 17.00 Time Shift (hrs): 0.00 Area (ac): 2.310 Vol of Unit Hyd (in): 1.000 Curve Number: 86.000 DCIA (%) : 0.000 Time Max (hrs): 12.09 Flow Max (cfs): 9.73 Runoff Volume (in): 7.788 Runoff Volume (ft3): 65306 Basin Name: Hangar A Group Name: BASE Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, hie. Page 1 of 3 Pre -Development Basin Summary Report Outfall 1 Simulation: 25 YR-24 HR Node Name: Pond Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.60 Comp Time Inc (min): 1.60 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 12.00 Time Shift (hrs): 0.00 Area (ac): 2.360 Vol of Unit Hyd (in): 1.000 Curve Number: 89.000 DCIA W : 0.000 Time Max (hrs): 12.05 Flow Max (cfs): 11.94 Runoff Volume (in): 8.160 Runoff Volume (ft3): 69903 Basin Name: ADE A Group Name: BASE Simulation: Mean Annual Node Name: XSC Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.27 Comp Time Inc (min): 2.27 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 17.00 Time Shift (hrs): 0.00 Area (ac): 2.710 Vol of Unit Hyd (in): 1.000 Curve Number: 89.000 DCIA (%): 0.000 Time Max (hrs): 12.13 Flow Max (cfs): 5.35 Runoff Volume (in): 3.579 Runoff Volume (ft3): 35208 Basin Name: ADE B Group Name: BASE Simulation: Mean Annual Node Name: XSB Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 3.120 Vol of Unit Hyd (in): 1.000 Curve Number: 84.000 DCIA (%): 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 4.03 Runoff Volume (in): 3.087 Runoff Volume (ft3): 34962 Basin Name: ADE C Group Name: BASE Simulation: Mean Annual Node Name: XSA Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 3 Pre -Development Basin Summary Report Outfall 1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.27 Comp Time Inc (min): 2.27 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 17.00 Time Shift (hrs): 0.00 Area (ac): 2.310 Vol of Unit Hyd (in): 1.000 Curve Number: 86.000 DCIA (%): 0.000 Time Max (hrs): 12.13 Flow Max (Cfs): 4.22 Runoff Volume (in): 3.279 Runoff Volume (ft3): 27497 Basin Name: Group Name: Simulation: Node Name: Basin Type: Unit Hydrograph: Peaking Fator: Spec Time Inc (min): Comp Time Inc (min): Rainfall File: Rainfall Amount (in): Storm Duration (hrs): Status: Time of Conc (min): Time Shift (hrs): Area (ac) : Vol of Unit Hyd (in): Curve Number: DCIA (%): Hangar A BASE Mean Annual Pond SCS Unit Hydrograph Uh256 256.0 1.60 1.60 Flmod 4.800 24.00 Onsite 12.00 0.00 2.360 1.000 89.000 0.000 Time Max (hrs): 12.05 Flow Max (Cfs): 5.44 Runoff Volume (in): 3.580 Runoff Volume (ft3): 30665 hiterconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 3 Pre -Develop. Nodal Diagram Outfall 2 and 3 Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A:XS1 U:Maint. C C: Swale i A:XS2 U:Maint. D P:Ex. 12" Pipe T:Outfall 2 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. A:XSA U:Maint. A C:XSA-XSB A: XSB U:Maint. B C:XSB-XSD A:XSD U:Maint. E P:Ex. 24" CMP T:Outfall 3 A:XSC C:XSC-XSB Pre -Development Input Report Outfall 2 and 3 --------------------------------------------------------------------------------'--------- -------------------- - Basins Basins Name: Maint. A Node: XSA Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 22.00 Area(ac): 1.320 Time Shift(hrs): 0.00 Curve Number: 70.00 Max Allowable Q(cfs): 999999.000 DCIA(%1: 0.00 -- ----- Name: Maint. B -------- - --------------------------------------------- Node: XSB Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.870 Curve Number: 77.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 54.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Maint. C Node: XS1 Status: Onsite Group. BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.690 Curve Number: 70.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 25.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 0.000 --------- -- - - Name: Maint. D Node: X82 Status• Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.360 Curve Number: 67.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 12.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 --------------------------------------------------------- Name: Maint. E Node: XSD Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.090 Curve Number: 67.00 DCIA(%) : 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 19.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Nodes_______________________________________________________________________________ ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: Outfall 2 Base Flow(cfs): 0.000 Init Stage(ft): 14.870 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage 17.83' is from the 25 year-24 hour peak stage of the adjacent golf course Pond 3 Time(hrs) Stage(ft) ------------------------------ 0.00 14.870 12.00 17.830 100.00 14.870 ---------------------------------------------------------------------------------------- Name: Outfall 3 Base Flow(cfs): 0.000 Init Stage(ft): 15.990 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 6 Pre -Development Input Report Outfall 2 and 3 Existing 24" Pipe Invert El. 15.99; Crown of Pipe El. 17.99 Time(hrs) Stage(ft) ---------------------------- 0.00 15.990 12.00 17.990 100.00 15.990 -----------------------------------------------------`------------------------------------ Name: XS1 Base Flow(cfs): 0.000 Init Stage(ft): 18.950 Group: BASE Warn Stage(ft): 19.020 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 18.950 0.0000 19.000 0.0004 ------------------------------------------------------------------------------------------ Name: XS2 Base Flow(cfs): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) y 17.830 0.0000 18.000 0.0004 ------------------------------------------------------------------------------------------ Name: XSA Base Flow(cfs): 0.000 Init Stage(ft): 17.520 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) 17.520 0.0000 18.000 0.0001 19.000 0.0003 ------------------------------------------------------------------------------------------ Name: XSB Base Flow(cfs): 0.000 Init Stage(ft): 16.560 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 16.560 0.0000 17.000 0.0003 18.000 0..0005 --------------------------- ------------------------------- Name: XSC Base Flow(cfs): 0.000 Init Stage(ft): 15.920 Group: BASE Warn Stage(ft): 18.400 Type: Stage/Area Stage(ft) Area(ac) 15.920 0.0000 16.000 0.0000 17.000 0.0005 18.000 0.0020 18.400 0.0060 ----- ----------------------------- - ------------------------------------------------- Name: XSD Base Flow(cfa): 0.000 Init Stage(ft): 15.920 Group: BASE Warn Stage(ft): 18.400 Type: Stage/Area Stage(ft) Area(ac) 15.920 0.0000 16.000 0.0000 17.000 0.0005 18.000 0.0020 18.400 0.0060 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 6 Pre -Development Input Report Outfall 2 and 3 ------------------------------------------------------------------------------------------ ___= Cross Sections______________________________________________________________________ Name: XSA Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 21.000 0.011000 65.000 20.000 0.011000 155.000 19.000 0.035000 197.000 18.000 0.035000 216.000 17.520 0.035000 220.000 18.000 0.035000 228.000 19.000 0.035000 260.000 19.400 0.011000 --------------------------------------------------------------------- Name: XSB Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 22.000 0.011000 8.000 21.000 0.011000 12.000 20.000 0.011000 21.000 19.000 0.035000 27.000 18.000 0.035000 33.000 17.000 0.035000 38.000 16.560 0.035000 43.000 17.000 0.035000 60.000 18.000 0.035000 81.000 19.000 0.011000 101.000 20.000 0.011000 121.000 21.000 0.011000 134.000 22.000 0.011000 159.000 23.000 0.011000 ------------------------------------------------------------------- Name: XSC Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.035000 212.000 18.000 0.035000 247.000 17.000 0.035000 265.000 16.000 0.035000 266.000 15.920 0.035000 267.000 16.000 0.035000 287.000 17.000 0.035000 296.000 18.000 0.035000 331.000 18.400 0.035000 --------------------------------------------------------------------- Name: XSD Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.035000 212.000 18.000 0.035000 247.000 17.000 0.035000 265.000 16.000 0.035000 266.000 15.920 0.035000 267.000 16.000 0.035000 287.000 17.000 0.035000 296.000 18.000 0.035000 331.000 18.400 0.035000 Pipes====================================================--------------------------- ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: Ex. 12" Pipe From Node: XS2 Length(ft): 105.00 Group: BASE To Node: Outfall 2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 10.00 10.00 Entrance Loss Coef: 0.00 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 3 of 6 Pre -Development Input Report Outfall 2 and 3 Rise(in). 10.00 10.00 Invert(ft): 17.830 14.870 Manning's N: 0.016000 0.016000 )p Clip(in): 0.000 0.000 mot Clip(in): 0.000 0.000 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Exit Loss Coef: 1.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use do or tw Inlet Ctrl Spec: Use do Stabilizer Option: None Survey found a 12" CMP upstream at el. 17.83 and they found an 8" PVC downstream at el. 14.87 Manning's N used is an equivalent weighted value of the pipe ---------------------------------------------------------------------------------------------------- Name: Ex. 24" CMP From Node: XSD Length(ft): 21.00 Group: BASE To Node: Outfall 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 15.920 15.990 Bend Loss Coef: 0.00 Manning's N: 0.025000 0.025000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ------------------------------------------------- ___= Channels____________________________________________________________________________ ==========------------------------------- Name: Swale From Node: XS1 Length(ft): 214.00 Group: BASE To Node: XS2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 18.950 17.830 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: 0.030000 0.030000 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: Outlet Ctrl Spec: Use do or tw AuxElevl(ft): Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): 4.000 4.000 LtSdSlp(h/v): 6.00 6.00 RtSdSlp(h/v): 6.00 6.00 Name: XSA-XSB ---- -------------------------------- From Node: XSA Length(ft): th(ft): 350.00 Group: BASE To Node: XSB Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 17.520 15.950 Flow: Both TClpinitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSA XSB Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): ;ot Width(ft) : LtSdSlp(h/v): RtSdSlp(h/v): Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 4 of 6 Pre -Development Input Report Outfall 2 and 3 ------------------------------------------------------------------------------------------ Name: XSB-XSD From Node: XSB Length(ft): 139.00 Group: BASE To Node: XSD Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 15.950 15.920 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSB XSD Outlet Ctrl Spec: Use de or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): Bct Width(ft): LtsdSlp(h/v): RtSdSlp(h/v): ---------------------------------------------------------------------------------------------------- Name: XSC-XSB From Node: XSC Length(ft): 290.00 Group: SASE To Node: XSR Count- 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 19.510 16.560 Flow: Both TC1pInitZ(ft). 