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Drainage Report (11/23/2011)
AEROFIT WELLNESS CENTER DRAINAGE REPORT Prepared for: New Millennium Fitness, Corp College Station Brazos County, Texas JC Job No. C0007 -001 Prepared by: � '1 JONES &CARTER,INC. J ENGINEERS. PLANNERS•SURVEYORS Texas Board of Professional Engineers Registration No. F-439 1716 Briarcrest Dr., Suite 160 Bryan, TX 77802 -2776 979-731-8000 • 979 - 846 -2893 (fax) www.ionescarter.com THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF: REVIEW 1 1/23/201 1 UNDER THE AUTHORITY OF ADAM J. BRUMBAUGH, P.E. 108506 IT IS NOT TO BE USED FOR CONSTRUCTION, BIDDING, OR PERMITTING PURPOSES. AEROFIT WELLNESS CENTER DRAINAGE REPORT FOR NEW MILLENNIUM FITNESS, CORP COLLEGE STATION, TEXAS JC Job No.: C0007 -001 TABLE OF CONTENTS EXECUTIVE SUMMARY 1.0 INTRODUCTION 1.1 Report Purpose 1.2 Report and Study Limits 1.3 Report Objectives 1.4 Assumptions and Constraints 1.5 FEMA Information 1.6 Prior Studies and Drainage Data 2.0 EXISTING CONDITIONS 2.1 Location and Topography 2.2 Land Use 2.3 Drainage Patterns 3.0 PROPOSED DRAINAGE IMPROVEMENTS 3.1 Description 3.2 Proposed Drainage Patterns 3.3 Drainage Analysis 4.0 PROPOSED DETENTION POND IMPROVEMENTS 4.1 Description 4.2 Hydrologic Methodology and Analysis 4.3 Detention Methodology and Analysis 4.4 Conclusion TABLES Table 1 — Drainage Area Peak Discharges Table 2 — Proposed BCS Heart Peak Inflows Table 3 — Proposed College Station Medical Center Peak Inflows Table 4 — Proposed Detention Pond Summary Appendix 1 EXHIBITS Exhibit A — Vicinity Map Exhibit B — Aerofit Health and Wellness Drainage Plan Exhibit C — Drainage Area Post - Development Discharge Calculations APPENDIX — Proposed Detention Pond Analysis Spreadsheets 2 1 1.0 INTRODUCTION 1.1 Report Purpose The purpose of this report is to outline the proposed drainage improvements and modifications to the existing drainage facilities required as a result of the proposed construction of the Aerofit Health and Wellness project located in College Station, Brazos County, Texas. This report includes a post - development evaluation of the receiving storm sewer infrastructure and summarizes the analysis of the proposed drainage improvements. 1.2 Report and Study Limits The Aerofit Health and Wellness development is located at 3526 Longmire Drive, College Station Texas, on Lot 7, Block 3, L.O. Ball Memorial Subdivision, Phase II. This report includes the post - development analysis for Lot 7, as well as the adjoining two lots to the north (Lots 5 &6). These three lots are bounded by the existing College Station Medical Center to the west, Longmire Drive to the east, BCS Heart on the south, and by a commercial strip center and restaurant to the north. These three lots will be referred to as the project site, for the purposes of this report. A Vicinity Map for this project has been provided as Exhibit A — Vicinity Map. 1.3 Report Objectives The objective of this report is to demonstrate to the City of College Station that the proposed drainage improvements and modifications as a result of the Aerofit Health and Wellness project and anticipated future development of the project site are designed in accordance with the Bryan / College Station Unified Stormwater Design Guidelines. 1.4 Assumptions and Constraints This report has been completed to meet the requirements of the Bryan / College Station Unified Stormwater Design Guidelines, February 2009. The primary drainage design constraint is to insure that peak post - development discharge from the project site does not exceed the peak pre - development discharge at specified frequency storm events. 1.5 FEMA Information No portions of the project site is located within the 500 -year floodplain as shown on Community Panel No. 48041CO205C of the Federal Emergency Management Agency's Flood Insurance Rate Maps for Brazos County, Texas, effective date July 1992. r 1.6 Prior Studies and Drainage Data Several drainage and detention reports have been completed for improvements around the limits of this project. The most applicable of these are the following: 1) BCS Heart Drainage Analysis prepared by Mitchell & Morgan (M &M), dated June 2005. 2) Final Drainage Report for the College Station Medical Center Medical Office Building II, by the Municipal Design Group (MDG), dated November 2001. 3) College Station Medical Center — Bed Tower Expansion Drainage Letter, by Rabon Metcalf Engineering (RME), dated December 2003. 2.0 EXISTING CONDITIONS 2.1 Location and Topography The elevations of the existing project site, based on survey information, range from approximately 309' at the north end of Lots 5 & 6, down to 302' at the south end of Lot 7, at the common property line with BCS Heart. The area upstream of the project site is the existing commercial strip center and restaurant that faces Rock Prairie Road. The storm water generated from this development is contained on its site and does not discharge onto the subject development. Based on this information and apparent drainage patterns of adjacent properties, no off -site drainage analysis is required beyond the limits of the project site. Therefore, this report will address post - development drainage improvements for the project site consisting of Lots 5, 6 & 7, Block 3, L.O. Ball Memorial Subdivision, Phase II. 2.2 Land Use The proposed project site is currently vacant. The properties adjacent to the project site on the north, south, and west sides are currently developed as commercial properties. The proposed development of the project site will be in conformity with the existing types of adjacent developments. 2.3 Drainage Patterns The existing project site has a single drainage pattern that sheet flows undeveloped storm runoff from the north end of Lots 5 & 6, to the south end of Lot 7, towards the existing BCS Heart development. The drainage report prepared by Mitchell & Morgan (M &M) in June 2005 for the BCS Heart development documents this drainage pattern. The detention pond designed and constructed for the BCS Heart development accounted for and currently receives 4.00 acres of undeveloped flow from Lots 5, 6 & 7. The Mitchell & Morgan 2005 drainage report established the peak flows received from the undeveloped Aerofit project site. These peak allowable design flows that the BCS Heart detention pond was designed to receive from the Aerofit project site are summarized in Section 4.0 of this report. 4 The remainder of the project site that is not currently draining to the existing BCS Heart detention pond is sheet flowing into the existing Longmire Drive storm sewer system, or sheet flowing onto the adjacent College Station Medical Center property. Once on the College Station Medical Center property, the flow is conveyed to an existing detention facility that discharges into the back of a curb inlet at the west end of Birmingham Road. 3.0 PROPOSED DRAINAGE IMPROVEMENTS 3.1 Description The proposed development will achieve the required detention through a combination of off -site detention with BCS Heart and College Station Medical Center detention facilities. The existing BCS Heart detention pond does not have sufficient capacity to detain the post - development discharge from the project site. The existing BCS Heart detention pond was sized to handle only pre - development off -site flows from the project site. Therefore, only a portion of the post- development flow from the project site will be conveyed via sheet flow to the existing BCS Heart detention pond. The remainder of the post - development storm runoff from Lots 5, 6 & 7 will be conveyed by private underground storm sewer to the existing College Station Medical Center detention facility. The storm sewer requirement of the future development of Lots 5 & 6 will be accommodated by providing access to the private storm sewer by means of a curb inlet on the north side of the proposed private boulevard drive. The underground storm sewer pipe from this north curb inlet is sized to convey the 100 - year post - development storm discharge from Lots 5 & 6, to the existing College Station Medical Center detention facility. 