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Rot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSC XSB Outlet Ctrl Spec: Use do or tw AuxElevl(ft).: 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): ,3t Width(ft): LtSdSlp (h/v) : RtSdSlp(h/v): -------------========--------------------------------------------------------------------- ___= Hydrology Simulations ________------------------------------- _________ ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: 25 YR-24 HR Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr_East_Extension)\documents\2e-drainage\ADE and Maint Building\ICPR 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 24.000 5.00 100.000 15.00 Name: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr_East_Extension)\documents\2e-drainage\ADE and Maint Building\ICPR Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) --------------- --------------- 6.000 15.00 24.000 5.00 100.000 15.00 -------------------------------------- =------- ------------------------------------------- ------------------------------------------------------------------------------------------ Routing Simulations_____________________________________'___________________________ ---------------------------------------------------------------------------------------- ---------------------------------------------------------------------------------------- Name: 25 YR-24 HR Hydrology Sim: 25 YR-24 HR Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr_East_Extens ion)\documents\2e-drainage\ADE and Maint Building\ICPR Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 6 Pre -Development Input Report Outfall 2 and 3 Execute: Yes Restart: No Alternative: No Max Delta Z(ft) 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.0100 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 100.00 Max Calc Time(sec): 0.1000 Boundary Flows: Time(hrs) Print Inc(min) ------------------------------ 100.000 15.000 Group Run BASE Yes ------- - -------- Name: Mean Annual Hydrology Sim: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr_East_Extensioxl)\documents\2e-drainage\ADE and Maint Building\ICPR Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 100.00 Min Calc Time(sec): 0.0100 Max Calc Time(sec): 0.1000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- 100.000 --------------- 15.000 Group Run --------------- BASE ----- Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 6 Pre-Developia__.t Node Min/Max Report Outfall 2 and 3 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 hr8 ft ft ft ft2 hrs Cfs hrs CfB Outfall 2 BASE 25 YR-24 HR 12.00 17.63 0.00 0.0000 2 13.09 3.10 0.00 0.00 Outfall 3 BASF, 25 YR-24 HR 12.00 17.99 0.00 0.0000 0 12.74 9.65 0.00 0.00 Outfall 2 BASE Mean Annual 12.00 17.B3 0.00 0.0000 39 12.59 1.94 0.00 0.00 Outfall 3 BASE Mean Annual 12.00 17.99 0.00 0.0000 0 12.57 3.81. 0.00 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page I of I Pre -Development Basin Summary Report Outfall 2 and 3 Basin Name: Maint. A Group Name: BASE Simulation: 25 YR-24 HR Node Name: XSA Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.93 Comp Time Inc (min): 2.93 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 22.00 Time Shift (hrs): 0.00 Area (ac): 1.320 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.17 Flow Max (cfs): 3.75 Runoff Volume (in): 5.772 Runoff Volume (ft3): 27658 Basin Name: Maint. B Group Name: BASE Simulation: 25 YR-24 HR Node Name: XSB Basin Type: SCS Unit Hydrograph Unit Hydrograph: U17256 Peaking Fator: 256.0 Spec Time Inc (min): 7.20 Comp Time Inc (min): 7.20 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 54.00 Time Shift (hrs): 0.00 Area (ac): 2.870 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs): 12.60 Flow Max (cfs): 5.63 Runoff Volume (in): 6.664 Runoff Volume (ft3): 69424 Basin Name: Maint. C Group Name: BASE Simulation: 25 YR-24 HR Node Name: XS1 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 1.690 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.22 Flow Max (cfs): 4.49 Runoff Volume (in): 5.776 Runoff Volume (ft3): 35433 Basin Name: Maint. D Group Name: BASE Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Pagel of 3 Pre -Development Basin Summary Report Outfall 2 and 3 Simulation: 25 YR-24 HR Node Name: XS2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.60 Comp Time Inc (min): 1.60 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status; Onsite Time of Conc (min): 12.00 Time Shift (hrs): 0.00 Area (ac): 1.360 Vol of Unit Hyd (in): 1.000 Curve Number: 67.000 DCIA (%): 0.000 Time Max (hrs): 12.08 Flow Max (cfs): 4.80 Runoff Volume (in): 5.393 Runoff Volume (ft3): 26623 Basin Name: Maint. A Group Name: BASE Simulation: Mean Annual Node Name: XSA. Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.93 Comp Time Inc (min): 2.93 Rainfall File: Flmod Rainfall Amount (in): 4.600 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 22.00 Time Shift (hrs): 0.00 Area (ac): 1.320 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.22 Flow Max (cfs): 1.17 Runoff Volume (in): 1.887 Runoff Volume (ft3): 9042 Basin Name: Maint. B Group Name: BASE Simulation: Mean Annual Node Name: XSB Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min.): 7.20 Comp Time Inc (min): 7.20 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 54.00 Time Shift (hrs): 0.00 Area (ac): 2.870 Vol of Unit Hyd (in): 1.000 Curve Number: 77.000 DCIA (%): 0.000 Time Max (hrs)6 12.60 Flow Max (cfs): 2.05 Runoff Volume (in): 2.456 Runoff Volume (ft3): 25584 Basin Name: Maint. C Group Name: BASE Simulation: Mean Annual Node Name: XS1 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 3 Pre -Development Basin Summary Report Outfall 2 and 3 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 1.690 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.28 Flow Max (cfs): 1.40 Runoff volume (in): 1.889 Runoff Volume (ft3): 11586 Basin Name: Maint. D Group Name: BASE Simulation: Mean Annual Node Name: XS2 Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.60 Comp Time Inc (min): 1.60 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 12.00 Time Shift (hrs): 0.00 Area (ac): 1.360 Vol of Unit Hyd (in): 1.000 Curve Number: 67.000 DCIA (%): 0.000 Time Max (hrs): 12.08 Flow Max (cfs): 1.40 Runoff Volume (in): 1.665 Runoff Volume (ft3): 8218 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 3 Proposed Conditions Data + Curve Number Calculations + Time of Concentration Calculation + Stage Storage Tables + Pond Boring Data + Water Quality Volume Calculations + Pollutant Loading Analysis WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: Location: Indian River County Checked: SG Date: Circle One: Present Developed Airport Drive East A 1. Runoff curve number (CN) CN Soil name and Cover description N Area hydrologic group (cover type, treatment, and acre (appendix A) hydrologic condition, percent w w ❑❑ miz impervious area ratio) Immokalee Fine Sand 3/11/2009 3/20/2009 (B/D), Urban Land Open Space, Good Condition 80 4.70 376.00 Immokalee Fine Sand (B/D), Urban Land Runway and Taxiway 98 2.47 242.06 bse only one CN source per line. Totals = 7.17 618.06 CN (weighted) = total product/total area = 618.06 = 86.20 Use CN 86 7.17 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 3/11/2009 Location: Indian River County Checked: SG Date: 3/20/2009 Circle One: Present )eveloped Airport Drive East B 1. Runoff curve number (CN) CN J Soil name and Cover description N Area hydrologic group (cover type, treatment, and N NNd acre (appendix A) hydrologic condition, percent ❑❑ impervious area ratio) w" w" mil Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.07 5.38 Immokalee Fine Sand (B/D), Urban Land Airport Drive East Extension 98 0.29 28.42 Immokalee Fine Sand (B/D), Urban Land Pond 80 0.17 13.82 Use only one CN source per line. Totals = 0.53 47.62 CN (weighted) = total product/total area = 47.62 = 89.85 Use CN 90 0.53 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 3/11/2009 Location: Indian River County Checked: SG Date: 3/20/2009 Circle One: Present )eveloped Airport Drive East C 1. Runoff curve number (CN) CN > Soil name and Cover description �,, ea hydrologic group (cover type, treatment, and N N acre (appendix A) hydrologic condition, percent °P °A ❑ s impervious area ratio) � fs, fJ, mil ❑ Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.11 9.08 h=okalee Fine Sand (B/D), Urban Land Airport Drive East Extension 98 0.22 21.56 Immokalee Fine Sand (B/D), Urban Land Pond 80 0.11 8.52 Use only one CN source per line. Totals = 0.44 39.16 CN (weighted) = total product/total area = 39.16 = 89.00 Use CN -� 89 0.44 WORKSHEET 2: Runoff curve number and runoff t-1 of ect: Airport Drive East Location: Indian River County Circle One: Present Developed 1. Runoff curve number (CN) Soil name and Cover description hydrologic group (cover type, treatment, and hydrologic (appendix A) condition, percent impervious area ratio) Immokalee, (B/D) Good Condition (grass cover > 75%) Immokalee, (B/D) Hangar A Immokalee, (B/D) Pond Surface Area 134,16 Use only one CN source per line. CN (weighted) = total product/total area = By: HS Date Checked: SG Date Hanuar A M 207.03 2.44 CN Area acre N N d4 bA s f� G� ❑ mi2 1.00 1.30 0.14 Totals = 2.44 84.85 Use CN 3/9/2009 3/20/2009 79.63 127.40 11.57 207.03 85 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: Location: Indian River County Checked: SG Date: Circle One: Present )eveloped Maintenance Buildin, A 1. Runoff curve number (CN ) CN Soil name and Cover description cv Area hydrologic group (cover type, treatment, and acre (appendix A) hydrologic condition, percent do bn ❑ s El impervious area ratio) Immokalee Fine Sand 3/11/2009 3/20/2009 (B/D), Urban Land Open Space, Good Condition 80 0.47 37.60 Arents (B) Open Space. Good Condition 61 0.64 39.04 Immokalee Fine Sand (B/D), Urban Land Existing Runway 98 0.09 8.82 Use only one CN source per line. Totals = I 1.20 85.46 CN (weighted) = total product/total area = 85.46 = 71.22 Use CN 71 1.20 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 3/6/2009 Location: Indian River County Checked: SG Date: 3/20/2009 Circle One: Present )evelo red Maintenance Buildinc B 1. Runoff curve number (CN) CN / Soil name and Cover description C,, Area hydrologic group (cover type, treatment, and v N acre (appendix A) hydrologic condition, percent w ❑❑ s impervious area ratio) hrmokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.71 56.83 Arents (B) Open Space, Good Condition 61 0.22 13.42 Immokalee Fine Sand (B/D), Urban Land Existing Runway 98 0.14 13.72 Immokalee Fine Sand (B/D), Urban Land Proposed Maintenance Building 98 0.46 45.08 Immokalee Fine Sand (B/D), Urban Land Airport Drive East Extension 98 0.08 7.84 Immokalee Fine Sand (B/D), Urban Land Pond 80 2.68 214.37 tJse only one CN source per line. Totals = 4.29 351.26 CN (weighted) = total product/total area = 351.26 = 81.88 Use CN 82 4.29 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 3/6/2009 Location: Indian River County Checked: SG Date: 3/20/2009 Circle One: Present evelo ed Maintenance Building, C 1. Runoff curve number (CN) CN / Soil name and Cover description ea hydrologic group (cover type, treatment, and v N acre (appendix A) hydrologic condition, percent °n °° ❑ s 44 W" ❑ mil impervious area ratio) Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.42 33.60 Arents (B) 0olf Cart Path 61 0.86 52.46 Immokalee Fine Sand (B/D), Urban Land Golf Cart Path 98 0.08 7.84 Use only one CN source per line. Totals = 1.36 93.90 CN (weighted) = total product/total area = 93.90 = 69.04 Use CN -� 69 1.36 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East By: HS Date: 3/11/2009 Location: Indian River County Checked: SG Date: 3/20/2009 Circle One: Present developed Maintenance Buildin.,2 D 1. Runoff curve number (CN) CN Soil name and Cover description N Area hydrologic group (cover type, treatment, and N N d acre (appendix A) hydrologic condition, percent to ❑ w" 4-4❑ 1Tl.2 impervious area ratio) Immokalee Fine Sand (B/D), Urban Land Open Space, Good Condition 80 0.33 Arents (B) Open Space, Good Condition 61 0.39 Use only one CN source per line. Totals = I 0.72 CN (weighted) = total product/total area = 50.19 = 69.71 Use CN 0.72 70 26.40 23.79 50.19 WORKSHEET 2: Runoff curve number and runoff Project: Airport Drive East Location: Indian River County Circle One: Present 1. Runoff curve number (CN) By: HS Date: 3/9/2009 Checked: SG Date: 3/20/2009 eveloped Maintenance Buildinu, E Soil name and Cover description hydrologic group (cover type, treatment, and (appendix A) hydrologic condition, percent impervious area ratio) Arents (B) Open Space, Good Condition 1 m okalee Fine Sand (B/D), Urban Land Golf Cart Path Use only one CN source per line. CN (weighted) = total product/total area = CN N Area cv N N acre bn �o s 4-4 f- mil El 61 0.64 39.04 98 0.04 3.92 Totals = 0.68 42.96 42.96 = 63.18 Use CN 63 0.68 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 3/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: JPresent IDeveloped I Airport Drive East A Circle One: IT, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 20.680 ft from contour lines 68 feet point el. = 20.200 ft from contour lines 300 feet point el. = 18.700 ft from contour lines Sheet flow (Applicable to T. only) Segment ID 1. Surface Description (table 3-1.)......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L - 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s................................................................ft/ft 6. T,= 0.007 (nL)08 Compute T... hr Pz 0.5 s 0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s l l . T, = L Compute Tt ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, PW................................................ ft/ft 14. Hydraulic radius, r = a/PW ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 2/3 s 1/2 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea Tc or Tt (add Ttinsteps 6, 11, and 19) ...................... X Concrete 0.01 68 5.3 0.0071 _ Assume 0.02 + X Short Grass 0.15 232 5.3 0.0065 0.39 ELEVATIONS High Point el. = 18.700 ft from contour lines Low point el. = 16.910 ft from contour lines I X unpaved 378 0.0047 1.11 0.095 + + = 0.00 hr 0.50 Use: 30 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 3/9V2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 1Present IDeveloped JAirport Drive East B Circle One: ITS IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 20.650 ft from contour lines 16 feet point el. = 20.500 ft from contour lines Sheet flow (Applicable to T, only) Segment ID X 1. Surface Description (table 3-1.).......................................... Concrete 2. Manning's roughness coeff., n(table3-1.)............................. 0.01 3. Flow length, L (total L — 300 ft.)...................................... ft 16 4. Two-yr 24-hr rainfall, Pz................................................... in 5.3 5. Land slope, s.................................... ...........................ft/ft 0.0094 6. Tt= 0.007 (nL)0 8 Compute T... hr Assume 0.00 + P 0.5 s .4 z Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt ......hr I I+ 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/Pw ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 2/3 s 112 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19) ................... + �= 0.00 hr * 0.00 Use • 10 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 3/9V2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: !Present !Developed I Airport Drive East C Circle One: IT� IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 20.650 ft from contour lines 300 feet point el. = 20.500 ft from contour lines Sheet flow (Applicable to T. only) Segment ID X 1. Surface Description (table 3-1.).......................................... Concrete 2. Manning's roughness coeff., n(table3-1.)............................. 0.01 3. Flow length, L (total L <= 300 ft.)...................................... ft 71 4. Two-yr 24-hr rainfall, P2................................................... in 5.3 5. Land slope, s.................................................................ft/ft 0.0021 6. T,= 0.007 (nLl°'s Compute T... hr Assume 0.03 + P2 0.5 9 .4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. T, = L Compute T, ......hr I I+ I I= 0.00 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ....................... 2 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/Pw. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff. t13 s 1/2 /n 17.V=1.49r Compute V......... ft/s � I 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr + �= 0.00 20. Watershed or subarea Tc or T, (add Tt in steps 6, 11, and 19)....................................... hr * 0.03 Use: 10 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: Location: Indian River County Checked: Circle One: JPresent JDeveloped Hangar Circle One: IT, IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments. Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.)................................. 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L <= 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. Tt= 0.007 (nL)08 Compute T... hr P z 0.5 s .4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute T t ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ............. I........................... ftz 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P. ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 2/3 s 1/. /n ...... Compute V......... ft(s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or Tt (add Tt in steps 6, 11, and 19) .................. HS Date: 3/9/2009 SG Date: 1/20/2009 ELEVATIONS High Point el. = 21.000 ft from contour lines 75 feet point el. = 20.360 ft from contour lines 300 feet Point el. = 19.500 ft from contour lines X X Concrete Short Grass 0.01 0.15 75 121 5.3 5.3 0.0085 0.0071 Assume _ I 0.02 + 0.22 hr Use : 14 minutes �= 0.00 WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 3/9/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 11'resent IDeveloped I Maintenance Building A Circle One: IT, ITt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.)........................................ 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L — 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. Tt= 0.007 (nL)O" Compute T... hr Pz 0.5 s0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, PW................................................ ft/ft 14. Hydraulic radius, r = a/PW ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r zi3 s 1/2 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, and 19) ................. ELEVATIONS High Point el. = 20.440 ft from contour lines 239 feet point el. = 19.000 ft from contour lines Assume ..... hr X Short Grass 0.15 239 5.3 0.0060 0.41 + I+ = 0.00 + Tol.41 Use • 25 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: Present IDeveloped IMaintenance Building B Circle One: ITS JTt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 22.000 ft from contour lines 109 feet point el. = 19.500 ft from contour lines Sheet flow (Applicable to T, only) Segment ID X 1. Surface Description (table 3-1.).......................................... Short Grass 2. Manning's roughness coeff, n(table3-1.)............................. 0.15 3. Flow length, L (total L — 300 ft.)...................................... ft 109 4. Two-yr 24-hr rainfall, Pz................................................... in 5.3 5. Land slope, s.................................................................ft/ft 0.0229 6. Tt= 0.007 (nL)"' Compute T... hr Assume _ 0.13 + Pz 0.5 s0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) .............................. 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... tt/s l l . T, = L Compute Tt ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... fe 13. Wetted perimeter, PW................................................ ft/ft 14. Hydraulic radius, r = a/PW ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r zi3 s 1/2 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. T, = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T. or Tt (add T, in steps 6, 11, and 19) ................... I I+ 1 hr Use • 10 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Airport Drive East By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 1Present IDeveloped JMaintenance Building C Circle One: IT, ITt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 21.030 ft from contour lines 244 feet point el. = 19.020 ft from contour lines Sheet flow (Applicable to T. only) Segment ID I X 1. Surface Description (table 3-1.)......................................... Short Grass 2. Manning's roughness coeff., n(table3-1.)............................. 0.01 3. Flow length, L (total L - 300 ft.)...................................... ft 244 4. Two-yr 24-hr rainfall, P2................................................... in I 5.3 5. Land slope, s................................................................ft/ft 0.0082 6. Tt= 0.007 (nL)0 8 Compute T... hr Assume _ 0.05 + P2 0.5 S .4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt ......hr I I+ I 3600 V ELEVATIONS Begin Point Swale el. = 19.020 ft from contour lines End Point Swale el. = 17.830 ft from contour lines Channel flow Segment ID 12. Cross sectional flow area, a ......................................... f? 13. Wetted perimeter, PW................................................ ft/ft 14. Hydraulic radius, r = a/PW ................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 2/3 s 112 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, and 19)................................. hr X 17.00 56.00 0.304 0.006 0.15 0.33 214 0.178 Use • 13 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: Location: Indian River County Checked: SG Date: Circle One: 11'resent IDeveloped I Maintenance Building D Circle One: IT� IT, through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments Sheet flow (Applicable to T, only) Segment ID 1. Surface Description (table 3-1.).......................................... 2. Manning's roughness coeff., n(table3-1.)............................. 3. Flow length, L (total L - 300 ft.)...................................... ft 4. Two-yr 24-hr rainfall, Pz................................................... in 5. Land slope, s.................................................................ft/ft 6. Tt= 0.007 (nLi .8 Compute T... hr P z 0.5 0.4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/fl 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... f2 13. Wetted perimeter, Pw................................................ ft/ft 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 15. Channel slope, s......................................................... ft/fl 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r 2/3 s 1/2 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, and 19) ................. 3/9/2009 1/20/2009 ELEVATIONS High Point el. = 19.400 ft from contour lines 111 feet point el. = 17.560 ft from contour lines X Short Grass 0.15 111 5.3 0.0166 Assume I 0.15 + ELEVATIONS High Point el. = 17.560 ft from contour lines Low point el. = 16.560 ft from contour lines hr X 13.00 36.00 0.361 0.0029 0.15 0.27 347 0.356 Use: 30 minutes WORKSHEET 3: Time of Concentration (Tc) or Travel Time (Tt) Project: Updated Stormwater Master Plan By: HS Date: 1/8/2009 Location: Indian River County Checked: SG Date: 1/20/2009 Circle One: 11resent IDeveloped Maintenance Building E Circle One: IT, ITt through subarea NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic or description of flow segments ELEVATIONS High Point el. = 24.050 ft from contour lines 169 feet point el. = 16.300 ft from contour lines Sheet flow (Applicable to T. only) Segment ID X 1. Surface Description (table 3-1.).......................................... Short Grass 2. Manning's roughness coeff., n(table3-1.)