3.2 Proposed Drainage Patterns The proposed Aerofit Health and Wellness development will construct a medical professional office building and health club facility on Lot 7 and the associated site improvements with a parking lot. A boulevard private access drive is proposed along the common property line of Lots 5, 6 & 7 that will connect Longmire Drive to the existing College Station Medical Center driveway. The proposed parking lot and boulevard drive will be used to divide the project site into three main drainage areas and to convey the storm runoff to specific discharge points. These drainage areas and discharge points are described below and illustrated on the Aerofit Health and Wellness Drainage Plan found in Exhibit B. Drainage area "A" includes all of Lots 5 & 6, the northwest portion of the Aerofit Health and Wellness parking lot, the majority of the private boulevard driveway and the entire roof drainage of 5 the proposed Aerofit Health and Wellness 39,000SF two -story building. This drainage area is subdivided into several smaller sub - drainage areas that capture the storm water and covey it through the private storm sewer system, into the existing College Station Medical Center detention facility. - Drainage area `B" consists of the southwest portion of the proposed parking lot. This drainage area sheet flows into the existing BCS Heart parking lot and then proceeds into the existing BCS Heart detention facility. - Drainage area "C" consists of the eastern half of the proposed parking lot. This drainage area sheet flows into the existing BCS Heart parking lot via the proposed fire lane extension, and then proceeds into the existing BCS Heart detention facility. 3.2 Drainage Analysis To determine the peak discharge for each drainage area described above, the Rational Method was used. The Rational Method for determining peak discharges is defined as: Q = CIA where, Q = peak runoff rate (cubic feet per second); C = runoff coefficient - This represents the average runoff characteristics of the land cover within the drainage area and is a dimensionless coefficient. Runoff coefficients are interpolated from either Table C -2 or C -3 of the USDG; I = average rainfall intensity (in /hr); A = area of land that contributes storm water runoff to the area of study (acres); The peak discharge calculations for each drainage area are summarized below in Table 1. The details of each calculation can be found in Exhibit C - Drainage Area Post - Development Discharge Calculations. Table 1. Drainage Area Peak Discharges Peak Discharge (cfs) Drainage Area Size (ac) C value Cale T (min) Used T (min) 1 yr 5 yr 10 yr 25 yr 50 yr 100 yr A B C 4.3 0.6 1.0 0.9 0.9 0.9 5.7 2.0 4.0 10.0 10.0 10.0 24.8 3.3 5.8 30.2 4.0 7.1 33.9 4.5 8.0 38.7 5.1 9.1 43.7 5.8 10.3 45.6 6.0 10.7 6 • 4.0 PROPOSED DETENTION POND IMPROVEMENTS 4.1 Description There are no proposed improvements to the existing BCS Heart detention facility, as a result of the subject development. The total post - development peak flow for each storm that drains to the BCS Heart detention pond is less than the total allotted to enter the pond. The total post - development peak flow from the project site (Lots 5, 6 & 7) can be determined by added the peak flows of Drainage Areas "B" and "C" together for each storm event. Below is Table 2 compares the total post - development peak flow from the project site to the total off -site peak flow that is allotted to enter the existing BCS Heart detention pond for each storm, per the Mitchell & Morgan 2005 report. No improvements to the existing BCS Heart detention facility are warranted as the proposed drainage plan for the project site reduces the peak inflow for the existing BCS Heart detention facility, during all required storm events. To properly handle the increased flows proposed to enter the existing College Station Medical Center detention facility, the existing pond will need additional storage capacity and a modified discharge structure. The proposed drainage plan for the Aerofit Health and Wellness project includes the expansion of the existing detention facility, the addition of a private storm sewer discharge, and the replacement of multiple discharge structures with one new structure. The next section describes the methodology and analysis of establishing existing and proposed inflows to the existing facility and the analysis of the proposed detention pond design. Table 2. Proposed BCS Heart Peak Inflows Description Peak Discharge (cfs) 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr Drainage Area "C" 3.3 4.0 4.5 5.1 5.8 6.0 Drainage Area "B" 5.8 7.1 8.0 9.1 10.3 10.7 Total Proposed Inflow to BCS Heart 9.1 11.1 12.5 14.2 16.1 16.7 BCS Heart Allotted (M &M 2005) 11.4 13.8 15.5 17.8 20.1 22.5 Difference -2.3 -2.7 -3.0 -3.6 -4.0 -5.8 • 4.0 PROPOSED DETENTION POND IMPROVEMENTS 4.1 Description There are no proposed improvements to the existing BCS Heart detention facility, as a result of the subject development. The total post - development peak flow for each storm that drains to the BCS Heart detention pond is less than the total allotted to enter the pond. The total post - development peak flow from the project site (Lots 5, 6 & 7) can be determined by added the peak flows of Drainage Areas "B" and "C" together for each storm event. Below is Table 2 compares the total post - development peak flow from the project site to the total off -site peak flow that is allotted to enter the existing BCS Heart detention pond for each storm, per the Mitchell & Morgan 2005 report. No improvements to the existing BCS Heart detention facility are warranted as the proposed drainage plan for the project site reduces the peak inflow for the existing BCS Heart detention facility, during all required storm events. To properly handle the increased flows proposed to enter the existing College Station Medical Center detention facility, the existing pond will need additional storage capacity and a modified discharge structure. The proposed drainage plan for the Aerofit Health and Wellness project includes the expansion of the existing detention facility, the addition of a private storm sewer discharge, and the replacement of multiple discharge structures with one new structure. The next section describes the methodology and analysis of establishing existing and proposed inflows to the existing facility and the analysis of the proposed detention pond design. Table 2. Proposed BCS Heart Peak Inflows 4.2 Hydrologic Methodology and Analysis To determine the post - development peak flows entering the College Station Medical Center detention pond, the post - development peak flows from Drainage Area "A" of the subject development must be combined with the existing peak flows currently entering the pond. The existing peaks flows were determined from a review of the College Station Medical Center — Bed Tower Expansion Drainage Letter, prepared by Rabon Metcalf Engineering (RME) in December 2003. This drainage letter outlines the drainage improvements made for a bed tower expansion project. RME did not change the outlet structure of the existing pond, but rather increased the storage capacity to handle the increased peak flows, given the same pond discharge. The total post - development peak flows entering the pond as a result of the bed tower expansion in 2003 were summarized in tabular form in RME's report. Both RME's 2003 report and this report use the rational method and determined time of concentrations for the drainage areas discharging into the pond were 10 minutes or less. Because of this similarity and the use of the triangular hydrograph method to develop inflow hydrographs, the peak discharges from each drainage area may be summed together to determine the total peak inflow for each storm event. The currently existing peak flows into the College Station Medical Center detention pond, from RME's 2003 report, are outlined below in Table 3, along with the post - development peak flows from