............................. 0.15 3. Flow length, L (total L - 300 ft.)...................................... ft 169 4. Two-yr 24-hr rainfall, Pz................................................... in 5.3 5. Land slope, s...............................................................ft/ft 0.0459 6. Tt = 0.007 (nL)0.8 Compute T... hr Assume 0.14 + P z 0.5 s .4 Shallow concentrated flow Segment ID 7. Surface Description (paved or unpaved) ............................... 8. Flow length, L................................................................. ft 9. Watercourse slope, s........................................................ ft/ft 10. Average velocity, V (figure 3-1)...................................... ft/s 11. Tt = L Compute Tt ......hr 3600 V Channel flow Segment ID 12. Cross sectional flow area, a ......................................... ftz 13. Wetted perimeter, PW................................................ ft/ft 14. Hydraulic radius, r = a/P.................... Compute r ......... ft 15. Channel slope, s......................................................... ft/ft 16. Manning's roughness coeff., n............................................. 17. V = 1.49 r zrs s 1/2 /n ...... Compute V......... ft/s 18. Flow length, L............................................................... ft 19. Tt = L / 3600 V................................. Compute T ........ hr 20. Watershed or subarea T, or Tt (add Tt in steps 6, 11, and 19) ................. ELEVATIONS High point el. = 16.300 ft from contour lines Low Point el. = 15.920 ft from contour lines ............. hr X 18.50 76.00 0.243 0.0028 0.15 0.20 136 0.185 + Use • 19 minutes Project: Airport Drive East Location: lndiian River County Circle One: Present Hangar A- STACTE-STORAGE Pond Bottom Top of Bank By: HS Date: 3/9/2009 Checked: SCT Date: 3/20/2009 eveloped Hangar A Stage Area Incremental Cumulative Storage Stora e ft fr ac ac-ft ac-ft 19.5 1204 0.03 0.00 0.00 �0.�5 8h2j 0.14 0.06 0.06 SHWT (ft) = 18.46 ft (Geotechnical SHW) Project: Airport Drive East By: HS Date: 3/11/2009 Location: Indian River County Checked: SG Date: 3/20/2009 Circle One: Present Dcw v&ZwiLal Area- STAGE -STORAGE Stage ft Bottom'_ 1 10 1 .0 Top of Depression 19.0 Developed Airport Drive East A Area. Incremental Cumulative Storage Storage t ac ac-ft ac-ft _0.25 20-05 048. 6.25 92423 2.12 1.36 1.M Project: Airport Drive East By: HS Date: 3/11/2009 Location: Indian River County Checked: SG Date: 3/20/2009 Circle One: Present Median $Wale- STAGE -STORAGE Pond Bottom Top of Bank �,„ , , <ee e opej,:> Airport Drive East B Stage Area Incremental Cumulative Storage Storage ft ft` ac ac-ft ac-ft 19.5 46991 0.11 0.00 U.00 20.5 75241 0.17 I 6.14 _ � 0.14.11 SHWT (ft) = 18.00 ft (Geotechnical SHW) Project: Airport Drive East Location: Indian River County Circle One: Present <eveloped K.idne,N Swale-_S'[AGE-STORAGE Pond Bottom Top of Bank By: HS Date: Checked: SG Date: Airport Drive East C Stage Area Incremental Storage Cumulative Stora e ft ft ac ac-ft ac-ft 1 19.0 3457 0.08 0.11 0.00 0.09 0.00 0.09 20.0 4640 SHWT (ft) = 18.00 ft (Geotechnical SHW) 3/11/2009 3/20/2009 Project: Airport Drive East Location: Jpdian River County Circle One: Present Developed Maintenance Building- STAGE -STORAGE Pond Bottom By: HS Checked: SG Proposed Pond Stage Area Incremental Cumulative Storage Storage ft frz sic ac-ft ac-ft 19.0 1071151 2.46 0.00 0.00 20.0 1147931 1167271 2.64 2.48 2.55 6.66 2.55 20.25 3.21 SHWT (ft) = 18.37 ft (Geotechnical SHW) TMDL Required = 0.48 ac- ft @ Used a weir elevation of (ft) = 19.2 ft I 19.2 ft l Date: Date: 3/6/2009 3/20/2009 Pond Boring Data Summary Table Project Name: Airport Drive East Project Number: Indian River County Calculated by: HAS Date: 4/29/2009 Checked by: JT Date: Surveyed Estimated Factor of Safety Factor of Safety Ground Encountered Ground Elevation SHWT Horizontal Horizontal Vertical Vertical Surface GWT Measured Water Base of of Base of Measured Proposed Coefficient of Coefficient of Coefficient of Coefficient of Proposed Elevation From Surface Elevation Aquifer Aquifer From Surface Pond SHGWT Permeability Permeability Kh Permeability Permeability Kv Boring Pond Borings (ft) (ft) (ft) El (ft) (ft) (ft) Bottom (ft) (ft) Kh (ft/day) (ft/day) Kv (ft/day) (ft/day) B-1 Maintenance 21.08 4.67 16.41 11.08 10 19.08 19.00 -0.08 18.40 9.20 15.90 7.95 _ B-2 Maintenance 20.00 5.00 15.00 10.06 10 I _ 17.67 19.dO 1.33 16.80 8.40 _ 14.20 ( 7.10 _ - Averave of B-1 and B-2 - - --- - - - - - - -- Proposed - - - - - B-1 & B-2 Pond 20.54 4.83 15.71 10.54 10.00 18.37 19.00 0.63 17.60 8.80 15.05 7.53 AOE B, ADE C, and B-3 Hangar A 18.83 2.00 16.83 15.83 3.00 18.00 19.00 1.00 26.80 13.40 20.10 10.05 , HA-2 `Maintenance 16.41 1.50 U-01 - - 15.91 19.UU 3.09 - - I - . _ _ _ - , Project: Airport Drive East Location: Indian River County Proposed Pond Water Quality Volume (SJRWMD) By: H.S. Date: 3/12/2009 Checked: S.G. Date: 3/20/2009 Total Area = 7.70 ac Total Impervious Area = 2.49 ac 0.5" of runoff x Total Area = 13976 cf I 1.25" x impervious Area = 11298 cf +I Required Water Quality Volume (Subtotal) = 13976 cf 1 50% Additional Treatment (OFW and Class II Receiving Waters) = 6988 cf Required Water Quality Volume (Total) = 20963 cf I Water Quality Elevation = 19.2 ft !I PROVIDED WATER QUALITY VOLUME = 21 cf I Project: Airport Drive East Location: Indian River County Existing Condition Airport Drive East B Airport Drive East C Airport Drive East C Maintenance Building B Maintenance Building C Maintenance Building C Maintenance Building E Maintenance Building E Hangar A Hangar A TOTAL Proposed Condition Airport Drive East B Airport Drive East B Airport Drive East C Airport Drive East C Maintenance Building B Maintenance Building B Hangar A Hangar A TOTAL Pollutant Removal Efficiency Required TMDL Volume Required TMDL Volume Required TMDL Volume Required Water Quality Volume Required Site -Specific Pre -!Post- Pollutant Loading Analysis By: HS Date: 5/l/2009 Checked: SG Date: Inches of Pollutant Outflow Land Use Soil Type Basin Inflow Mass Treatment System Retention Over Removal Mass Total P Loading Acreage Loading Basin Area Efficiency Loading k !ac r ��51 acres �.22 ssk9(�r� (inches) N (kglyr) OPEN HSG D 1 0.01 OPEN HSG D 0.051 X 0.52 0.03 0.03 COMM HSG D 0.964 X 0.23 = 0.22 0.22 OPEN HSG D 0.051 X 2.26 = 0.12 0.12 OPEN HSG D 0.051 X 1.55 = 0.08 0.08 COMM HSG D 0.964 X 0.14 = 0.13 0.13 OPEN HSG D 0.051 X 0.37 = 0.02 0.02 COMM HSG D 0.964 X 0.05 = 0.05 0.05 OPEN HSG D 0.051 X 1.22 = 0.06 0.06 COMM HSG D 0.964 X 1.14 = 1.10 1.10 7.70 0.72 0.72 Inches of Pollutant Outflow Land Use Soil Type Basin Inflow Mass Treatment System Retention Over Removal Mass Total Total P Loadin Acreage Loading Basin Area Efficiency Loading Volume `k�lac- r acres k_q>1LrJ �.M (inches) (%) (kglyr) (ac-in) OPEN HSG D 0.051 0.24 = Dry Retention 0.75 96 0.00 0.18 COMM HSG D 0.964 X 0.29 = 0.28 Dry Retention 0.75 71 0.08 0.22 OPEN HSG D 0.051 X 0.22 = 0.01 Dry Retention 0.75 96 0.00 0.17 COMM HSG D 0.964 X 0.22 = 0.21 Dry Retention 0.75 71 0.06 0.17 OPEN HSG D 0.051 X 3.61 = 0.18 Dry Retention 0.75 96 0.01 2.71 COMM HSG D 0.964 X 0.68 = 0.66 Dry Retention 0.75 71 0.19 0.51 OPEN HSG D 0.051 X 1.14 = 0.06 Dry Retention 0.75 96 0.00 0.86 COMM HSG D 0.964 X 1.30 = 1.25 Dry Retention 0.75 71 0.36 0.98 7.70 2.37 0.71 5.78 70 % 5.78 ac-in 0.48 ac-ft 20981 cubic ft 20963 cubic ft Total Phosphorus Removal governs the required treatment of the proposed pond Project: Airport Drive East Location: Indian River County Proposed Pond Pollutant Loading Volume (SJRWMD) Total Area = Inflow Mass Loading = Outflow Mass Loading = Pollutant Removal Efficiency Required = Pollutant Removal Efficiency Required Depth in Commercial for HSG D Required Volume (Total) = Required Volume (Total) = Required Volume (Total) = Water Quality Elevation = PROVIDED TMDL VOLUME = By: H.S. Date: 3/12/2009 Checked: S.G. Date: 3/20/2009 7.70 ac 0.72 kg/yr 2.37 kg/yr 70 % 0.75 (in) 5.78 ac-in 0.48 ac-ft 20981 cf 19.2 ft 20981 cf Proposed Conditions ICPR Input / Output + Input Data + Node Minimum /Maximum + Basin Summary Report Post -Develop; Nodal Diagram Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole A:Ai rport Dr E-A Basins A_ u:Airport Dr E- O Overland Flow U SCS Unit CN A:Airport Dr E-C S SBUH CN Y SCS Unit GA U:Arport -Dr E-C—i Z SBUH GA P:EXISTING 6" P;ADE C to ADE B Links P Pipe A;Airport DrE-B w weir C Channel u:Airport Dr E-B D Drop Structure IT tfall 1 P:ADE B to Han A B Bridge R Rating Curve H Breach A:Hangar A E Percolation F Filter X Exfil Trench A:XS1 U:Hangar A p;Han A-Maint T:GWT 1 E:Perc-Pro. Pond A:Proposed Pond W: Pro. Weir C: Sale JI U:Maint. B A:XS2 J1 U:Maint. C ,I I P:Ex, 12" Pipe TcOutfall 2 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. A;XSA U:Maint. A C:XSA-XSB A:XSB U:Maint. D C:XSB-XSC A:XSC U:Maint. E P:Ex. 24" CMP T: Outfall 3 Post -Development Input Report ---------=========================--------------------------------------^--------------- := Basins ______________________________________ Name: Airport Dr E-A Node: Airport Dr E-A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 30.00 Area(ac): 7.170 Time Shift(hrs): 0.00 Curve Number: 86.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ------- - ------------------------------------------------------------------------------------------- Name: Airport Dr E-B Node: Airport Dr E-B Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.530 Curve Number: 90.00 DCIA(%). 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs), 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Airport Dr E-C Node: Airport Dr E-C Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.440 Curve Number: 89.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ------ ---------------- - ------------------------------------------------------------------------ Name: Hangar A Node: Hangar A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 2.440 Curve Number: 85.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 14.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Maint. A Node: XSA Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 1.200 Curve Number: 71.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 25.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name.: Maint. B Node: Proposed Pond Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 4.290 Curve Number: 82.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ----------------------------- -------------------------------------------------------------------- Name: Maint. C Node: XS2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: 256.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 13.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 9 Post -Development Input Report Area(ac): 1.360 Time Shift(hrs): 0.00 Curve Number: 69.00 Max Allowable Q(cfs): 0.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Maint. D Node: XSB Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph; Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.720 Curve Number: 70.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 30.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 ---------------------------------------------------------------------------------------------------- Name: Maint. E Node! XSC Status: Onsite Group: BASE Type: SCS unit Hydrograph CN Unit Hydrograph: Uh256 Rainfall File: Rainfall Amount(in): 0.000 Area(ac): 0.680 Curve Number: 63.00 DCIA(%): 0.00 Peaking Factor: 256.0 Storm Duration(hrs): 0.00 Time of Conc(min): 19.