Drainage Area "A" of the subject development, and the summation of these flows as proposed total peak inflow. Table 3. Proposed College Station Medical Center Peak Inflows 4.3 Detention Methodology and Analysis As previously mentioned, the proposed drainage plan for the subject development uses a combination of off -site detention with BCS Heart and College Station Medical Center. The flow that is conveyed from the project site of Lots 5, 6 & 7 to the College Station Medical Center detention facility does not naturally flow to this pond. Therefore, the proposed detention pond improvements must detain the entire post - development flow from the project site, not just the increase in flow from pre - development rates. As a 8 Description Peak Discharge (cfs) 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr 65.7 79.8 89.6 102.3 115.7 120.8 Existing CS MED Drainage Area "A" 24.8 30.2 33.9 38.7 43.7 45.6 1 Mill rOSL Develoment 90.5 110.0 123.5 141.0 159.4 166.4 4.2 Hydrologic Methodology and Analysis To determine the post - development peak flows entering the College Station Medical Center detention pond, the post - development peak flows from Drainage Area "A" of the subject development must be combined with the existing peak flows currently entering the pond. The existing peaks flows were determined from a review of the College Station Medical Center — Bed Tower Expansion Drainage Letter, prepared by Rabon Metcalf Engineering (RME) in December 2003. This drainage letter outlines the drainage improvements made for a bed tower expansion project. RME did not change the outlet structure of the existing pond, but rather increased the storage capacity to handle the increased peak flows, given the same pond discharge. The total post - development peak flows entering the pond as a result of the bed tower expansion in 2003 were summarized in tabular form in RME's report. Both RME's 2003 report and this report use the rational method and determined time of concentrations for the drainage areas discharging into the pond were 10 minutes or less. Because of this similarity and the use of the triangular hydrograph method to develop inflow hydrographs, the peak discharges from each drainage area may be summed together to determine the total peak inflow for each storm event. The currently existing peak flows into the College Station Medical Center detention pond, from RME's 2003 report, are outlined below in Table 3, along with the post - development peak flows from Drainage Area "A" of the subject development, and the summation of these flows as proposed total peak inflow. Table 3. Proposed College Station Medical Center Peak Inflows 4.3 Detention Methodology and Analysis As previously mentioned, the proposed drainage plan for the subject development uses a combination of off -site detention with BCS Heart and College Station Medical Center. The flow that is conveyed from the project site of Lots 5, 6 & 7 to the College Station Medical Center detention facility does not naturally flow to this pond. Therefore, the proposed detention pond improvements must detain the entire post - development flow from the project site, not just the increase in flow from pre - development rates. As a 8 result, the discharge rate of the existing College Station Medical Center detention facility must remain the same and the storage capacity must be increased to handle the off -site post - development flow coming from the project site. To determine the current allowable discharge rate for the existing College Station Medical Center detention pond, the Final Drainage Report for the College Station Medical Center Medical Office Building II, prepared by the Municipal Development Group in November 2001 was reviewed. The post- development discharge rates for the proposed pond in MDG's 2001 report are re- produced in the following Table 4. With the existing discharge rates as a design constraint for the maximum allowable discharge rate for each storm event, the proposed detention pond improvements were modeled. The total post- development peak inflow rates were used to generate triangular inflow hydrographs, elevation- storage relationships were developed from the proposed detention pond expansion, and the elevation- discharge relationship was determined for the proposed trapezoidal weir discharge structure. The proposed expansion and discharge weir configuration can be found on the Aerofit Health and Wellness Drainage Plan in Exhibit B. The outflow hydrographs were then calculated for each storm event and then routed through the proposed detention facility using the Modified -Puts method, to determine the proposed peak discharges for each storm event. Appendix 1 contains the detailed spreadsheets for each storm event analysis, showing the calculations and hydrographs along with the elevation- storage and elevation- discharge relationships of the proposed pond. Table 4 below summarizes the analysis showing peak allowable discharges, proposed peak discharges and elevation- storage for each storm event. Table 4. Proposed Detention Pond Summary Storm Event 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr Peak Inflow (cfs) 90.5 110.0 123.5 141.0 159.4 166.4 Allowable Outflow (cfs) 19.8 24.1 27.1 30.9 35.0 36.5 Peak Outflow (cfs) 17.7 20.8 22.9 25.7 28.5 29.6 Peak Elevation (ft) 300.22 300.56 300.79 301.07 301.36 301.46 Peak Storage (ac -ft) 1.43 1.76 1.99 2.29 2.60 2.72 Peak Storage (ft 62,291 76,666 86,684 99,752 113,256 118,483 4.4 Conclusion The proposed trapezoidal weir discharge structure provides a new single discharge structure that has been determined to release storm water at or below the current release rates established in MDG's 2001 drainage report. The proposed detention pond expansion constructs a new detention pond berm with a top elevation of 303.00'. This expansion provides a maximum storage volume of 180,884 ft with 0.5 feet of freeboard at a water surface elevation of 302.50'. 10 EXHIBIT A EXHIBIT B EXHIBIT C POST "A" RATIONAL METHOD GENERAL INFORMATION Description: Drainage Area "A" Post- Develoment Analysis Drainage Area = 4.3 acres Coefficient of Runoff (C = 0.90 TIME OF CONCENTRATION (T,.) GIVEN Maximum Travel Distance (D _ Velocity of Runoff (VsHEET) _ Maximum Travel Distance (D = Velocity of Runoff (VsTORM) Maximum Travel Distance (D = Velocity of Runoff (V _ Aerofit Post - Development Rational Method Calcs.xls 480 ft 2.50 ft /sec 680 ft 4.50 ft /sec Oft 0.75 ft /sec TC1 = TC2 = Tc3 = * *NOTE: Minimum T allowed = 10 min. T = 5.7 min. 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Rainfall Intensity (1 = 6.327 "' /hr _ ;!2 Coefficient (b) = 65 Viz.: 4t8Q3 802efs'; ; ..::.:... Coefficient (d) = 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Rainfall Intensity (1 = 7.693 in /hr Coefficient (b) = 76 QS : ` ` ` `,; ``` ;` ! .`:`:.`':;` 30 15 ........ s . . Coefficient (d) = 8.5 10 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Rainfall Intensity (1 = 8.635 ' /hr - 33:851 `cfs Coefficient (b) = 80 04 : . 3 . 851 ....... .. . Coefficient (d) = 8.5 25 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 RESULT Rainfall Intensity ( 1 25) = Rainfall Intensity (15o) Rainfall Intensity (1.100) 3.2 min. 2.5 min. 0.0 min. 9.861 '" /hr 8. 661!; cfs 11.148 "' /hr 7O3 cfs.' 11.639 "' /hr 46630sCfS POST "B" RATIONAL METHOD GENERAL INFORMATION Description: Drainage Area "B" Post- Develoment Analysis Drainage Area = 0.6 acres Coefficient of Runoff (Cw = 0.90 TIME OF CONCENTRATION (T,.) GIVEN Maximum Travel Distance (D = Velocity of Runoff (VsHEET) = Maximum Travel Distance (D _ Velocity of Runoff (VsTom) _ Maximum Travel Distance (D = Velocity of Runoff (V = * *NOTE: Minimum T allowed = 10 min. 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY, RATE OF DISCHARGE (0) Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 Aerofit Post - Development Rational Method Calcs.xls 300 ft 2.50 ft /sec Oft 4.50 ft /sec O ft 0.75 ft /sec TC1= TC2 = Tc3 = RESULT T = Rainfall Intensity (1 = Rainfall Intensity (1 = Rainfall Intensity (I = Rainfall Intensity ( = Rainfall Intensity ( = q50 Rainfall Intensity (Itoo) _ 6�4oi5= 2.0 min. 0.0 min. 0.0 min. 2.0 min. 6.327 m /hr 3290cfs.s 7.693 in /hr OOO. cfs 8.635 1n /hr 4:490: icfs ``; 9.861 In /hr 5:128 cfs 11 148 in /hr 797cfs 11.639 in /hr 852;cfs! POST "C" RATIONAL METHOD GENERAL INFORMATION Description: Drainage Area "C" Post- Develoment Analysis Drainage Area = 1.0 acres Coefficient of Runoff (Cp) = 0.90 TIME OF CONCENTRATION (T,.) GIVEN Maximum Travel Distance (D = Velocity of Runoff (VsHEEr) = Maximum Travel Distance (D = Velocity of Runoff (VSHALLOw) = Maximum Travel Distance (D = Velocity of Runoff (V = * *NOTE: Minimum T allowed = 10 min. 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Coefficient (b) = 65 Coefficient (d) = 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Coefficient (b) = 76 Coefficient (d) = 8.5 10 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Coefficient (b) = 80 Coefficient (d) = 8.5 25 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.754 Coefficient (b) = 89 Coefficient (d) = 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Coefficient (b) = 98 Coefficient (d) = 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (0) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 Aerofit Post - Development Rational Method Calcs.xls RESULT 400 ft Tct = 2.7 min. 2.50 ft /sec 280 ft Tc2 = 1.3 min. 3.50 ft /sec 0 ft Tc3 = 0.0 min. 0.75 ft /sec T = Rainfall Intensity (1 = Q2= Rainfall Intensity (1 = Rainfall Intensity (I = Rainfall Intensity ( = Rainfall Intensity (150) _ Rainfall Intensity (l,00) 4.0 min. 6.327 In /hr 5839:;cfs€ 7.693 In /hr 7 100 cfs 8.635 in /hr 9.861 In /hr 9 t41;cfs 11.148 1n /hr l o:;88; cfs 11.639 in /hr .10 /42 : cfs APPENDIX 1 Inflow (cfs) 2 yr- Outflow Hydrograph 2S n /? t- 0 0.0 7.5 35 0.0 0.0 1828.3 36 0.0 0.0 1796.4 2S / ? t+ Outflow Storage 0 (cfs) (ac -ft) 0.0 0.0 0.00 9.0 0.8 0.01 34.7 1.5 0.02 76.8 2.3 0.05 135.6 3.1 0.09 210.8 4.0 0.14 302.4 4.9 0.20 410.1 5.9 0.28 533.9 7.0 0.36 673.7 8.1 0.46 829.5 9.2 0.56 987.5 10.3 0.67 1134.3 11.3 0.77 1269.9 12.2 0.87 1394.7 13.1 0.95 1508.7 13.9 1.03 1612.2 14.5 1.10 1705.3 15.1 1.16 1788.0 15.7 1.22 1860.7 16.2 1.27 1923.4 16.6 1.31 1976.2 16.9 1.35 2019.3 17.2 1.38 2052.8 17.4 1.40 2076.8 17.5 1.42 2091.4 17.6 1.43 2096.9 17.7 1.43 2093.2 17.7 1.43 2080.5 17.6 1.42 2058.9 17.4 1.41 2028.6 17.2 1.39 1994.1 17.0 1.36 1960.1 16.8 1.34 1926.5 16.6 1.32 1893.3 16.4 1.29 1860.6 16.2 1.27 1828.3 15.9 1.25 W.S.E (ft) 0.00 0.42 0.64 0.82 0.99 1.17 1.34 1.51 1.68 1.84 2.00 2.16 2.29 2.41 2.52 2.62 2.70 2.78 2.84 2.89 2.94 2.98 3.01 3.04 3.06 3.07 3.07 3.07 3.06 3.04 3.02 2.99 2.97 2.94 2.92 2.89 2.87 t (hr) 0.000 0.017 0.033 0.050 0.067 0.083 0.100 0.117 0.133 0.150 0.167 0.183 0.200 0.217 0.233 0.250 0.267 0.283 0.300 0.317 0.333 0.350 0.367 0.383 0.400 0.417 0.433 0.450 0.467 0.483 0.500 0.517 0.533 0.550 0.567 0.583 0.600 t (min) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 Summar v of Peak Inflow Outflow Elevation and Stora e 90.5 cfs 17.7 cfs 300.22 ft 1.43 ac -ft Peak Inflow Peak Outflow Peak Elevation Peak Storage 0.0 9.0 18.1 27.1 36.2 45.2 54.3 63.3 72.4 81.4 90.5 85.9 81.4 76.9 72.4 67.8 63.3 58.8 54.3 49.8 45.2 40.7 36.2 31.7 27.1 22.6 18.1 13.6 9.0 4.5 0.0 0.0 0.0 0.0 0.0 Aerofit at The Med 2 Year Storm 0.0 9.0 27.1 45.2 63.3 81.4 99.5 117.6 135.7 153.8 171.9 176.4 167.4 158.3 149.3 140.2 131.2 122.1 113.1 104.0 95.0 85.9 76.9 67.8 58.8 49.8 40.7 31.7 22.6 13.6 4.5 0.0 0.0 0.0 0.0 31.6 72.2 129.4 202.9 292.5 398.2 520.0 657.6 811.1 966.9 1111.6 1245.5 1368.5 1481.0 1583.1 1675.0 1756.7 1828.4 1890.2 1942.4 1984.9 2018.0 2041.7 2056.2 2061.5 2057.9 2045.3 2024.0 1994.1 1960.1 1926.5 1893.3 1860.6 Post 2 Routing W.S.E. (elev) 297.15 297.57 297.79 297.97 298.14 298.32 298.49 298.66 298.83 298.99 299.15 299.31 299.44 299.56 299.67 299.77 299.85 299.93 299.99 300.04 300.09 300.13 300.16 300.19 300.21 300.22 300.22 300.22 300.21 300.19 300.17 300.14 300.12 300.09 300.07 300.04 300.02 Page 1 t(hr) 0.617 0.633 0.650 0.667 0.683 0.700 0.717 0.733 0.750 0.767 0.783 0.800 0.817 0.833 0.850 0.867 0.883 0.900 0.917 0.933 0.950 0.967 0.983 1.000 1.017 1.033 1.050 1.067 1.083 1.100 1.117 1.133 1.150 1.167 1.183 1.200 1.217 1.233 1.250 1.267 1.283 1.300 1.317 1.333 1.350 1.367 1.383 1.400 1.417 1.433 t (min) 37.0 38.0 39.0 40.0 41.0 42.0 43.0 44.0 45.0 46.0 47.0 48.0 49.0 50.0 51.0 52.0 53.0 54.0 55.0 56.0 57.0 58.0 59.0 60.0 61.0 62.0 63.0 64.0 65.0 66.0 67.0 68.0 69.0 70.0 71.0 72.0 73.0 74.0 75.0 76.0 77.0 78.0 79.0 80.0 81.0 82.0 83.0 84.0 85.0 86.0 n 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 Inflow (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I + In +1 (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2S /? t- O 1764.9 1733.8 1703.2 1672.9 1643.0 1613.5 1584.4 1555.7 1527.4 1499.4 1471.9 1444.7 1417.8 1391.3 1365.2 1339.4 1314.0 1288.9 1264.1 1239.7 1215.6 1191.9 1168.5 1145.4 1122.6 1100.1 1077.9 1056.1 1034.5 1013.3 992.3 971.7 951.3 931.2 911.4 891.9 872.6 853.7 835.0 816.5 798.3 780.4 762.7 745.3 728.1 711.2 694.5 678.1 661.9 646.0 2S / ?t+ O 1796.4 1764.9 1733.8 1703.2 1672.9 1643.0 1613.5 1584.4 1555.7 1527.4 1499.4 1471.9 1444.7 1417.8 1391.3 1365.2 1339.4 1314.0 1288.9 1264.1 1239.7 1215.6 1191.9 1168.5 1145.4 1122.6 1100.1 1077.9 1056.1 1034.5 1013.3 992.3 971.7 951.3 931.2 911.4 891.9 872.6 853.7 835.0 816.5 798.3 780.4 762.7 745.3 728.1 711.2 694.5 678.1 661.9 Outflow (cfs) 15.7 15.5 15.3 15.1 14.9 14.7 14.5 14.4 14.2 14.0 13.8 13.6 13.4 13.2 13.1 12.9 12.7 12.5 12.4 12.2 12.0 11.9 11.7 11.6 11.4 11.2 11.1 10.9 10.8 10.6 10.5 10.3 10.2 10.0 9.9 9.8 9.6 9.5 9.4 9.2 9.1 9.0 8.8 8.7 8.6 8.5 8.3 8.2 8.1 8.0 Storage (ac -ft) 1.23 1.20 1.18 1.16 1.14 1.12 1.10 1.08 1.06 1.04 1.02 1.00 0.99 0.97 0.95 0.93 0.91 0.90 0.88 0.86 0.85 0.83 0.81 0.80 0.78 0.77 0.75 0.73 0.72 0.71 0.69 0.68 0.66 0.65 0.63 0.62 0.61 0.59 0.58 0.57 0.56 0.54 0.53 0.52 0.51 0.50 0.48 0.47 0.46 0.45 W.S.E (ft) 2.85 2.82 2.80 2.77 2.75 2.73 2.70 2.68 2.66 2.63 2.61 2.59 2.56 2.54 2.52 2.50 2.48 2.45 2.43 2.41 2.39 2.37 2.35 2.32 2.30 2.28 2.26 2.24 2.22 2.20 2.18 2.16 2.14 2.12 2.10 2.08 2.06 2.04 2.03 2.01 1.99 1.97 1.95 1.93 1.92 1.90 1.88 1.86 1.84 1.83 W.S.E. (elev) 300.00 299.97 299.95 299.92 299.90 299.88 299.85 299.83 299.81 299.78 299.76 299.74 299.71 299.69 299.67 299.65 299.63 299.60 299.58 299.56 299.54 299.52 299.50 299.47 299.45 299.43 299.41 299.39 299.37 299.35 299.33 299.31 299.29 299.27 299.25 299.23 299.21 299.19 299.18 299.16 299.14 299.12 299.10 299.08 299.07 299.05 299.03 299.01 298.99 298.98 Post 2 Routing Page 2 t (hr) t (min) n Inflow (cfs) 1.450 87.0 87 0.0 1.467 88.0 88 0.0 1.483 89.0 89 0.0 1.500 90.0 90 0.0 91.0 91 0.0 1.517 1.533 92.0 92 0.0 1.550 93.0 93 0.0 94.0 94 0.0 1.567 95.0 95 0.0 1.583 1.600 96.0 96 0.0 1.617 97.0 97 0.0 1.633 98.0 98 0.0 99.0 99 0.0 1.650 1.667 100.0 100 0.0 100.0 90.0 80.0 70.0 60.0 50.0 a 40.0 30.0 20.0 10.0 0.0 1 0.0 1 1 1 1 1' 1 2 yr Inflow and Outflow Hydrograph 25 0 630.3 614.8 599.5 584.5 569.8 555.2 540.9 526.8 513.0 499.3 485.9 472.8 459.8 447.1 2S / ?t+ 0 646.0 630.3 614.8 599.5 584.5 569.8 555.2 540.9 526.8 513.0 499.3 485.9 472.8 459.8 Outflow (cfs) 7.9 7.7 7.6 7.5 7.4 7.3 7.2 7.0 6.9 6.8 6.7 6.6 6.5 6.4 Storage (ac -ft) 0.44 0.43 0.42 0.41 0.40 0.39 0.38 0.37 0.36 0.35 0.34 0.33 0.32 0.31 W.S.E (ft) 1.81 1.79 1.77 1.76 1.74 1.72 1.70 1.69 1.67 1.65 1.63 1.61 1.60 1.58 W.S.E. (elev) 298.96 298.94 298.92 298.91 298.89 298.87 298.85 298.84 298.82 298.80 298.78 298.76 298.75 298.73 I + In +1 (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 20.0 30.0 38.0 48.0 58.0 68.0 78.0 96.0 Time (min) - Inflow Outflow Post 2 Routing Page 3 t (hr) t (min) n Inflow (cfs) 5 yr- Outflow I + In +i (cfs) Hydrograph 2Sn / ?t- 0 2S / ?t+ 0 Outflow (cfs) Storage (ac -ft) W.S.E (ft) W.S.E. (elev) 0.000 0.0 0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 297.15 0.017 1.0 1 11.0 11.0 9.3 11.0 0.8 0.01 0.44 297.59 0.033 2.0 2 22.0 33.0 38.9 42.3 1.7 0.03 0.68 297.83 0.050 3.0 3 33.0 55.0 88.8 93.9 2.5 0.06 0.88 298.03 0.067 4.0 4 44.0 77.0 158.9 165.8 3.5 0.11 1.07 298.22 0.083 5.0 5 55.0 