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs); 999999.000 ---------============--------------------------------------------------------------------- ___= Nodes ==========--------------------------------------------------------------------- ------------------------------------------------------------------------------- Name: Airport Dr E-A Base Flow(cfs): 0.000 Init Stage(ft): 17.000 Group: BASE Warn Stage(ft): 20.000 Type: Stage/Area Existing Depressional Area prior to discharging to the existing double metal 6" pipes Stage(ft) Area(ac) 17.000 0.0100 18.000 0.4800 19.000 2.1200 ------------------------------------------------------------------------------------------ Name; Airport Dr E-B Base Flow(cfs): 0.000 Snit Stage(ft): 19.500 Group: BASE Warn Stage(ft): 20.500 Type: Stage/Area Median Swale Stage(ft) Area(ac) ------------------------------ 19.500 0.1100 20.500 0.1700 ----------------------------------------------------------------------------- Name: Airport Dr E-C Base Flow(cfs): 0.000 Init Stage(ft): 19.000 Group: BASE Warn Stage(ft): 20,000 Type: Stage/Area Kidney Swale Stage(ft) Area(ac) ------------------------------ 19.000 0.0800 20.000 0.1100 ------------------------------------------------------------------------------------------ Name: GWT Base Flow(cfs): 0.000 Init Stage(ft): 0.000 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 0.000 9999.00 0.000 ---------------------------------------------------------------------------------------- Name: Hangar A Base Flow(cfs): 0.000 Init Stage(ft): 19.500 Group: BASE Warn Stage(ft): 20.250 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 2 of 9 Post -Development Input Report Stage(ft) Area(ac) ------------------------------ 19.500 0.0300 20.250 0.1400 -------------- -- --------------------------------------------------------------- Name: Outfall 1 Base Flow(cfs): 0.000 Init Stage(ft): 17.830 Group: BASE Warn Stage(ft): 20.000 Type: Time/Stage Time(hrs) Stage(ft) ------------------------------ 0.00 17.830 100.00 17.830 --------------------------------------------------------------------------------- Name: Outfall 2 Base Flow(cfs): 0.000 Init Stage(ft): 14.870 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage 17.83' is from the 25 year-24 hour peak stage of the adjacent golf course Pond 3 Time(hrs) Stage(ft) 0.00 14.670 12.00 17.830 100.00 14.870 ------------------------------------------------------------------------------------------ Name: Outfall 3 Base Flow(cfs): 0.000 Init Stage(ft): 15.990 Group: BASE Warn Stage(ft): 0.000 Type: Time/Stage Existing 241t Pipe Invert E1. 15.99; Crown of Pipe El. 17.99 Time(hrs) Stage(ft) 0.00 15.990 12.00 17.990 100.00 15.990 ------------------------------------------------------------------------------------------ Name: Proposed Pond Base Flow(cfs): 0.000 Init Stage(ft): 19.000 Group: BASE Warn Stage(ft): 20.250 Type: Stage/Area Proposed Pond Stage(ft) Area(ac) 19.000 2.4600 20.000 2.6400 20.250 2.6600 ------------------------------------------------------------------------------------------ Name: XS1 Base Flow(cfs): 0.000 Init Stage(ft): 18.950 Group: BASE Warn Stage(ft): 19.020 Type: Stage/Area Stage(ft) Area(ac) ------------------------------ 18.950 0.0000 19.000 0.0004 ------------------------------------------------------------------------------------------ Name: XS2 Base Flow(cfs): 0.000 Init Stage(ft). 17.830 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Stage(ft) Area(ac) 17.830 0.0000 18.000 0.0004 ---------------------------------------------------------------------------------- Name: XSA Base Flow(cfs): 0.000 Init Stage(ft): 17.520 Group: BASE Warn Stage(ft): 19.000 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 9 Post -Development Input Report Stage(ft) Area(ac) --------------------------- 17.520 0.0000 18.000 0.0001 19.000 0.0003 ------------------------------------------------------------------------------------------ Name: XSB Base Flow(cfs): 0.000 Init Stage(ft): 16.560 Group: BASE Warn Stage(ft): 18.000 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 16.560 0.0000 17.000 0.0003 18.000 0.0005 ------------------------------------------------------------------------------------------ Name: XSC Base Flow(cfs): 0.000 Init Stage(ft): 15.920 Group: BASE Warn Stage(ft): 18.400 Type: Stage/Area Stage(ft) Area(ac) 15.920 0.0000 16.000 0.0000 17.000 0.0005 18.000 0.0020 18.400 0.0060 ---------- -------------------------------------------------------------------------------- ----------------------------------------------------------------------------------------- ___= Cross Sections ============================= ---------------------- - Name: XSA Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.035000 42.000 18.000 0.035000 61.000 17.520 0.035000 65.000 18.000 0.035000 73.000 19.000 0.035000 105.000 19.400 0.011000 --------------------------------------------------------------------- Name: XSB Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N 0.000 19.000 0.035000 6,000 18.000 0.035000 12.000 17.000 0.035000 17.000 16.560 0.033000 22.000 17.000 0.035000 39.000 18.000 0.035000 60.000 19.000 0.011000 80.000 20.000 0.011000 100.000 21.000 0.011000 113.000 22.000 0.011000 138.000 23.000 0.011000 - - Name: XSC - - -------- ---- Group: BASE Encroachment: No Station(ft) Elevation(ft) -Manning's N 0.000 21.000 0.011000 9.000 20.490 0.035000 16.000 19.510 0.035000 43.000 20.520 0.035000 159.000 21.000 0.011000 --------------------------------------------------------------------- Name: XSD Group: BASE hlterconnected Channel and Pond Routing Model JCPR) 02002 Streamline Technologies, Inc. Page 4 of 9 Post -Development Input Report Encroachment: No Station(ft) 0.000 212.000 247.000 265.000 266.000 267.000 287.000 296.000 331.000 Elevation(ft) 19.000 18.000 17.000 16.000 15.920 16.000 17.000 18.000 18.400 Manning's N 0.035000 0.035000 0.035000 0.035000 0.035000 0.035000 0.035000 0.035000 0.035000 ------------------------------------------------------------------------------------------ ___= Pipes __________---------------- -------------------------------------------------------- _____________________________________________________ Name: ADE B to Han A From Node: Airport Dr E-B Length(ft): 38.00 Group: BASE To Node: Hangar A Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 17.400 17.300 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: ADE C to ADE B From Node: Airport Dr E-C Length(ft): 42.00 Group: BASE To Node: Airport Dr E-B Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Invert(ft): 17.500 17.400 Bend Loss Coef: 0.38 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: Ex. 12" Pipe From Node: XS2 Length(ft): 105.00 Group: BASE To Node: Outfall 2 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 10.00 10.00 Entrance Loss Coef: 0.00 Rise(in): 10.00 10.00 Exit Loss Coef: 1.00 Invert(ft): 17.830 14.870 Bend Loss Coef: 0.00 Manning's N: 0.016000 0.016000 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: `.rcular Concrete: Square edge w/ headwall Survey found a 12" CMP upstream at el. 17.83 and they found an 8" PVC downstream at el. 14.87 Manning's N used is an equivalent weighted value of the pipe Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 9 Post -Development Input Report ---------------------------------------------------------------------------------------------------- Name: Ex. 24" CMP From Node: XSC Length(ft): 21.00 Group: BASE To Node: Outfall 3 Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 15.920 15.990 Bend Loss Coef: 0.00 Manning's N: 0.025000 0.025000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: EXISTING 6" From Node: Airport Dr E-A Length(ft): 137.00 Group: BASE To Node: Outfall 1 Count: 2 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 6.00 6.00 Entrance Loss Coef: 0.00 Rise(in): 6.00 6.00 Exit Loss Coef: 1.00 Invert(ft): 17.100 16.860 Bend Loss Ccef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream. FHWA inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: circular Concrete: Square edge w/ headwall --------- Name: Han A-Maint -- - --- From Node: -------------------------------------- Hangar A Length(ft): ----------- 50.00 Group: BASE To Node: Proposed Pond Court: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.00 Rise(in): 24.00 24.00 Exit Loss Coef: 1.00 Invert(ft): 17.000 16.800 Bend Loss Coef: 0.00 Manning's N: 0.012000 0.012000 Outlet Ctrl Spec: Use do or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use do Bot Clip(in): 0.000 0.000 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Channels____________________________________________________________________________ ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Name: Swale From Node: XS1 Length(ft): 216.00 Group: BASE To Node: XS2 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): 18.540 17.830 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: 0.030000 0.030000 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: Outlet Ctrl Spec: Use do or tw AuxElevl(ft): Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 6 of 9 Post -Development Input Report Depth(ft): .Bot Width(ft): 4.000 4.000 ',tSdSlp (h/v) : 6.00 6.00 RtsdSlp(h/v): 6.00 6.00 - ------------------------------------------------------------------------------------------- Name: XSA-XSB From Node: XSA Length(ft): 350.00 Group: BASE To Node: XSB Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 17.520 15.950 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Sot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSA XSB Outlet Ctrl Spec: Use do or tw AuxElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp (h/v) : RtSdSlp (h/v) : ------------------------------- Name: XSB-XSC From Node: XSB Length(ft): ------- 156.00 Group: BASE To Node: XSC Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Irregular Irregular Solution Algorithm: Automatic Invert(ft): 15.950 15.920 Flow: Both TC1pInitZ(ft): 9999.000 9999.000 Contraction Coef: 0.100 Manning's N: Expansion Coef: 0.300 Top Clip(ft): Entrance Loss Coef: 0.000 Bot Clip(ft): Exit Loss Coef: 0.000 Main XSec: XSB XSC Outlet Ctrl Spec: Use do or tw !,uXElevl(ft): 0.000 0.000 Inlet Ctrl Spec: Use do Aux XSecl: Stabilizer Option: None AuxElev2(ft): 0.000 0.000 Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ------------------------------------------------------------------------------------------ ------------------------------------------------------------------------------------------ Weirs ___________________ Name: Pro. Weir From Node: Proposed Pond Group: BASE To Node; XSB Flow: Both Count: 1 Type: Vertical: Fread Geometry: Trapezoidal Bottom Width(ft): 0.00 Left Side Slope(h/v): 4.00 Right Side Slope(h/v): 4.00 Invert(ft): 19.200 Control Elevation(ft): 19.200 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 Percolation Links ------------- Name: Perc-Pro. Perc-Pro. Pond From Node: Proposed Pond Flew: Both Group: BASE To Node: GWT Count: 1 Surface Area Option: User Specified Bottom Elev(ft): 19.000 Surface Area(ac): 2.460 Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(ft): 10.540 Perimeter l(ft): 1937.000 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 7 of 9 Post -Development Input Report Water Table Elev(ft): 18.370 ioriz Conductivity(ft/day): B.800 Vert Conductivity(ft/day): 7.530 Effective Poresity(dec): 0.300 Suction Head(in): 4.170 Layer Thickness(ft): 0.630 Perimeter 2(ft): 21B1.000 Perimeter 3(ft): 3460.000 Distance 1 to 2(ft): 50.000 Distance 2 to 3(ft): 450.000 Num Cells 1 to 2: 10 Num Cells 2 to 3: 45 ------------------------------------------------------------------------------------------ ___= Hydrology Simulations______________________________________________________________ ---------------------- Name: 25 YR-24HR Filename: Y:\Airports\X26 - Sehastian\TA412026(Airport_Dr_East_Extension)\documents\2e.-drainage\ADE and Maint Building\ICPR 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 24.000 5.00 100.000 15.00 ---------------------------------------------------------------------------------------------------- Name: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr East_Extension)\documents\2e-drainage\ADE and Maint Building\ICPR override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Flmod Rainfall Amount(in): 4.80 Time(hrs) Print Inc(min) ------------------------------ 6.000 15.00 24.000 5.00 100.000 15.00 ------------- ---------------------------------------------------------------------------------------- Routing Simulations Name: 25 YR-24 HR Hydrology Sim: 25 YR-24HR Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr_ East_Extension)\documents\2e-drainage\ADE and Maint Building\ICPR Execute: Yes Restart! No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0..0100 Boundary Stages: Time(hrs) Print Inc(min) ------------------------------ 100.000 5.000 Group Run --------------- ----- BASE Yes Patch: No Delta Z Factor: 0.00500 End Time(hrs): 100.00 Max Calc Time(sec): 0.1000 Boundary Flows: ---------------------------------------------------------------------------------------------------- Name: Mean Annual Hydrology Sim: Mean Annual Filename: Y:\Airports\X26 - Sebastian\TA412028(Airport_Dr_ East_ Extension)\documents\2e-drainage\ADE and Maint Building\ICPR Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.0100 Boundary Stages: Time(hrs) Print Inc(min) ------------------------------ 100.000 5.000 Patch: No Delta Z Factor: 0.00500 End Time(hrs): 100.00 Max Calc Time(sec): 0.1000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 9 Post -Development Input Report ^-coup Run ------------- ----- 3E Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 9 of 9 Post -Develop, Node Min/Max Report Max Time Name Group Simulation Stage hrs Airport Dr E-B BASE 25 YR-24 HR 12.52 Airport Dr E-C BASE 25 YR-24 HR 12.52 Hangar A BASE 25 YR-24 HR 12.56 Outfall 1 BASE 25 YR-24 HR 0.00 Outfall 2 BASE 25 YR-24 HR 12.00 Outfall 3 BASE 25 YR-24 HR 12.00 Proposed Pond BASE 25 YR-24 HR 13.11 Airport Dr E-B BASE Mean Annual 1.7.57 Airport Dr E-C BASE Mean Annual 17.57 Hangar A BASE Mean Annual 17.57 Outfall 1 BASE Mean Annual 0.00 Outfall 2 BASE Mean Annual 12.00 Outfall 3 BASE Mean Annual 12.00 Proposed Pond BASE Mean Annual 17.59 Max Warning Max Delta Max Surf Max Time Stage Stage Stage Area Inflow ft ft ft ft2 hrs 20.14 20.50 -0.0030 6457 12.08 20.14 20.00 0.0001 4982 12.00 20.09 20.25 -0.0042 5106 12.08 17.83 20.00 0.0000 20 18.91 17.83 0.00 0.0000 2 12.64 17.99 0.00 0.0000 0 13.10 20.01 20.25 0.0002 115087 12.08 19.52 20.50 -0.0030 4847 12.14 19.52 20.00 010001 4166 12.00 19.52 20.25 -0.0042 1437 12.09 17.83 20.00 0.0000 20 16.02 17.83 0.00 0.0000 42 12.30 17.99 0.00 0.0000 0 12.45 19.52 20.25 0.0002 111234 12.08 Max Max Time Max Inflow Outflow Outflow Cfs hrs Cfs 3.23 12.50 2.26 2.32 12.50 1.02 11.98 0.00 14..41 1.25 0.00 0.00 2.31 0.00 0.00 9.34 0.00 0.00 31.31 0.00 442.72 1.72 0.0.0 2.18 1.05 0.00 0.75 6.33 0.00 14.41 0.95 0.00 0.00 1.26 0.00 0.00 2.17 0.00 0.00 14.85 0.00 442.72 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 1 of l Post -Development Basin Summary Report Basin Name: Group Name: Simulation: Node Name: Basin Type: Unit Hydrograph: Peaking Fator: Spec Time Inc (min): Comp Time Inc (min): Rainfall File: Rainfall Amount (in): Storm Duration (hrs): Status: Time of Conc (min): Time Shift (hrs): Area (ac): Vol of Unit Hyd (in): Curve Number: DCIA ($): Airport Dr E-A BASE 25 YR-24HR Airport Dr E-A SCS Unit Hydrograph Uh256 256.0 4.00 4.00 Flmod 9.500 24.00 Onsite 30.00 0.00 7.170 1.000 86.000 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 22.76 Runoff Volume (in): 7.789 Runoff Volume (ft3): 202730 Basin Name: Group Name: Simulation: Node Name: Basin Type: Unit Hydrograph: Peaking Fator: Spec Time Inc (min): Comp Time Inc (min): Rainfall File: Rainfall Amount (in): Storm Duration (hrs): Status: Time of Conc (min): Time Shift (hrs): Area (so): Vol of Unit Hyd (in): Curve Number: DCIA ($): Airport Dr E-B BASE 25 YR-24HR Airport ❑r E-B SCS Unit Hydrograph Uh256 256.0 1.33 1.33 Flmod 9.500 24.00 Onsite 10.00 0.00 0.530 1.000 90.000 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 2.90 Runoff Volume (in): 8.283 Runoff Volume (ft3): 15935 Basin Name: Airport Dr E-C Group Name: BASE Simulation: 25 YR-24HR Node Name: Airport Dr E-C 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 (hrs): 0.00 Area (ac): 0.440 Vol of Unit Hyd (in): 1.000 Curve Number: 89.000 DCIA (%): 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 2.39 Runoff Volume (in): 8.160 Runoff Volume (ft3): 13033 Basin Name: Hangar A Group Name: BASE Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page I of 6 Post -Development Basin Summary Report Simulation: 25 YR-24HR Node Name: Hangar A Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.87 Comp Time Inc (min): 1.87 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 14.00 Time Shift (hrs): 0.00 Area (ac): 2.440 Vol of Unit Hyd (in): 1.000 Curve Number: 85.000 DCIA (o): 0.000 Time Max (hrs): 12.07 Flow Max (cfs): 11.10 Runoff Volume (in): 7.664 Runoff Volume (ft3): 67681 Basin Name: Maint. A Group Name: EASE Simulation: 25 YR-24HR Node Name: XSA Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 1.200 Vol of Unit Hyd (in): 1.000 Curve Number: 71.000 DCIA (o): 0.000 Time Max (hrs): 12.22 Flow Max (cfs): 3.26 Runoff Volume (in): 5.903 Runoff Volume (ft3): 25715 Basin Name: Maint. B Group Name: BASE Simulation: 25 YR-24HR Node Name: Proposed 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 (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 4.290 Vol of Unit Hyd (in): 1.000 Curve Number: 82.000 DCIA (%): 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 21.53 Runoff Volume (in): 7.291 Runoff Volume (ft3): 113548 Basin Name: Maint. C Group Name: BASE Simulation: 25 YR-24HR Node Name: XS2 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 6 Post -Development Basin Summary Report Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.73 Comp Time Inc (min): 1.73 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 13.00 Time Shift (hrs): 0.00 Area (ac): 1.360 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.08 Flow Max (cfs): 4.86 Runoff Volume (in): 5.646 Runoff Volume (ft3): 27875 Basin Name: Maint. D Group Name: BASE Simulation: 25 YR-24HR Node Name: XSB Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 0.720 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 1.74 Runoff Volume (in): 5.776 Runoff Volume (ft3): 15096 Basin Name: Maint. E Group Name: BASE Simulation: 25 YR-24HR Node Name: XSC Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.53 Comp Time Inc (min): 2.53 Rainfall File: Flmod Rainfall Amount (in): 9.500 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 19.00 Time Shift (hrs): 0.00 Area (ac): 0.680 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 12.16 Flow Max (cfs): 1.74 Runoff Volume (in): 4.879 Runoff Volume (ft3): 12042 Basin Name: Airport Dr E-A Group Name: BASE Simulation: Mean Annual Node Name: Airport Dr E-A Basin Type: SCS Unit Hydrograph Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 6 Post -Development Basin Summary Report Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 7.170 Vol of Unit Hyd (in): 1.000 Curve Number: 86.000 DCIA (%): 0.000 Time Max (hrs): 12.27 Flow Max (cfs): 9.82 Runoff Volume (in): 3.280 Runoff Volume (ft3): 85360 Basin Name: Airport Dr E-B Group Name: BASE Simulation: Mean Annual Node Name: Airport Dr E-B Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 0.530 Vol of Unit Hyd (in): 1.000 Curve Number: 90.000 DCIA (%): 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 1.34 Runoff Volume (in): 3.682 Runoff Volume (ft3): 7085 Basin Name: Airport Dr E-C Group Name: BASE Simulation: Mean Annual Node Name: Airport Dr E-C Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 0.440 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.04 Flow Max (cfs): 1.09 Runoff Volume (in): 3.580 Runoff Volume (ft3): 5717 Basin Name: Hangar A Group Name: BASE Simulation: Mean Annual Node Name: Hangar A Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 6 Post -Development Basin Summary Report Spec Time Inc (min): 1.87 Comp Time Inc (min): 1.87 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 14.00 Time Shift (hrs): 0.00 Area (so): 2.440 Vol of Unit Hyd (in): 1.000 Curve Number: 85.000 DCIA (%): 0.000 Time Max (hrs): 12.07 Flow Max (cfs): 4.74 Runoff Volume (in): 3.182 Runoff Volume (ft3): 26184 Basin Name: Maint. A Group Name: BASE Simulation: Mean Annual Node Name: XSA Basin Type: SCS Unit Hydrograph Unit Hydrograph:: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 3.33 Comp Time Inc (min): 3.33 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 25.00 Time Shift (hrs): 0.00 Area (ac): 1.200 Vol of Unit Hyd (in): 1.000 Curve Number: 71.000 DCIA (t): 0.000 Time Max (hrs): 12.28 Flow Max (cfs): 1.04 Runoff Volume (in): 1.966 Runoff Volume (ft3): 8563 Basin Name: Maint. B Group Name: BASE Simulation: Mean Annual Node Name: Proposed Pond Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh.256 Peaking Fator: 256.0 Spec Time Inc (min): 1.33 Comp Time Inc (min): 1.33 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 10.00 Time Shift (hrs): 0.00 Area (ac): 4.290 Vol of Unit Hyd (in): 1.000 Curve Number: 82.000 DCIA ($): 0.000 Time Max (hrs): 12.04 Flow Max (cfs): B.79 Runoff Volume (in): 2.900 Runoff Volume (ft3): 45158 Basin Name: Maint. C Group Name: BASE Simulation: Mean Annual Node Name: XS2 Basin Type: SCS Unit Hydrograph Unit Hydrograph Uh256 Peaking Fator: 2.56.0 Spec Time Inc (min): 1.73 Comp Time Inc (min): 1.73 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 5 of 6 Post -Development Basin Summary Report Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm ➢uration (hrs). 24.00 Status: Onsite Time of Conc (min): 13.00 Time Shift (hrs): 0.00 Area (ac): 1.360 Vol of Unit Hyd (in): 1.000 Curve Number: 69.000 DCIA (%): 0.000 Time Max (hrs): 12.06 Flow Max (cfs): 1.49 Runoff Volume (in): 1.812 Runoff Volume (ft3): 8945 Basin Name: Maint. D Group Name: BASE Simulation: Mean Annual Node Name: XSB Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 4.00 Comp Time Inc (min): 4.00 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 30.00 Time Shift (hrs): 0.00 Area (ac): 0.720 Vol of Unit Hyd (in): 1.000 Curve Number: 70.000 DCIA (%): 0.000 Time Max (hrs): 12.33 Flow Max (cfs): 0.54 Runoff Volume (in): 1.889 Runoff Volume (ft3):. 