99.0 249.0 257.9 4.5 0.17 1.26 298.41 0.100 6.0 6 66.0 121.0 358.8 370.0 5.6 0.25 1.45 298.60 0.117 7.0 7 77.0 143.0 488.4 501.8 6.7 0.34 1.64 298.79 0.133 8.0 8 88.0 165.0 637.6 653.4 7.9 0.44 1.82 298.97 0.150 9.0 9 99.0 187.0 806.3 824.6 9.1 0.56 2.00 299.15 0.167 10.0 10 110.0 209.0 994.3 1015.3 10.5 0.69 2.18 299.33 0.183 11.0 11 104.5 214.5 1185.1 1208.8 11.8 0.82 2.36 299.51 0.200 12.0 12 99.0 203.5 1362.5 1388.6 13.0 0.95 2.52 299.67 0.217 13.0 13 93.5 192.5 1526.7 1555.0 14.2 1.06 2.66 299.81 0.233 14.0 14 88.0 181.5 1677.9 1708.2 15.2 1.17 2.78 299.93 0.250 15.0 15 82.5 170.5 1816.2 1848.4 16.1 1.26 2.89 300.04 0.267 16.0 16 77.0 159.5 1941.9 1975.7 16.9 1.35 2.98 300.13 0.283 17.0 17 71.5 148.5 2055.2 2090.4 17.6 1.43 3.07 300.22 0.300 18.0 18 66.0 137.5 2156.1 2192.7 18.3 1.50 3.14 300.29 0.317 19.0 19 60.5 126.5 2244.8 2282.6 18.9 1.56 3.21 300.36 0.333 20.0 20 55.0 115.5 2321.6 2360.3 19.4 1.61 3.26 300.41 0.350 21.0 21 49.5 104.5 2386.5 2426.1 19.8 1.66 3.31 300.46 0.367 22.0 22 44.0 93.5 2439.7 2480.0 20.1 1.69 3.34 300.49 0.383 23.0 23 38.5 82.5 2481.4 2522.2 20.4 1.72 3.37 300.52 0.400 24.0 24 33.0 71.5 2511.7 2552.9 20.6 1.74 3.40 300.55 0.417 25.0 25 27.5 60.5 2530.8 2572.2 20.7 1.76 3.41 300.56 22.0 49.5 2538.7 2580.3 20.8 1.76 3.41 300.56 0.433 0.450 26.0 27.0 26 27 16.5 38.5 2535.7 2577.2 20.8 1.76 3.41 300.56 0.467 28.0 28 11.0 27.5 2521.8 2563.2 20.7 1.75 3.40 300.55 0.483 29.0 29 5.5 16.5 2497.3 2538.3 20.5 1.73 3.39 300.54 0.500 30.0 30 0.0 5.5 2462.3 2502.8 20.3 1.71 3.36 300.51 0.517 31.0 31 0.0 0.0 2422.2 2462.3 20.0 1.68 3.33 300.48 0.533 32.0 32 0.0 0.0 2382.7 2422.2 19.8 1.65 3.30 300.45 0.550 33.0 33 0.0 0.0 2343.6 2382.7 19.5 1.63 3.28 300.43 0.567 34.0 34 0.0 0.0 2305.1 2343.6 19.3 1.60 3.25 300.40 0.583 35.0 35 0.0 0.0 2267.1 2305.1 19.0 1.57 3.22 300.37 0.600 36.0 36 0.0 0.0 2229.6 2267.1 18.8 1.55 3.19 300.34 Aerofit at The Med 5 Year Storm Summary of Peak Inflow, Outflow, Elevation and Storage Peak Inflow = Peak Outflow = Peak Elevation = Peak Storage = Post 5 Routing 110.0 20.8 300.56 1.76 cfs cfs ft ac -ft Page 1 t (hr) t (min) n Inflow (cfs) I„ +I +1 (cfs) 2S„ / ? t- 0 2S„ / ? t+ 0 Outflow (cfs) Storage (ac -ft) W.S.E (ft) W.S.E. (elev) 0.617 37.0 37 0.0 0.0 2192.5 2229.6 18.5 1.52 3.17 300.32 0.633 38.0 38 0.0 0.0 2155.9 2192.5 18.3 1.50 3.14 300.29 0.650 39.0 39 0.0 0.0 2119.8 2155.9 18.1 1.47 3.11 300.26 0.667 40.0 40 0.0 0.0 2084.2 2119.8 17.8 1.45 3.09 300.24 0.683 41.0 41 0.0 0.0 2049.0 2084.2 17.6 1.42 3.06 300.21 0.700 42.0 42 0.0 0.0 2014.2 2049.0 17.4 1.40 3.04 300.19 0.717 43.0 43 0.0 0.0 1979.9 2014.2 17.1 1.38 3.01 300.16 0.733 44.0 44 0.0 0.0 1946.1 1979.9 16.9 1.35 2.98 300.13 0.750 45.0 45 0.0 0.0 1912.7 1946.1 16.7 1.33 2.96 300.11 0.767 46.0 46 0.0 0.0 1879.7 1912.7 16.5 1.31 2.93 300.08 0.783 47.0 47 0.0 0.0 1847.1 1879.7 16.3 1.28 2.91 300.06 0.800 48.0 48 0.0 0.0 1815.0 1847.1 16.1 1.26 2.88 300.03 0.817 49.0 49 0.0 0.0 1783.3 1815.0 15.9 1.24 2.86 300.01 0.833 50.0 50 0.0 0.0 1752.0 1783.3 15.7 1.22 2.84 299.99 0.850 51.0 51 0.0 0.0 1721.1 1752.0 15.5 1.20 2.81 299.96 0.867 52.0 52 0.0 0.0 1690.6 1721.1 15.3 1.17 2.79 299.94 0.883 53.0 53 0.0 0.0 1660.5 1690.6 15.1 1.15 2.76 299.91 0.900 54.0 54 0.0 0.0 1630.8 1660.5 14.9 1.13 2.74 299.89 0.917 55.0 55 0.0 0.0 1601.4 1630.8 14.7 1.11 2.72 299.87 0.933 56.0 56 0.0 0.0 1572.5 1601.4 14.5 1.09 2.69 299.84 0.950 57.0 57 0.0 0.0 1544.0 1572.5 14.3 1.07 2.67 299.82 0.967 58.0 58 0.0 0.0 1515.8 1544.0 14.1 1.05 2.65 299.80 0.983 59.0 59 0.0 0.0 1488.0 1515.8 13.9 1.03 2.62 299.77 1.000 60.0 60 0.0 0.0 1460.6 1488.0 13.7 1.02 2.60 299.75 1.017 61.0 61 0.0 0.0 1433.5 1460.6 13.5 1.00 2.58 299.73 1.033 62.0 62 0.0 0.0 1406.8 1433.5 13.3 0.98 2.55 299.70 1.050 63.0 63 0.0 0.0 1380.4 1406.8 13.2 0.96 2.53 299.68 1.067 64.0 64 0.0 0.0 1354.5 1380.4 13.0 0.94 2.51 299.66 1.083 65.0 65 0.0 0.0 1328.8 1354.5 12.8 0.92 2.49 299.64 1.100 66.0 66 0.0 0.0 1303.5 1328.8 12.6 0.91 2.47 299.62 1.117 67.0 67 0.0 0.0 1278.6 1303.5 12.5 0.89 2.44 299.59 1.133 68.0 68 0.0 0.0 1254.0 1278.6 12.3 0.87 2.42 299.57 1.150 69.0 69 0.0 0.0 1229.7 1254.0 12.1 0.86 2.40 299.55 1.167 70.0 70 0.0 0.0 1205.8 1229.7 12.0 0.84 2.38 299.53 1.183 71.0 71 0.0 0.0 1182.1 1205.8 11.8 0.82 2.36 299.51 1.200 72.0 72 0.0 0.0 1158.9 1182.1 11.6 0.81 2.34 299.49 1.217 73.0 73 0.0 0.0 1135.9 1158.9 11.5 0.79 2.32 299.47 1.233 74.0 74 0.0 0.0 1113.2 1135.9 11.3 0.77 2.30 299.45 1.250 75.0 75 0.0 0.0 1090.9 1113.2 11.2 0.76 2.27 299.42 1.267 76.0 76 0.0 0.0 1068.9 1090.9 11.0 0.74 2.25 299.40 1.283 77.0 77 0.0 0.0 1047.1 1068.9 10.9 0.73 2.23 299.38 1.300 78.0 78 0.0 0.0 1025.7 1047.1 10.7 0.71 2.21 299.36 1.317 79.0 79 0.0 0.0 1004.6 1025.7 10.6 0.70 2.19 299.34 1.333 80.0 80 0.0 0.0 983.7 1004.6 10.4 0.68 2.17 299.32 1.350 81.0 81 0.0 0.0 963.2 983.7 10.3 0.67 2.15 299.30 1.367 82.0 82 0.0 0.0 943.0 963.2 10.1 0.66 2.13 299.28 1.383 83.0 83 0.0 0.0 923.0 943.0 10.0 0.64 2.11 299.26 1.400 84.0 84 0.0 0.0 903.3 923.0 9.8 0.63 2.09 299.24 1.417 85.0 85 0.0 0.0 883.9 903.3 9.7 0.62 2.08 299.23 1.433 86.0 86 0.0 0.0 864.7 883.9 9.6 0.60 2.06 299.21 Post 5 Routing Page 2 t (hr) t (min) n Inflow (cfs) I „ +In +1 (cfs) 2S„ / ?t- 0 2S„ / ?t+ 0 Outflow (cfs) Storage (ac -ft) W.S.E (ft) W.S.E. (elev) 1.450 87.0 87 0.0 0.0 845.9 864.7 9.4 0.59 2.04 299.19 1.467 88.0 88 0.0 0.0 827.3 845.9 9.3 0.58 2.02 299.17 1.483 89.0 89 0.0 0.0 808.9 827.3 9.2 0.56 2.00 299.15 1.500 90.0 90 0.0 0.0 790.9 808.9 9.0 0.55 1.98 299.13 1.517 91.0 91 0.0 0.0 773.0 790.9 8.9 0.54 1.96 299.11 1.533 92.0 92 0.0 0.0 755.5 773.0 8.8 0.53 1.94 299.09 1.550 93.0 93 0.0 0.0 738.2 755.5 8.7 0.51 1.93 299.08 1.567 94.0 94 0.0 0.0 721.1 738.2 8.5 0.50 1.91 299.06 1.583 95.0 95 0.0 0.0 704.3 721.1 8.4 0.49 1.89 299.04 1.600 96.0 96 0.0 0.0 687.7 704.3 8.3 0.48 1.87 299.02 1.617 97.0 97 0.0 0.0 671.4 687.7 8.2 0.47 1.85 299.00 1.633 98.0 98 0.0 0.0 655.3 671.4 8.0 0.46 1.84 298.99 1.650 99.0 99 0.0 0.0 639.4 655.3 7.9 0.45 1.82 298.97 1.667 100.0 100 0.0 0.0 623.8 639.4 7.8 0.44 1.80 298.95 120.0 100.0 80.0 N : 60.0 a 40.0 20.0 0.0 5 yr Inflow and Outflow Hydrograph 0.0 10.0 20.0 30.0 38.0 48.0 58.0 Time (min) 68.0 78.0 .0 - Inflow Outflow Post 5 Routing Page 3 I % 1 1 1 %• 1 1 % 1 1 1 1 1 1 120.0 100.0 80.0 N : 60.0 a 40.0 20.0 0.0 5 yr Inflow and Outflow Hydrograph 0.0 10.0 20.0 30.0 38.0 48.0 58.0 Time (min) 68.0 78.0 .0 - Inflow Outflow Post 5 Routing Page 3 t (hr) t (min) n Inflow (cfs) 10 yr- Outflow I + I +1 (cfs) Hydrograph 2S „ / ?t- 0 2S„ / ?t+ 0 Outflow (cfs) Storage (ac -ft) W.S.E (ft) W.S.E. (elev) 0.000 0.0 0 0.0 0.0 0.0 0.0 0.0 0.00 0.00 297.15 0.017 1.0 1 12.3 12.3 10.6 12.3 0.9 0.01 0.46 297.61 0.033 2.0 2 24.7 37.0 44.0 47.6 1.8 0.03 0.71 297.86 0.050 3.0 3 37.0 61.7 100.3 105.7 2.7 0.07 0.91 298.06 0.067 4.0 4 49.4 86.4 179.3 186.7 3.7 0.13 1.11 298.26 0.083 5.0 5 61.7 111.1 280.8 290.4 4.8 0.20 1.32 298.47 0.100 6.0 6 74.1 135.8 404.6 416.6 6.0 0.28 1.52 298.67 0.117 7.0 7 86.4 160.5 550.7 565.1 7.2 0.38 1.71 298.86 0.133 8.0 8 98.8 185.2 718.8 735.9 8.5 0.50 1.91 299.06 0.150 9.0 9 111.1 209.9 908.9 928.7 9.9 0.63 2.10 299.25 0.167 10.0 10 123.5 234.6 1120.7 1143.5 11.4 0.78 2.30 299.45 0.183 11.0 11 117.3 240.7 1335.8 1361.5 12.9 0.93 2.49 299.64 0.200 12.0 12 111.1 228.4 1535.7 1564.2 14.2 1.07 2.66 299.81 0.217 13.0 13 104.9 216.1 1720.9 1751.8 15.5 1.20 2.81 299.96 0.233 14.0 14 98.8 203.7 1891.4 1924.6 16.6 1.31 2.94 300.09 0.250 15.0 15 92.6 191.4 2047.6 2082.8 17.6 1.42 3.06 300.21 0.267 16.0 16 86.4 179.0 2189.6 2226.7 18.5 1.52 3.16 300.31 0.283 17.0 17 80.2 166.7 2317.6 2356.3 19.3 1.61 3.26 300.41 0.300 18.0 18 74.1 154.3 2431.8 2471.9 20.1 1.69 3.34 300.49 0.317 19.0 19 67.9 142.0 2532.3 2573.8 20.7 1.76 3.41 300.56 0.333 20.0 20 61.7 129.6 2619.3 2661.9 21.3 1.82 3.47 300.62 0.350 21.0 21 55.6 117.3 2693.0 2736.6 21.8 1.87 3.52 300.67 0.367 22.0 22 49.4 104.9 2753.6 2798.0 22.2 1.91 3.56 300.71 0.383 23.0 23 43.2 92.6 2801.3 2846.2 22.5 1.94 3.60 300.75 0.400 24.0 24 37.0 80.2 2836.1 2881.5 22.7 1.97 3.62 300.77 0.417 25.0 25 30.9 67.9 2858.3 2904.0 22.8 1.98 3.63 300.78 24.7 55.6 2868.0 