4936 Basin Name: Maint. E Group Name: BASE Simulation: Mean Annual Node Name: XSC Basin Type: SCS Unit Hydrograph Unit Hydrograph: Uh256 Peaking Fator: 256.0 Spec Time Inc (min): 2.53 Comp Time Inc (min): 2.53 Rainfall File: Flmod Rainfall Amount (in): 4.800 Storm Duration (hrs): 24.00 Status: Onsite Time of Conc (min): 19.00 Time Shift (hrs): 0.00 Area (ac): 0.680 Vol of Unit Hyd (in): 1.000 Curve Number: 63.000 DCIA (%): 0.000 Time Max (hrs): 12.20 Flow Max (cfs): 0.44 Runoff Volume (in): 1.3S3 Runoff Volume (ft3): 3413 Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. Page 6 of 6 PONDS Results Proiect Data Project Name: Simulation Description Project Number: Engineer : Supervising Engineer: Date: Aquifer Data PONDS Version 3.2.0218 Retention Pond Recovery - Refined Method Copyright 2003 Devo Seereeram, Ph.D., P.E. Airport Drive East Recovery Analysis of the Proposed Dry Pond TA412028 HAS JAT 05-08-2009 Base Of Aquifer Elevation, [B] (ft datum): Water Table Elevation, [WT] (ft datum): Horizontal Saturated Hydraulic Conductivity, [Kh] (ft/day) Fillable Porosity, [n] (%): Unsaturated Vertical Infiltration Rate, [Iv] (ft/day): Maximum Area For Unsaturated Infiltration, [Av] (ftz): Geometry Data Equivalent Pond Length, [L] (ft): 476.0 Equivalent Pond Width, [W] (ft): 227.0 Ground water mound is expected to intersect the pond bottom Staqe vs Area Data Stage Area (ft datum) (ft2) 19.00 107115.0 20.00 114793.0 20.25 116727.0 10.00 18.37 8.80 20.00 7.53 108567.0 Airport Drive East 05-08-2009 11:33:57 Page 1 PONDS Version 3.2.0218 Retention Pond Recovery - Refined Method Copyright 2003 Devo Seereeram, Ph.D., P.E. Scenario Input Data Scenario 1 :: 20981 ft3 slug load Hydrograph Type: Slug Load Modflow Routing: Routed with infiltration Treatment Volume (W) 20981 Initial ground water level (ft datum) default, 18.37 Time After Storm Event (days) 0.100 0.200 0.300 0.400 0.500 Time After Storm Event (days) 0.600 0.700 0.800 0.900 1.000 Time After Storm Event (days) 1.500 2.000 2.500 3.000 3.500 Time After Storm Event (days) 4.000 Airport Drive East 05-08-2009 11:33:58 Page 2 PONDS Version 3.2.0218 Retention Pond Recovery - Refined Method Copyright 2003 Devo Seereeram, Ph.D., P.E. Modflow Loq MODFLOW CONTROL PARAMETERS Perimeter boundary condition: constant head Maximum iterations of outer loop: 150 Maximum iterations of inner loop: 60 Horizontal conductivity within pond: 1000000 (if groundwater mound is expected to intersect pond bottom) Instantanerous storage coefficient: Volumetric balance Default head closure tolerance: .01 Default residual closure tolerance: .5 Target water budget error: 1 On failure to converge: Rerun limiting inner loop to one iteration > Maximum number of iterations of outer loop: 500 Running Average Porosity is active > Starting on pass: 2 > When outer iteration reaches: 50 > Number of data points: 4 Running Average Pond Stage (for discharge structures with tailwater) is active > Starting on pass: 2 > When outer iteration reaches: 50 > Number of data points: 4 Grid size: 1000 ft (from pond centerline) Mound Output: none Begin Scenario 1 5/8/2009 11:32:48 End Scenario 1 5/8/2009 11:32:48 Airport Drive East 05-08-2009 11:33:58 Page 3 PONDS Version 3.2.0218 Retention Pond Recovery - Refined Method Copyright 2003 Devo Seereeram, Ph.D., P.E. vetailed Results :: Scenario 1 :: 20981 ft'slug load Elapsed Inflow Outside Stage Infiltration Overflow Cumulative Cumulative Cumulative Time Rate Recharge Elevation Rate Discharge Inflow Infiltration Discharge Flow (hours) (ft3/s) (ft/day) (ft datum) (ft'/s) (ft3/s) Volume (W) Volume (W) Volume (ft') Type 0.000 3496.8330 0.0000 18.370 0.00000 0.00000 0.0 0.0 0.0 N.A. 0.002 3496.8330 0.0000 19.194 9.45654 0.00000 20981.0 56.8 0.0 U/13 2.400 0.0000 0.0000 19.057 0.89537 0.00000 20981.0 14903.9 0.0 U/S 4.800 0.0000 0.0000 19.051 0.06141 0.00000 20981.0 15513.5 0.0 S 7.200 0.0000 0.0000 19.047 0.04778 0.00000 20981.0 15965.0 0.0 S 9.600 0.0000 0.0000 19.043 0.04051 0.00000 20981.0 16339.1 0.0 S 12.000 0.0000 0.0000 19.040 0.03579 0.00000 20981.0 16665.1 0.0 S 14.400 0.0000 0.0000 19.038 0.03239 0.00000 20981.0 16957.5 0.0 S 16.800 0.0000 0.0000 19.035 0.02979 0.00000 20981.0 17224.8 0.0 S 19.200 0.0000 0.0000 19.033 0.02772 0.00000 20981.0 17472.3 0.0 S 21.600 0.0000 0.0000 19.031 0.02602 0.00000 20981.0 17703.8 0.0 S 24.000 0.0000 0.0000 19.029 0.02450 0.00000 20981.0 17922.0 0.0 S 36.000 0.0000 0.0000 19.020 0.01931 0.00000 20981.0 18819.1 0.0 S 48.000 0.0000 0.0000 19.013 0.01682 0.00000 20981.0 19590.2 0.0 S 60.000 0.0000 0.0000 19.007 0.01504 0,00000 20981.0 20272.7 0.0 S 72.000 0.0000 0.0000 19.001 0.00820 0,00000 20981.0 20889.4 0.0 S 84.000 0.0000 0.0000 18.981 0.00106 0.00000 20981.0 20981.0 0.0 S 96.000 0.0000 0.0000 18.961 -- --- 20981.0 20981.0 0.0 N.A. Airport Drive East 05-08-2009 11:33:59 Page 4 0 0 cn 0 90 N O O CD w w ch CO -c CD CD M Plot of Cumulative Volumes and Pond Stage vs Elapsed Time Scenario 1 :: 20981 W slug load 22000 20000I 18000 16000 14000, j m 12000 o � m 100001 �a E V 8000 6000 I 4000 2000 0 0 10 20 30 40 50 60 70 80 90 Elapsed Time (hrs) Y1 Axis: Cumulative Inflow--- Cumulative Infiltration--- Cumulative Discharge — Y2 Axis: Pond Stage- 19.3 19.2 19.1 Me( 18.9 a .-. E o v z10 18.8v 0 00 CD 0CLa �+ cD 0 ch m(< _ C ' CD !�9 d0<@ 3 + 18.7 3 �o w w(D W O o 18.6 °D in a co 18.5 c a 18.4 18.3 18.2 100 D 0 0 N O O O w 0 O T v Ca m 40001 3500 I I 3000, 2500 N CD 2000 1000 1, 500 I 0� -500 Plot of Flow Rates and Pond Stage vs Elapsed Time Scenario 1 :: 20981 ft' slug load 0 10 20 30 40 50 60 70 80 Elapsed Time (hrs) Y1 Axis: Inflow Rate--- Infiltration Rate-.-- Discharge Rate— Y2 Axis: Pond Stage- 19.2 19.1 19.0 18.91 CD CD cc o c p c 18.8v m c1,e.v _ m o to O @ < CD W to <D n fD d cry < N 18.7> 0 W �o w � cc Cwm o Y 00 00 18.6 M Q. m o 18.5 18.4 18.3 90 100 Figures I Aerial Map 2 USGS Quad Map 3 Soils Map 4 FEMA Floodplain Map 5 FL UCSFS Land Use Map 6 Pre Development Drainage Map 7 Post -Development Drainage Map .., .�► ice'`"Alt . • —. yam, `F .- �� t-. �° (` � ' L EXISTING RUNWAY 9-27 v sl ° r 1th X ti` o MUMOPAL AIRPORT SEMSTIM, FLORIDA THEIL LPA GROUP TRANSPORTATION CONSULTANTS THE LPA GROUP INCORPORA 7D 615 CRESCENT EXECUTIVE COURT, STE 200 LAKE MARY, FLORIDA 32746 407.306.0200 / 407.306.0460 (FAX) CORPERATE LICENSE No: GOD4307 rn g^r TLG ROBERT K. 9AMBRECHT PE No. 63985 iaeK,x�•� TLG CG— by. RKH i FEVMIDNS Description Date By Prof ct Nome: AIRPORT DRIVE EAST EXTENSION L Name: f ' FIGURE 1 1 AERIAL MAP FOOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: dale: LPA Project Number. Scale: 'Drawing Number: AS NOTED FIG-1 0 A TIAN UNICIPAL AIRPORT SEBASTIAN, FLORIDA THE IL LPA GROUP W. TRANSPORTATION CONSULTACONSULTANTS4N— NF\ s THE LPA GROUP INCORPORATED 615CRESOENT EXECUTIVE COURT, STE 200 LAKE MARY, FLORIDA 32746 407.306.0200 / 407.306.C460 (FAX) CORPERATE UCE;!�E Na 0004307 I Q91geGf L TLG ROBERT K. HAMBRECHT PE No. 63985 TLG '-ked by. RKH A d PROJECT BOUNDARY T X� U NrA 1 t I I At FWVWOW 4.L D"Pt'- Date By Ile, z/ vi 4 or a � -==4 t N.— AIRPORT DRIVE EAST EXTENSION —M,g N.— USGS QUAD MAP FOOT PROJECT NUMBER; FAA A.1,P. PROJECT NUMBER: LPA Project Number: 251 100 0 4 200 400 WO Numb".: AS NOTED FIG-2 i SCALE: E 1" -1200' 1 27' 49' 20" 27 48' 11 e 4. b N 00 00 0 0 v m a 0 OD sn 0 v Map Scale. 1-15.200 ifonted on A size (8 5" x 11") sheet 0 N Meters 0 200 400 800 1,200 raet 0 So0 1,000 2,000 3,0.00 -USDA Natural Resources Web Soil Survey 2.1 iigb Conservation Service National Cooperative Soil Survey 0 0 v S 0 0 0> MUNICIPAL AIRPORT 27° 49' 19" SEBASTTAN, RDRWA THE I LPA . —_ GROUP TRANSPORTATION CONSULTANTS THE LPA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT, STE 200 LAKE MARY, FLORIDA 32746 407.306.0200 / 407.306.0460 (FAX) CORPERATE LICENSE No: OD04307 Designer. ROBERT K. HAMBRECHT TLG PE No. 63985 Technician TLG Checked by. RKH SOURCE: SOIL SURVEY OF IND:AN RIVER COUNTY. FLORIDA 4 iVUOKALEE FINE SAND B/D 22 dRBAN LAND — 2.3 ARENTS B REVISIONS No. Description Date By 0 0 Pre�e�t Ne,e a AIRPORT DRIVE EAST 27° 48' 10" EXTENSION 1 D—mg N-,.: II eo 1 N FIGURE 3 SO SOILS MAP FOOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: I 12/16/2008 I Tote: LPA Project Number. I Page 1 of 4 $fA18: Drewmg Number. ASNOTED FIG-3 C 1 r ICHE--SIE/— Q APPROXIMATE SCALE IN FEI 500 0 f--y h— 1 •— 1 NATIONAL FLOOD IRSURANCE PROGRAM Ili FIRM FLOOD INSURANCE RATE MAP INDIAN RIVER COUNTY, FLORIDA AND INCORPORATED AREAS PANEL 76 OF 169 II IIj I CONTAINS: COMMUNITY NUMBER PANEL SUFFIX SERAMAN, CITY OF 120123 0076 E ONIRCORPORITED NREM 120119 0076 E J PANki LOCATION i MAP NUMBER: 12061CO076 E EFFECTIVE DATE: MAY 4, 1989 11 t.' 11 Federal Emergency Management Agency Thls la anofficial copy of a portion of the above referenced flood map. itextracted using cop; On-Line. This map does not reflect changes l I_ or amendments which may haee been made subsequentto the date on the L title black. For the latest product Information about National Flood Insurance u Program flood maps check the FEMA Flood Map Store at w.wv. mse.fema.gov D MUNICIPAL AIRPORT SEBASTM, FWMA THEIL LPA GROUP TRANSPORTATION CONSULTANTS THE LPA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT, STE 200 LAKE MARY, FLORIDA 32746 407.305.0200 / 407.306.0460 (FAX) CORPERATE UCENSE N. DOD4307 _ Designer ROBERT K. HAMBRECHT TLG PE No. 63985 Technlelan: TLG Checked by. RKH ZONE X RfiV1B10918 No. Description Date By Protect Name: AIRPORT DRIVE EAST EXTENSION Droeang Noma: FIGURE 4 FEMA FLOODPLAIN MAP FDOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER: ole: LPA Prolect Number. i Scale: D—Ing Number. AS NOTED FIG-4 Code Description 1820 Golf courses 5300 Reservoirs - pits, retention ponds, dams 8110 Airports SE&AS-TLA N- Source: 2006 Aerial Photography Department of Revenue MUNICIPAL AIRPORT 2004 SJRWMD FLUCFCS Data t Sebastian Nunicipal Airp .. �.r..o v I . r .. I Ok . i a ►- r .ice �Mt r. Water SJRWMD Land Use and Land Cover Map Sebastian Municipal Airport 150 75 0 150 Feet A ll 4 1400 Surface Water Project Area Land Use/Land Cover Boundary Figure 5 xv > NV=I&A ,OUTFACE 1 ----------- N \Nill T-,- A la \ � '�, 3:1.29 AC LL 142AC 17. "x O�4 I6.88\ ® \ A 'y ;�Z IX �50 BASIN ARE V �EASTC 31IAC IMPERVIOIUS: 0'72 AC PERVIOUS: 1.59 AC---,k V 7O, �' \ e tG CIO Y > v v c F TFA ---OU LL 2 12" CMP I Nv=l?A g Pv,c X, MAIM wB L << BASIN AR l _\ IMP 057C PE�\ f� i l 4.� 7 N - 0 0 '-<AD "' —4 - �� 1 ! �1,` � If \\ / _ \\ ��,r A. -� if /l �l �ir/ ' t\, - J" � \ -. _ .�.�.�'\ yi �',%i,�',-,�\\ \;1} \ �� �'. J 1 1 4. BASiWAREA- -_�IMPERV dm PFRVIOU `4 q �`-'',jF"i'- -- \ `...�- /ter-,_..��. \1 ! ! zz N�\ RIONK" I'M EN N /77 4MAINT.'9LbGA _1 Z_IMPIER I WYPUS 76 EAS _3 09-p 3 A 2 PERYIQY$, `7il L �� ` =1�_ r -Z (p 15 \i zz Ex. Grouh�21.013' SHWT: 19= r Y .\�\ B-2.013� 24 W-P 03 \Ex. Ground: 20.00! pw SHWT: 17.67' OUTFAILL 3 MUNICIPAL AIRPORT SERASTTAN, FLORIDA THE IL LPA GROUP TRANSPORTATION CONSULTANTS TEE LPA GROUP INCORPORATED 615 CRESCENT EXECUTIVE COURT, STE 200 LAKE MARY. FLORIDA 32746 407.306 . 0200 / 407.306.0460 (FAX) CORPERATE LICENSE N. 0004307 ROBERT K. HAMBRECHT TLG PE No. 63985 T-hrid— TLG Checked by. RKH REVISIONS No. Description Date By Praj�=t ,: AIRPORT DRIVE EAST EXTENSION D—Irg N.— PRE-DEVELOPMENT DRAINAGE MAP FOOT PROJECT NUMBER: FAA A.I.P. PROJECT NUMBER. LPA Project Number. D—Ing Number: AS NOTED FIG-6 � m � �T MUNICIPAL AERPORT SEBMnAN, FLORIDA THE IL LPA 400 GROUP TRWPORTATION CONSULTANTS THE LPA GROUP INCORPORATED LAKE MARY, FLORIDA 32746 40, AIRPORT DRIVE EAST A BASIN AREA; 7.17AC PERVIOUS: 4.70 AC INV AIRPORT DRIVE EAStB BASIN AREA: 0.53 IMPERVIOUS: 629 AC PERVIOUS- 0 24 AC MAINTBC )GA �T DRIVE EASING FEVISKM 12' DAP IINV�17,w/ No. Description Dot. By rz 87 PASIN AREA. yS loo —411, IMPERVIOUS: OAC °*~ No,,: 72 AC AIRPORT DRIVE EAST / EXTENSION 4111 T. IN AREA: 66 �~.~~~ INV � POST -DEVELOPMENT ' kz�/ � DRAINAGE MAP \ \ � ^*~� -������� ~°�.°�==�== ".."''"^~^ zo "h"".~.~ .' ' ' � --~—~'— AS NOTFIDFIG-7 Geotechnical Report KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. I ARTIN (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 KSMOKSMENGINEERING.NET ST. LUCIE (772) 229-9093 ' FAX (772) 589-6469 March 23, 2009 The LPA Group Incorporated Attn: Hillary Sample P.O. Box 5805 Columbia, S.C. 29250 Re: Sebastian Airport Drive East Extension Sebastian, Florida KSM Project #: 900280 Dear Hillary: Received MAR 2 7 2009 THE LPA GROUP INC Orlando Olfte Enclosed are the permeability test results and soil profiles for the referenced project. Two (2) Hydraulic Conductivity Tests were performed in the field by the `Usual Open - Hole Test'. The horizontal and vertical permeability flow rates were determined by excavating a test pit adjacent to the soil profiles and obtaining undisturbed shelby tube samples. We then performed a permeability test on the field samples in our laboratory. All these tests were performed to evaluate the drainage characteristics of the soils for these particular test locations. The following table indicates the usual Open Hole Hydraulic Conductivity test results for each test location: TEST LOCATION (See Location Plan) P-1 HYDRAULIC CONDUCTIVITY (CFS/Sq. Ft. — Ft. Head) 1.93 x 10-4 P-2 2.2 x 10-4 KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. ARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 rALM BEACH (561) 845-7445 C.A.: 5693 P.E.: 37293 S.L. 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-MAIL KSM®KSMENGINEERING.NEf ST, LUCIE (772) 229-9093 FAX (772) 589-6469 Sebastian Airport Drive -2- March 23, 2009 East Extension The following table indicates the horizontal and vertical flow rates for each test location: TEST LOCATION HORIZONTAL FLOW RATE VERTICAL FLOW (See Location Plan) RATE P-1 18.4 FVDay @ (14"-42") Depth 15.9 Ft/Day @ (14"-42") Depth P-2 16.8 Ft/Day @ (10"-26") Depth 14.2 Ft/Day @ (10"-26") Depth P-2 36.0 Ft/Day @ (26"-44") Depth 30.2 Ft/Day @ (26"-44") Depth The following table indicates the measured water table along with our estimated normal wet season water table and normal dry season water table for each test location: TEST LOCATION (See Location Plan) P-1, B-1 P-2, B-2 MEASURED ESTIMATED WET WATER TABLE SEASON WATER 56" Below Grade 60" Below Grade TABLE 24" Below Grade 28" Below Grade ESTIMATED DRY SEASON WATER TABLE 60" Below Grade 64" Below Grade If the 8" hardpan layer, approximately 4' below grade, was removed and replaced with clean fill, it would increase the permeability rate, but would not significantly decrease the wet season water table elevation. Since the wet season water table is well above the hardpan layer and there is this same condition around the proposed retention area, the estimated water table above will remain the approximately same values. This estimate is based upon our interpretation of existing site conditions and a review of the USDA Soil Survey for Indian River County, Florida. The project soils are mapped as Immokalee sand, according to the Soil Survey Map of Indian River County, Florida. If you have any questions, please feel free to call my office. Re§p4ctfully, / z--X'-1 Ro d . Keller P. Pr id nt K: ll S 1I: KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. IARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBAS11AN (772) 589-0712 HALM 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 TEST: CLIENT LOCATION USUAL OPEN -HOLE TEST March 17, 2009 PROJECT NO. KSM 900280-1 p LPA Group c/o Hillary Sample Sebastian Airport Drive East Extension Sebastian, Florida P-1, See Attached Location Plan STARTING VOLUME (gals.) = 15 ENDING VOLUME (gals.) = 3.5 TOTAL VOLUME USED (gals.) = 11.5 TOTAL ELAPSED TIME (miss.) = 10 AVERAGE FLOW RATE (gpm) = 1.15 DIAMETER OF TEST HOLE = 4 inches DEPTH TO WATER TABLE = 56 inches DEPTH OF TEST = 60 inches K = HYDRAULIC CONDUCTIVITY (CFS/SQ.FT. - FT. HEAD) = 1.93 X 10-4 KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. IARTIN (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: March 18, 2009 Location: Sebastian Airport Drive East Extension Sebastian, Florida B-1, See Attached Location Plan Depth Blows/ SPT-N in Ft. Description of Soil 6 in. Value -0- Dark Gray Sand with Some Organics (Mulch) (0"-1411) -1- 3 ------------------------------------------------- 4--------------- -2- Dark Gray Sand (14"-420) 4 7 -3- 8 ------------------------------------------------ 12--------------- -4- Gray Sand (42"-60") 15 20 -5- ------------------------------------------------ 11--------------- Light Grayish Brown Sand (60"-72") 14 -6- 17 25 -7- ------------------------------------------------ 15--------------- Dark Brown Sand, Slightly Silty 14 -8- 16 29 -9- 10 15 -10- ------------------------------------------------ 14---------- 24--- Gray Clayed Sand -11- 12 10 -12- ------------------------------------------------- 9---------- 19--- Gray Sand, Slightly Silty -13- 6 5 -14-------------------------------------------------- 5---------- 10--- Water Table: 56" Below Existing Grade Job # KSM 900280-1b KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. 1ARTIN (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.: SW MELBOURNE (321) 768-8488 FAX (561) B45-8876 E-MAIL KSM@KSMENGINEERING.NEr ST. LUCIE (772) 229-9093 FAX (772) 589-6469 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: March 17, 2009 PROJECT NO. KSM 900280-1 ph CLIENT LPA Group c/o Hillary Sample LOCATION : Sebastian Airport Drive East Extension Sebastian, Florida PH-1 (14"-42"), See Attached Location Plan at Location B-1 SAMPLE DESCRIPTION DEPTH @ SAMPLE LOCATION LENGTH OF SAMPLE ALONG PATH OF FLOW DIAMETER OF SAMPLE QUANTITY OF FLOW TIME INTERVAL OF TEST DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE Dark Gray Sand = 20 Inches (Sample Taken Horizontally) = 5.5INCHES 3 INCHES 550 MILLILITERS = 10 MINUTES 19 % INCHES THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY = 18.4 FEET/DAY KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. ARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 PALM BEACH (561) 845-7445 C.A.: 5693 RF-: 37293 S.I.: 860 MELBOURNE (321) 768-8488 FAX (561) 845-8876 E-MAIL KSM@KSMENGINEERING.NET ST. LUCIE (772) 229-9093 FAX (772) 5SM469 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: March 17, 2009 PROJECT NO. KSM 900280-1 pv CLIENT : LPA Group c/o Hillary Sample LOCATION : Sebastian Airport Drive East Extension Sebastian, Florida PV-1 (14"-42"), See Attached Location Plan and Location B-1 SAMPLE DESCRIPTION DEPTH @ SAMPLE LOCATION LENGTH OF SAMPLE ALONG PATH OF FLOW DIAMETER OF SAMPLE QUANTITY OF FLOW TIME INTERVAL OF TEST DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE = Dark Gray Sand 20 Inches (Sample Taken Vertically) 5.5 INCHES = 3INCHES - 475 MILLILITERS = 10 MINUTES = 19'/2INCHES THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY = 15.9 FEETIDAY KSM KELLER, SCHLEICHER & MacW{LLIAM ENGINEERING AND TESTING, INC. 1ARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 r-ALM 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 USUAL OPEN -HOLE TEST DATE OF TEST: March 17, 2009 CLIENT LPA Group c/o Hillary Sample LOCATION Sebastian Airport Drive East Extension Sebastian, Florida P 2, See Attached Location Plan PROJECT NO. KSM 900280-2p STARTING VOLUME (gals.) = 15 ENDING VOLUME (gals.) - 1.5 TOTAL VOLUME USED (gals.) = 13.5 TOTAL ELAPSED TIME (mins.) = 10 AVERAGE FLOW RATE (gpm) = 1.35 DIAMETER OF TEST HOLE = 4 inches DEPTH TO WATER TABLE = 60 inches DEPTH OF TEST - 60 inches K = HYDRAULIC CONDUCTIVITY (CFS/SQ.FT. - FT. HEAD) = 2.2 X 10'4 KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. ARTIN (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: March 18, 2009 Location: Sebastian Airport Drive East Extension Sebastian, Florida B-2, See Attached Location Plan Depth Blows/ SPT-N in Ft. Description of Soil 6 in. Value -0- Brown Sand with Some Clay and Some ----Shell Fragments (00-10m) ------------------------------------- -1- Dark Gray Sand (10"-26") 6 5 -2- 6 11 -3- ----------------------------------------------------------------- Gray Sand (26"-44") 10 ------------------------------------------------- 9--------------- -4- Dark Gray Sand with Some Hardpan (44"-520) 11 19 -5- ----------------------------------------------------------------- Dark Brown Sand, Slightly Silty (52"-72") 4 3 -6- ------------------------------------------------- 5----------- 7--- Gray Clayed Sand -7- 5 4 -8- 5 9 -9- 5 6 -10- ------------------------------------------------- 6---------- 11--- Gray Sand, Slightly Silty -11- 6 5 -12- 5 10 -13- 5 6 -14-------------------------------------------------- 8----------11--- Water Table: 60" Job # KSM 900280-2b Below Existing Grade KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. "ARTIN (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.NEr ST. LUCIE (772) 229-9093 FAX V72) 589-6469 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: March 17, 2009 PROJECT NO. KSM 900280-2ph CLIENT LPA Group c/o Hillary Sample LOCATION Sebastian Airport Drive East Extension Sebastian, Florida PH-2 (10"-26"), See Attached Location Plan at Location B-1 SAMPLE DESCRIPTION = Dark Gray Sand DEPTH @ SAMPLE LOCATION = 18 Inches (Sample Taken Horizontally) LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 INCHES DIAMETER OF SAMPLE = 3 INCHES QUANTITY OF FLOW = 500 MILLILITERS TIME INTERVAL OF TEST = 10 MINUTES DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE = 19 Y2 INCHES THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY = 16.8 FEET/DAY KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. IARTIN (772) 337-7755 RO. 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 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: March 17, 2009 PROJECT NO. KSM 900280-2ph CLIENT LPA Group c/o Hillary Sample LOCATION Sebastian Airport Drive East Extension Sebastian, Florida PH-2 (26"-44"), See Attached Location Plan at Location B-2 SAMPLE DESCRIPTION = Gray Sand DEPTH @ SAMPLE LOCATION = 28 Inches (Sample Taken Horizontally) LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 INCHES DIAMETER OF SAMPLE = 3 INCHES QUANTITY OF FLOW = 1075 MILLILITERS TIME INTERVAL OF TEST = 10 MINUTES DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE = 19 Y2 INCHES THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY = 36.0 FEETIDAY KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. 4RTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBAS71AN (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 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: March 17, 2009 PROJECT NO. KSM 900280-2pv CLIENT LPA Group c/o Hillary Sample LOCATION : Sebastian Airport Drive East Extension Sebastian, Florida PV 2 (10"-26"), See Attached Location Plan at Location B-2 SAMPLE DESCRIPTION = Dark Gray Sand DEPTH @ SAMPLE LOCATION = 18 Inches (Sample Taken Vertically) LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 INCHES DIAMETER OF SAMPLE = 3 INCHES QUANTITY OF FLOW = 425 MILLILITERS TIME INTERVAL OF TEST = 10 MINUTES DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE = 19 % INCHES THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K 1S THE COEFFICIENT OF PERMEABILITY = 14.2 FEET/DAY KSM KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC. ?ARTIN (772) 337-7755 P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 SEBASTIAN (772) 589-0712 HALM 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 LABORATORY PERMEABILITY - CONSTANT HEAD METHOD (ASTM 2434) DATE OF TEST: March 17, 2009 PROJECT NO. KSM 900280-2pv CLIENT LPA Group c/o Hillary Sample LOCATION Sebastian Airport Drive East Extension Sebastian, Florida PV-2 (26"-44"), See Attached Location Plan at Location P-2 SAMPLE DESCRIPTION = Gray Sand DEPTH @ SAMPLE LOCATION = 28 Inches (Sample Taken Vertically) LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 INCHES DIAMETER OF SAMPLE = 3 INCHES QUANTITY OF FLOW = 900 MILLILITERS TIME INTERVAL OF TEST = 10 MINUTES DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE = 19'/2 INCHES THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS THE COEFFICIENT OF PERMEABILITY = 30.2 FEETIDAY I I., i9 P.11 B-1 I LOCATION PLAN � A H01d Of tIDI1C1N CIIAND ! � _.✓ T.1 LPA GROUP % N, w AIRPORT DRIVE FAST z 0 EXTENSION SOIL BORING LOCATION MAP z 0 u T 12M T; i Vt i"" " 1 --.34 3 Rl�l Salt '7t tl 44, -7 Construction Plans