2913.9 22.9 1.99 3.64 300.79 0.433 0.450 26.0 27.0 26 27 18.5 43.2 2865.5 2911.2 22.9 1.99 3.64 300.79 0.467 28.0 28 12.3 30.9 2850.7 2896.3 22.8 1.98 3.63 300.78 0.483 29.0 29 6.2 18.5 2824.0 2869.2 22.6 1.96 3.61 300.76 0.500 30.0 30 0.0 6.2 2785.4 2830.2 22.4 1.93 3.58 300.73 0.517 31.0 31 0.0 0.0 2741.2 2785.4 22.1 1.90 3.55 300.70 0.533 32.0 32 0.0 0.0 2697.6 2741.2 21.8 1.87 3.52 300.67 0.550 33.0 33 0.0 0.0 2654.5 2697.6 21.5 1.84 3.50 300.65 0.567 34.0 34 0.0 0.0 2612.0 2654.5 21.3 1.81 3.47 300.62 0.583 35.0 35 0.0 0.0 2570.1 2612.0 21.0 1.78 3.44 300.59 0.600 36.0 36 0.0 0.0 2528.6 2570.1 20.7 1.76 3.41 300.56 Aerofit at The Med 10 Year Storm Summary of Peak Inflow, Outflow, Elevation and Storage Peak Inflow = 123.5 cfs Peak Outflow = 22.9 cfs Peak Elevation = 300.79 ft Peak Storage = 1.99 ac -ft Post 10 Routing Page 1 1.117 67.0 1.133 68.0 1.150 69.0 1.167 70.0 1.183 71.0 1.200 72.0 1.217 73.0 1.233 74.0 1.250 75.0 1.267 76.0 1.283 77.0 1.300 78.0 1.317 79.0 1.333 80.0 1.350 81.0 1.367 82.0 1.383 83.0 1.400 84.0 1.417 85.0 1.433 86.0 t (hr) 0.617 0.633 0.650 0.667 0.683 0.700 0.717 0.733 0.750 0.767 0.783 0.800 0.817 0.833 0.850 0.867 0.883 0.900 0.917 0.933 0.950 0.967 0.983 1.000 1.017 1.033 1.050 1.067 1.083 1.100 t (min) 37.0 38.0 39.0 40.0 41.0 42.0 43.0 44.0 45.0 46.0 47.0 48.0 49.0 50.0 51.0 52.0 53.0 54.0 55.0 56.0 57.0 58.0 59.0 60.0 61.0 62.0 63.0 64.0 65.0 66.0 n 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 Inflow (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I + In +1 (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 S n / t- O 2487.7 2447.4 2407.5 2368.2 2329.3 2291.0 2253.1 2215.8 2178.9 2142.5 2106.5 2071.1 2036.1 2001.5 1967.4 1933.7 1900.4 1867.6 1835.2 1803.2 1771.6 1740.5 1709.7 1679.4 1649.4 1619.9 1590.7 1561.9 1533.5 1505.4 1477.8 1450.5 1423.6 1397.0 1370.8 1344.9 1319.4 1294.3 1269.4 1244.9 1220.8 1197.0 1173.5 1150.3 1127.5 1104.9 1082.7 1060.8 1039.2 1017.8 2S / ?t+ 0 2528.6 2487.7 2447.4 2407.5 2368.2 2329.3 2291.0 2253.1 2215.8 2178.9 2142.5 2106.5 2071.1 2036.1 2001.5 1967.4 1933.7 1900.4 1867.6 1835.2 1803.2 1771.6 1740.5 1709.7 1679.4 1649.4 1619.9 1590.7 1561.9 1533.5 1505.4 1477.8 1450.5 1423.6 1397.0 1370.8 1344.9 1319.4 1294.3 1269.4 1244.9 1220.8 1197.0 1173.5 1150.3 1127.5 1104.9 1082.7 1060.8 1039.2 Outflow (cfs) 20.4 20.2 19.9 19.7 19.4 19.2 18.9 18.7 18.4 18.2 18.0 17.7 17.5 17.3 17.1 16.8 16.6 16.4 16.2 16.0 15.8 15.6 15.4 15.2 15.0 14.8 14.6 14.4 14.2 14.0 13.8 13.6 13.5 13.3 13.1 12.9 12.8 12.6 12.4 12.2 12.1 11.9 11.7 11.6 11.4 11.3 11.1 11.0 10.8 10.7 Storage (ac -ft) 1.73 1.70 1.67 1.64 1.62 1.59 1.56 1.54 1.51 1.49 1.46 1.44 1.41 1.39 1.37 1.34 1.32 1.30 1.28 1.25 1.23 1.21 1.19 1.17 1.15 1.13 1.11 1.09 1.07 1.05 1.03 1.01 0.99 0.97 0.95 0.94 0.92 0.90 0.88 0.87 0.85 0.83 0.82 0.80 0.78 0.77 0.75 0.74 0.72 0.71 W.S.E (ft) 3.38 3.35 3.32 3.29 3.27 3.24 3.21 3.18 3.16 3.13 3.10 3.08 3.05 3.03 3.00 2.97 2.95 2.92 2.90 2.88 2.85 2.83 2.80 2.78 2.75 2.73 2.71 2.68 2.66 2.64 2.61 2.59 2.57 2.55 2.52 2.50 2.48 2.46 2.44 2.41 2.39 2.37 2.35 2.33 2.31 2.29 2.27 2.25 2.23 2.21 W.S.E. (elev) 300.53 300.50 300.47 300.44 300.42 300.39 300.36 300.33 300.31 300.28 300.25 300.23 300.20 300.18 300.15 300.12 300.10 300.07 300.05 300.03 300.00 299.98 299.95 299.93 299.90 299.88 299.86 299.83 299.81 299.79 299.76 299.74 299.72 299.70 299.67 299.65 299.63 299.61 299.59 299.56 299.54 299.52 299.50 299.48 299.46 299.44 299.42 299.40 299.38 299.36 Post 10 Routing Page 2 140.0 120.0 100.0 80.0 60.0 40.0 20.0 0.0 10 yr Inflow and Outflow Hydrograph 0.0 10.0 20.0 30.0 38.0 48.0 58.0 Time (min) 68.0 78.0 .0 - Inflow Outflow Post 10 Routing Page 3 1‘ 1 t (hr) t (min) n Inflow (cfs) I + I„ +1 (cfs) 2S„ / ?t- 0 2S„ / ?t+ 0 Outflow (cfs) Storage (ac -ft) W.S.E (ft) W.S.E. (elev) 1.450 87.0 87 0.0 0.0 996.8 1017.8 10.5 0.69 2.19 299.34 1.467 88.0 88 0.0 0.0 976.1 996.8 10.4 0.68 2.17 299.32 1.483 89.0 89 0.0 0.0 955.7 976.1 10.2 0.67 2.15 299.30 1.500 90.0 90 0.0 0.0 935.5 955.7 10.1 0.65 2.13 299.28 1.517 91.0 91 0.0 0.0 915.7 935.5 9.9 0.64 2.11 299.26 1.533 92.0 92 0.0 0.0 896.1 915.7 9.8 0.62 2.09 299.24 1.550 93.0 93 0.0 0.0 876.8 896.1 9.7 0.61 2.07 299.22 1.567 94.0 94 0.0 0.0 857.7 876.8 9.5 0.60 2.05 299.20 1.583 95.0 95 0.0 0.0 839.0 857.7 9.4 0.58 2.03 299.18 1.600 96.0 96 0.0 0.0 820.5 839.0 9.3 0.57 2.01 299.16 1.617 97.0 97 0.0 0.0 802.2 820.5 9.1 0.56 1.99 299.14 1.633 98.0 98 0.0 0.0 784.2 802.2 9.0 0.55 1.97 299.12 1.650 99.0 99 0.0 0.0 766.5 784.2 8.9 0.53 1.96 299.11 1.667 100.0 100 0.0 0.0 749.0 766.5 8.7 0.52 1.94 299.09 140.0 120.0 100.0 80.0 60.0 40.0 20.0 0.0 10 yr Inflow and Outflow Hydrograph 0.0 10.0 20.0 30.0 38.0 48.0 58.0 Time (min) 68.0 78.0 .0 - Inflow Outflow Post 10 Routing Page 3 1‘ 1 1 1 1 1 1 1 1 1 ---1 . .� 140.0 120.0 100.0 80.0 60.0 40.0 20.0 0.0 10 yr Inflow and Outflow Hydrograph 0.0 10.0 20.0 30.0 38.0 48.0 58.0 Time (min) 68.0 78.0 .0 - Inflow Outflow Post 10 Routing Page 3 Aerofit at The Med 25 Year Storm Summary of Peak Inflow, Outflow, Elevation and Storage Peak Inflow = 141.0 cfs Peak Outflow = 25.7 cfs Peak Elevation = 301.07 ft Peak Storage = 2.29 ac -ft 25 yr- Outflow Hydrograph t (hr) t (min) 0.000 0.017 0.033 0.050 0.067 0.083 0.100 0.117 0.133 0.150 0.167 0.183 0.200 0.217 0.233 0.250 0.267 0.283 0.300 0.317 0.333 0.350 0.367 0.383 0.400 0.417 0.433 0.450 0.467 0.483 0.500 0.517 0.533 0.550 0.567 0.583 0.600 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 Inflow I + In +l 2Sn / ?t- 2S / ?t+ Outflow Storage W.S.E W.S.E. (cfs) (cfs) 0 0 (cfs) (ac -ft) (ft) (elev) 0.00 297.15 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 0.0 14.1 28.2 42.3 56.4 70.5 84.6 98.7 112.8 126.9 141.0 134.0 126.9 119.9 112.8 105.8 98.7 91.7 84.6 77.6 70.5 63.5 56.4 49.4 42.3 35.3 28.2 21.2 14.1 7.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.1 42.3 70.5 98.7 126.9 155.1 183.3 211.5 239.7 267.9 275.0 260.9 246.8 232.7 218.6 204.5 190.4 176.3 162.2 148.1 134.0 119.9 105.8 91.7 77.6 63.5 49.4 35.3 21.2 7.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12.2 50.6 115.3 206.0 322.4 464.5 632.1 825.0 1043.0 1285.9 1532.4 1761.8 1974.4 2170.3 2349.7 2512.9 2660.1 2791.6 2907.4 3007.8 3093.0 3163.2 3218.7 3259.4 3285.8 3297.9 3295.9 3280.0 3250.4 3207.3 3157.7 3108.8 3060.5 3012.8 2965.7 2919.2 0.0 14.1 54.5 121.1 214.0 332.9 477.5 647.8 843.6 1064.7 1310.9 1560.8 1793.3 2008.6 2207.0 2388.8 2554.2 2703.3 2836.4 2953.7 3055.4 3141.7 3212.9 3269.0 3310.3 3337.0 3349.2 3347.2 3331.2 3301.2 3257.5 3207.3 3157.7 3108.8 3060.5 3012.8 2965.7 0.0 1.0 1.9 2.9 4.0 5.2 6.5 7.9 9.3 10.8 12.5 14.2 15.7 17.1 18.4 19.6 20.6 21.6 22.4 23.2 23.8 24.4 24.8 25.2 25.4 25.6 25.7 25.7 25.6 25.4 25.1 24.8 24.5 24.2 23.8 23.5 23.2 0.00 0.01 0.04 0.08 0.14 0.23 0.32 0.44 0.57 0.73 0.89 1.07 1.22 1.37 1.51 1.63 1.74 1.85 1.94 2.02 2.09 2.15 2.20 2.23 2.26 2.28 2.29 2.29 2.28 2.26 2.23 2.19 2.16 2.12 2.09 2.06 2.03 0.48 0.74 0.96 1.17 1.39 1.60 1.81 2.02 2.23 2.45 2.66 2.84 3.01 3.15 3.28 3.40 3.50 3.59 3.67 3.73 3.79 3.84 3.87 3.90 3.92 3.92 3.92 3.91 3.89 3.87 3.83 3.80 3.77 3.74 3.71 3.68 297.63 297.89 298.11 298.32 298.54 298.75 298.96 299.17 299.38 299.60 299.81 299.99 300.16 300.30 300.43 300.55 300.65 300.74 300.82 300.88 300.94 300.99 301.02 301.05 301.07 301.07 301.07 301.06 301.04 301.02 300.98 300.95 300.92 300.89 300.86 300.83 Post 25 Routing Page 1 U.0 U.0 17U J.o i _.._ 0.0 0.0 1932.1 1965.8 16.8 1.34 2.97 300.12 0.0 0.0 1898.9 1932.1 16.6 1.32 2.95 300.10 0.0 0.0 1866.1 1898.9 16.4 1.30 2.92 300.07 0.0 0.0 1833.7 1866.1 16.2 1.27 2.90 300.05 0.0 0.0 1801.7 1833.7 16.0 1.25 2.87 300.02 0.0 0.0 1770.2 1801.7 15.8 1.23 2.85 300.00 0.0 0.0 1739.0 1770.2 15.6 1.21 2.83 299.98 0.0 0.0 1708.3 1739.0 15.4 1.19 2.80 299.95 0.0 0.0 1677.9 1708.3 15.2 1.17 2.78 299.93 0.0 1648.0 1677.9 15.0 1.15 2.75 299.90 0.0 1618.5 1648.0 14.8 1.12 2.73 299.88 0.0 1589.3 1618.5 14.6 1.10 2.71 299.86 0.0 1560.5 1589.3 14.4 1.08 2.68 299.83 0.0 1532.1 1560.5 14.2 1.06 2.66 299.81 c c 0.0 1504.1 1532.1 14.0 1.05 2.64 299.79 0.0 1476.5 1504.1 13.8 1.03 2.61 299.76 0.0 1449.2 1476.5 13.6 1.01 2.59 299.74 0.0 1422.3 1449.2 13.5 0.99 2.57 299.72 0.0 1395.7 1422.3 13.3 0.97 2.55 299.70 0.0 0.0 0.0 1369.5 1395.7 13.1 0.95 2.52 299.67 0.0 0.0 1343.7 1369.5 12.9 0.93 2.50 299.65 0.0 1318.2 1343.7 12.7 0.92 2.48 299.63 0.0 1293.1 1318.2 12.6 0.90 2.46 299.61 0.0 1268.3 1293.1 12.4 0.88 2.43 299.58 0 0.0 1243.8 1268.3 12.2 0.87 2.41 299.56 0.0 1219.7 1243.8 12.1 0.85 2.39 299.54 t (hr) 0.617 0.633 0.650 0.667 0.683 0.700 0.717 0.733 0.750 0.767 0.783 0.800 0.817 0.833 0.850 0.867 0.883 0.900 0.917 0.933 0.950 0.967 0.983 1.000 1.017 1.033 1.050 1.067 1.083 1.100 1.117 1.133 1.150 1.167 1.183 1.200 1.217 1.233 1.250 1.267 1.283 1.300 1.317 1.333 1.350 1.367 1.383 1.400 1.417 1.433 t (min) 37.0 38.0 39.0 40.0 41.0 42.0 43.0 44.0 45.0 46.0 47.0 48.0 49.0 50.0 51.0 52.0 53.0 54.0 55.0 56.0 57.0 58.0 59.0 60.0 61.0 62.0 63.0 64.0 65.0 66.0 67.0 68.0 69.0 70.0 71.0 72.0 73.0 74.0 75.0 76.0 77.0 78.0 79.0 80.0 81.0 82.0 83.0 84.0 85.0 86.0 n 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 Inflow (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I + In +1 (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2S /? t- O 2873.3 2828.0 2783.3 2739.1 2695.5 2652.5 2610.0 2568.1 2526.7 2485.8 2445.5 2405.6 2366.3 2327.5 2289.2 2251.4 2214.0 2177.2 2140.8 2104.9 2069.4 2034.4 1999.9 25 /? t+ 0 2919.2 2873.3 2828.0 2783.3 2739.1 2695.5 2652.5 2610.0 2568.1 2526.7 2485.8 2445.5 2405.6 2366.3 2327.5 2289.2 2251.4 2214.0 2177.2 2140.8 2104.9 2069.4 2034.4 Outflow (cfs) 22.9 22.7 22.4 22.1 21.8 21.5 21.2 21.0 20.7 20.4 20.2 19.9 19.7 19.4 19.2 18.9 18.7 18.4 18.2 18.0 17.7 17.5 17.3 Storage (ac -ft) 1.99 1.96 1.93 1.90 1.87 1.84 1.81 1.78 1.75 1.73 1.70 1.67 1.64 1.62 1.59 1.56 1.54 1.51 1.49 1.46 1.44 1.41 1.39 7 W.S.E (ft) 3.64 3.61 3.58 3.55 3.52 3.49 3.46 3.43 3.41 3.38 3.35 3.32 3.29 3.26 3.24 3.21 3.18 3.16 3.13 3.10 3.08 3.05 3.02 3.00 W.S.E. (elev) 300.79 300.76 300.73 300.70 300.67 300.64 300.61 300.58 300.56 300.53 300.50 300.47 300.44 300.41 300.39 300.36 300.33 300.31 300.28 300.25 300.23 300.20 300.17 300.15 Post 25 Routing Page 2 t (hr) 1.450 1.467 1.483 1.500 1.517 1.533 1.550 1.567 1.583 1.600 1.617 1.633 1.650 1.667 t (min) 87.0 88.0 89.0 90.0 91.0 92.0 93.0 94.0 95.0 96.0 97.0 98.0 99.0 100.0 n 87 88 89 90 91 92 93 94 95 96 97 98 99 100 Inflow (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25„/?t- c• 1195.9 1172.4 1149.2 1126.4 1103.9 1081.6 1059.7 1038.1 1016.8 995.8 975.1 954.7 934.6 914.7 251? t+ 0 1219.7 1195.9 1172.4 1149.2 1126.4 1103.9 1081.6 1059.7 1038.1 1016.8 995.8 975.1 954.7 934.6 Outflow (cfs) 11.9 11.7 11.6 11.4 11.3 11.1 11.0 10.8 10.7 10.5 10.4 10.2 10.1 9.9 Storage (ac -ft) 0.83 0.82 0.80 0.78 0.77 0.75 0.74 0.72 0.71 0.69 0.68 0.66 0.65 0.64 W.S.E (ft) 2.37 2.35 2.33 2.31 2.29 2.27 2.25 2.22 2.20 2.18 2.16 2.14 2.13 2.11 W.S.E. (elev) 299.52 299.50 299.48 299.46 299.44 299.42 299.40 299.37 299.35 299.33 299.31 299.29 299.28 299.26 160.0 140.0 120.0 1 \ 100.0 1 \ 1 \ -- Inflow 80.0 1 � U 1 \ Outflow 60.0 1 \ 1 \ 40.0 20.0 1 25 yr Inflow and Outflow Hydrograph 0.0 0.0 10.0 20.0 30.0 38.0 48.0 58.0 68.0 78.0 Time (min) Post 25 Routing Page 3 50 yr- Outflow Hydrograph 131.1 t (hr) 0.000 0.017 0.033 0.050 0.067 0.083 0.100 0.117 0.133 0.150 0.167 0.183 0.200 0.217 0.233 0.250 0.267 0.283 0.300 0.317 0.333 0.350 0.367 0.383 0.400 0.417 0.433 0.450 0.467 0.483 0.500 0.517 0.533 0.550 0.567 0.583 0.600 t (min) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 Inflow n (cfs) 0 0.0 1 15.9 2 31.9 3 47.8 4 63.8 5 79.7 6 95.6 7 111.6 8 127.5 9 143.5 10 159.4 11 151.4 12 143.5 13 135.5 14 127.5 15 119.5 16 111.6 17 103.6 18 95.6 19 87.7 20 79.7 21 71.7 22 63.8 23 55.8 24 47.8 25 39.8 26 31.9 27 23.9 28 15.9 29 30 31 32 33 34 35 36 Summary of Peak Inflow, Outflow, Elevation and Storage 159.4 cfs 28.5 cfs 301.36 ft 2.60 ac -ft Peak Inflow = Peak Outflow = Peak Elevation = Peak Storage = 8.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Aerofit at The Med 50 Year Storm I + In +1 (cfs) 0.0 15.9 47.8 79.7 111.6 143.5 175.3 207.2 239.1 271.0 302.8 310.8 294.9 278.9 263.0 247.1 231.1 215.2 199.2 183.3 167.4 151.4 135.5 119.5 103.6 87.7 71.7 55.8 39.8 23.9 8.0 0.0 0.0 0.0 0.0 0.0 0.0 234.0 366.2 527.4 717.6 936.5 1183.8 1459.3 1738.9 1999.3 2240.5 2462.9 2666.8 2852.3 3019.7 3169.2 3301.1 3415.6 3512.9 3593.3 3657.0 3704.1 3734.9 3749.5 3748.3 3731.3 3698.8 3651.0 3595.8 3541.4 3487.6 3434.5 3382.1 3330.3 Post 50 Routing 2S„/?t+ Outflow p (cfs) 0.0 0.0 15.9 1.0 61.7 2.1 137.3 3.1 242.6 377.4 541.5 734.6 956.7 1207.5 1486.7 1770.1 2033.8 2278.2 2503.5 2710.0 2897.9 3067.4 3218.9 3352.5 3468.5 3567.0 3648.4 3712.9 3760.6 3791.7 3806.6 3805.3 3788.1 3755.2 3706.8 3651.0 3595.8 3541.4 3487.6 3434.5 3382.1 4.3 5.6 7.0 8.5 10.1 11.8 13.7 15.6 17.3 18.8 20.3 21.6 22.8 23.9 24.9 25.7 26.4 27.0 27.6 27.9 28.2 28.4 28.5 28.5 28.4 28.2 27.9 27.6 27.2 26.9 26.5 26.2 25.9 Storage W.S.E W.S.E. (ac -ft) (ft) (elev) 0.00 0.00 297.15 0.01 0.50 297.65 0.04 0.77 297.92 0.09 1.00 298.15 0.16 1.23 298.38 0.26 1.46 298.61 0.37 1.69 298.84 0.50 1.91 299.06 0.65 2.13 299.28 0.82 2.36 299.51 1.01 2.60 299.75 1.21 2.83 299.98 1.39 3.02 300.17 1.56 3.20 300.35 1.71 3.36 300.51 1.85 3.50 300.65 1.98 3.63 300.78 2.10 3.74 300.89 2.20 3.84 300.99 2.29 3.93 301.08 2 4.00 301.15 2.44 4.06 301.21 2 4.11 301.26 2.54 4.15 301.30 2.57 4.18 301.33 2 4.20 301.35 2.60 4.21 301.36 2.60 4.21 301.36 2 4.19 301.34 2.57 4.17 301.32 2.53 4.15 301.30 2.50 4.11 301.26 2.46 4.08 301.23 2.42 4.04 301.19 2 4.01 301.16 2.35 3.98 301.13 2.31 3.95 301.10 Page 1 t (hr) 0.617 0.633 0.650 0.667 0.683 0.700 0.717 0.733 0.750 0.767 0.783 0.800 0.817 0.833 0.850 0.867 0.883 0.900 0.917 0.933 0.950 0.967 0.983 1.000 1.017 1.033 1.050 1.067 1.083 1.100 1.117 1.133 1.150 1.167 1.183 1.200 1.217 1.233 1.250 1.267 1.283 1.300 1.317 1.333 1.350 1.367 1.383 1.400 1.417 1.433 t (min) 37.0 38.0 39.0 40.0 41.0 42.0 43.0 44.0 45.0 46.0 47.0 48.0 49.0 50.0 51.0 52.0 53.0 54.0 55.0 56.0 57.0 58.0 59.0 60.0 61.0 62.0 63.0 64.0 65.0 66.0 67.0 68.0 69.0 70.0 71.0 72.0 73.0 74.0 75.0 76.0 77.0 78.0 79.0 80.0 81.0 82.0 83.0 84.0 85.0 86.0 n 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 Inflow (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I� + I„ +1 (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2S„ /? t- 0 3279.2 3228.7 3178.9 3129.7 3081.1 3033.2 2985.8 2939.1 2892.9 2847.4 2802.4 2758.0 2714.2 2670.9 2628.2 2586.0 2544.4 2503.3 2462.7 2422.7 2383.1 2344.1 2305.6 2267.5 2230.0 2192.9 2156.3 2120.2 2084.6 2049.4 2014.6 1980.3 1946.5 1913.1 1880.1 1847.5 1815.4 1783.6 1752.3 1721.4 1690.9 1660.8 1631.1 1601.8 1572.8 1544.3 1516.1 1488.3 1460.9 1433.8 2S / ?t+ 0 3330.3 3279.2 3228.7 3178.9 3129.7 3081.1 3033.2 2985.8 2939.1 2892.9 2847.4 2802.4 2758.0 2714.2 2670.9 2628.2 2586.0 2544.4 2503.3 2462.7 2422.7 2383.1 2344.1 2305.6 2267.5 2230.0 2192.9 2156.3 2120.2 2084.6 2049.4 2014.6 1980.3 1946.5 1913.1 1880.1 1847.5 1815.4 1783.6 1752.3 1721.4 1690.9 1660.8 1631.1 1601.8 1572.8 1544.3 1516.1 1488.3 1460.9 Outflow (cfs) 25.6 25.2 24.9 24.6 24.3 24.0 23.7 23.4 23.1 22.8 22.5 22.2 21.9 21.6 21.4 21.1 20.8 20.5 20.3 20.0 19.8 19.5 19.3 19.0 18.8 18.5 18.3 18.1 17.8 17.6 17.4 17.1 16.9 16.7 16.5 16.3 16.1 15.9 15.7 15.5 15.3 15.1 14.9 14.7 14.5 14.3 14.1 13.9 13.7 13.5 Storage (ac -ft) 2.28 2.24 2.21 2.17 2.14 2.11 2.07 2.04 2.01 1.98 1.95 1.91 1.88 1.85 1.82 1.80 1.77 1.74 1.71 1.68 1.65 1.63 1.60 1.57 1.55 1.52 1.50 1.47 1.45 1.42 1.40 1.38 1.35 1.33 1.31 1.28 1.26 1.24 1.22 1.20 1.18 1.15 1.13 1.11 1.09 1.07 1.05 1.03 1.02 1.00 W.S.E (ft) 3.91 3.88 3.85 3.82 3.78 3.75 3.72 3.69 3.66 3.63 3.60 3.57 3.54 3.51 3.48 3.45 3.42 3.39 3.36 3.33 3.30 3.28 3.25 3.22 3.19 3.17 3.14 3.11 3.09 3.06 3.04 3.01 2.98 2.96 2.93 2.91 2.88 2.86 2.84 2.81 2.79 2.76 2.74 2.72 2.69 2.67 2.65 2.62 2.60 W.S.E. (elev) 301.06 301.03 301.00 300.97 300.93 300.90 300.87 300.84 300.81 300.78 300.75 300.72 300.69 300.66 300.63 300.60 300.57 300.54 300.51 300.48 300.45 300.43 300.40 300.37 300.34 300.32 300.29 300.26 300.24 300.21 300.19 300.16 300.13 300.11 300.08 300.06 300.03 300.01 299.99 299.96 299.94 299.91 299.89 299.87 299.84 299.82 299.80 299.77 299.75 2.58 299.73 Post 50 Routing Page 2 hr) t (min) n Inflow (cfs) 1.450 87.0 87 0.0 1.467 88.0 88 1.483 89.0 89 1.500 90.0 90 C C 1.517 91.0 91 1.533 92.0 92 1.550 93.0 93 0.0 1.567 94.0 94 0.0 1.583 95.0 95 0.0 1.600 96.0 96 0.0 1.617 97.0 97 0.0 1.633 98.0 98 0.0 1.650 99.0 99 0.0 1.667 100.0 100 0.0 180.0 160.0 140.0 120.0 N 100.0 a 80.0 60.0 40.0 20.0 0.0 1 1 1 • 1 1 1 • 1 1 • 0.0 10.0 20.0 30.0 38.0 48.0 58.0 Time (min) I + In +1 (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2S /? t- 1407.1 1380.7 1354.7 1329.1 1303.8 1278.9 1254.2 1230.0 1206.0 1182.4 1159.1 1136.1 1113.5 1091.1 2S /? t+ 0 1433.8 1407.1 1380.7 1354.7 1329.1 1303.8 1278.9 1254.2 1230.0 1206.0 1182.4 1159.1 1136.1 1113.5 Outflow (cfs) 13.4 13.2 13.0 12.8 12.6 12.5 12.3 12.1 12.0 11.8 11.6 11.5 11.3 11.2 Storage (ac -ft) 0.98 0.96 0.94 0.92 0.91 0.89 0.87 0.86 0.84 0.82 0.81 0.79 0.77 0.76 W.S.E (ft) 2.56 2.53 2.51 2.49 2.47 2.44 2.42 2.40 2.38 2.36 2.34 2.32 2.30 2.27 W.S.E. (elev) 299.71 299.68 299.66 299.64 299.62 299.59 299.57 299.55 299.53 299.51 299.49 299.47 299.45 299.42 50 yr Inflow and Outflow Hydrograph 68.0 78.0 96.0 - - Inflow Outflow Post 50 Routing Page 3 Aerofit at The Med 100 Year Storm Summary of Peak Inflow, Outflow, Elevation and Storage Peak Inflow = 166.4 cfs Peak Outflow = 29.6 cfs Peak Elevation = 301.46 ft Peak Storage = 2.72 ac -ft 100 yr- Outflow Hydrograph t (hr) 0.000 0.017 0.033 0.050 0.067 0.083 0.100 0.117 0.133 0.150 0.167 0.183 0.200 0.217 0.233 0.250 0.267 0.283 0.300 0.317 0.333 0.350 0.367 0.383 0.400 0.417 0.433 0.450 0.467 0.483 0.500 0.517 0.533 0.550 0.567 0.583 0.600 t (min) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 n 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Inflow I + I r + 1 2S„ / ? t 2S„ / ? t+ Outflow Storage W.S.E W.S.E. (cfs) (cfs) 0 0 (cfs) (ac -ft) (ft) (elev) 0.0 0.0 16.6 33.3 49.9 66.6 83.2 99.9 116.5 133.1 149.8 166.4 158.1 149.8 141.5 133.1 124.8 116.5 108.2 99.9 91.5 83.2 74.9 66.6 58.2 49.9 41.6 33.3 25.0 16.6 8.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16.6 49.9 83.2 116.5 149.8 183.1 216.3 249.6 282.9 316.2 324.5 307.9 291.2 274.6 258.0 241.3 224.7 208.0 191.4 174.7 158.1 141.5 124.8 108.2 91.5 74.9 58.2 41.6 25.0 8.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14.5 60.3 137.1 244.7 382.9 551.5 750.3 979.2 1237.7 1525.6 1818.0 2090.1 2342.4 2574.9 2788.1 2982.1 3157.2 3313.7 3451.7 3571.7 3673.6 3758.0 3824.8 3874.4 3906.9 3922.6 3921.7 3904.3 3870.7 3821.1 3763.9 3707.3 3651.5 3596.4 3541.9 3488.2 0.0 16.6 64.5 143.5 253.6 394.5 566.0 767.8 1000.0 1262.1 1553.9 1850.1 2125.9 2381.4 2616.9 2832.9 3029.4 3206.8 3365.2 3505.1 3626.5 3729.8 3815.1 3882.8 3933.0 3965.9 3981.8 3980.8 3963.3 3929.3 3879.0 3821.1 3763.9 3707.3 3651.5 3596.4 3541.9 1.0 2.1 3.2 4.4 5.8 7.2 8.7 10.4 12.2 14.2 16.1 17.9 19.5 21.0 22.4 23.6 24.8 25.8 26.7 27.4 28.1 28.6 29.0 29.3 29.5 29.6 29.6 29.5 29.3 29.0 28.6 28.3 27.9 27.6 27.2 26.9 0.00 0.01 0.04 0.10 0.17 0.27 0.38 0.52 0.68 0.86 1.06 1.26 1.45 1.63 1.79 1.94 2.07 2.19 2.30 2.40 2.48 2.55 2.61 2.65 2.69 2.71 2.72 2.72 2.71 2.69 2.65 2.61 2.57 2.53 2.50 2.46 2.42 0.00 0.51 0.78 1.01 1.25 1.49 1.72 1.94 2.17 2.41 2.65 2.89 3.09 3.28 3.44 3.59 3.72 3.83 3.93 4.02 4.10 4.16 4.21 4.25 4.28 4.30 4.31 4.31 4.30 4.28 4.25 4.21 4.18 4.15 4.11 4.08 4.05 297.15 297.66 297.93 298.16 298.40 298.64 298.87 299.09 299.32 299.56 299.80 300.04 300.24 300.43 300.59 300.74 300.87 300.98 301.08 301.17 301.25 301.31 301.36 301.40 301.43 301.45 301.46 301.46 301.45 301.43 301.40 301.36 301.33 301.30 301.26 301.23 301.20 Post 100 Routing Page 1 t (hr) 0.617 0.633 0.650 0.667 0.683 0.700 0.717 0.733 0.750 0.767 0.783 0.800 0.817 0.833 0.850 0.867 0.883 0.900 0.917 0.933 0.950 0.967 0.983 1.000 1.017 1.033 1.050 1.067 1.083 1.100 1.117 1.133 1.150 1.167 1.183 1.200 1.217 1.233 1.250 1.267 1.283 1.300 1.317 1.333 1.350 1.367 t (min) 1.383 37.0 1.400 38.0 1.417 1.433 39.0 40.0 41.0 42.0 43.0 44.0 45.0 46.0 47.0 48.0 49.0 50.0 51.0 52.0 53.0 54.0 55.0 56.0 57.0 58.0 59.0 60.0 61.0 62.0 63.0 64.0 65.0 66.0 67.0 68.0 69.0 70.0 71.0 72.0 73.0 74.0 75.0 76.0 77.0 78.0 79.0 80.0 81.0 n 82.0 83.0 37 84.0 38 85.0 39 86.0 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 Inflow (cfs) 82 83 84 0.0 85 0.0 86 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2S /? t- O 0.0 0.0 3435.0 0.0 3382.6 0.0 3330.8 0.0 3279.7 3229.2 3179.4 3130.2 3081.6 3033.7 2986.3 2939.6 2893.4 2847.8 2802.9 2758.5 2714.6 2671.3 2628.6 2586.4 2544.8 2503.7 2463.1 2423.1 2383.5 2344.5 2305.9 2267.9 2230.3 2193.3 2156.7 2120.6 2084.9 2049.7 2015.0 1980.7 1946.8 1913.4 1880.4 1847.8 1815.7 1784.0 1752.6 1721.7 1691.2 1661.1 25„/? t+ 0 1631.4 1602.1 3488.2 1573.1 3435.0 1544.6 3382.6 1516.4 3330.8 3279.7 3229.2 3179.4 3130.2 3081.6 3033.7 2986.3 2939.6 2893.4 2847.8 2802.9 2758.5 2714.6 2671.3 2628.6 2586.4 2544.8 2503.7 2463.1 2423.1 2383.5 2344.5 2305.9 2267.9 2230.3 2193.3 2156.7 2120.6 2084.9 2049.7 2015.0 1980.7 1946.8 1913.4 1880.4 1847.8 1815.7 1784.0 1752.6 1721.7 1691.2 Outflow (cfs) 1661.1 1631.4 26.6 1602.1 26.2 1573.1 25.9 1544.6 25.6 25.2 24.9 24.6 24.3 24.0 23.7 23.4 23.1 22.8 22.5 22.2 21.9 21.6 21.4 21.1 20.8 20.6 20.3 20.0 19.8 19.5 19.3 19.0 18.8 18.5 18.3 18.1 17.8 17.6 17.4 17.1 16.9 16.7 16.5 16.3 16.1 15.9 15.7 15.5 15.3 15.1 14.9 Storage (ac -ft) 14.7 14.5 2.38 14.3 2.35 2.31 14.1 2.28 2.24 2.21 2.17 2.14 2.11 2.07 2.04 2.01 1.98 1.95 1.92 1.88 1.85 1.83 1.80 1.77 1.74 1.71 1.68 1.66 1.63 1.60 1.58 1.55 1.52 1.50 1.47 1.45 1.42 1.40 1.38 1.35 1.33 1.31 1.28 1.26 1.24 1.22 1.20 1.18 1.15 1.13 W.S.E (ft) 1.11 1.09 4.01 3.98 1.07 3.95 1.05 3.91 3.88 3.85 3.82 3.78 3.75 3.72 3.69 3.66 3.63 3.60 3.57 3.54 3.51 3.48 3.45 3.42 3.39 3.36 3.33 3.30 3.28 3.25 3.22 3.19 3.17 3.14 3.11 3.09 3.06 3.04 3.01 2.98 2.96 2.93 2.91 2.89 2.86 2.84 2.81 2.79 2.76 W.S.E. (elev) 2.74 2.72 301.16 2.69 301.13 2.67 301.10 301.06 2.65 301.03 301.00 300.97 300.93 300.90 300.87 300.84 300.81 300.78 300.75 300.72 300.69 300.66 300.63 300.60 300.57 300.54 300.51 300.48 300.45 300.43 300.40 300.37 300.34 300.32 300.29 300.26 300.24 300.21 300.19 300.16 300.13 300.11 300.08 300.06 300.04 300.01 299.99 299.96 299.94 299.91 299.89 299.87 299.84 299.82 299.80 Post 100 Routing Page 2 t (hr) 1.450 1.467 1.483 1.500 1.517 1.533 1.550 1.567 1.583 1.600 1.617 1.633 1.650 1.667 t (min) 87.0 88.0 89.0 90.0 91.0 92.0 93.0 94.0 95.0 96.0 97.0 98.0 99.0 100.0 n 87 88 89 90 91 92 93 94 95 96 97 98 99 100 Inflow (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I + In +1 (cfs) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25,/?t- 0 1488.6 1461.1 1434.1 1407.4 1381.0 1355.0 1329.4 1304.1 1279.1 1254.5 1230.2 1206.3 1182.6 1159.3 2S / ?t+ 0 1516.4 1488.6 1461.1 1434.1 1407.4 1381.0 1355.0 1329.4 1304.1 1279.1 1254.5 1230.2 1206.3 1182.6 Outflow (cfs) 13.9 13.7 13.5 13.4 13.2 13.0 12.8 12.6 12.5 12.3 12.1 12.0 11.8 11.6 Storage (ac -ft) 1.03 1.02 1.00 0.98 0.96 0.94 0.92 0.91 0.89 0.87 0.86 0.84 0.82 0.81 W.S.E (ft) 2.62 2.60 2.58 2.56 2.53 2.51 2.49 2.47 2.44 2.42 2.40 2.38 2.36 2.34 W.S.E. (elev) 299.77 299.75 299.73 299.71 299.68 299.66 299.64 299.62 299.59 299.57 299.55 299.53 299.51 299.49 180.0 160.0 140.0 120.0 100.0 15 80.0 60.0 40.0 20.0 0.0 1 1 1 1 1 1 1 • 1 • 1 100 yr Inflow and Outflow Hydrograph • • 0.0 10.0 20.0 30.0 38.0 48.0 58.0 Time (min) 68.0 78.0 96.0 - Inflow Outflow Post 100 Routing Page 3 L1L,25 /7 Elev. (ft) 297.15 297.2 297.3 297.4 297.5 297.6 297.7 297.8 297.9 298.0 298.1 298.2 298.3 298.4 298.5 298.6 298.7 298.8 298.9 299.0 299.1 299.2 299.3 299.4 299.5 299.6 299.7 299.8 299.9 300.0 300.1 300.2 300.3 300.4 300.5 300.6 300.7 300.8 300.9 301.0 301.1 301.2 301.3 301.4 301.5 301.6 301.7 301.8 301.9 302.0 302.1 302.2 302.3 302.4 302.5 Area (ft Inc Vol (ft) storage (ft A RR7 h (ft) 25„/ ±t z5 /r +u utub, 302.6 302.7 302.8 302.9 36 322 894 1,752 2,896 4,326 6,042 8,045 10,333 11,750 13,257 14,856 16,546 18,326 20,198 22,160 24,214 26,358 28,594 29,606 30,636 31,683 32,748 33,830 34,930 36,048 37,183 38,336 39,506 40,193 40,885 41,584 42,288 42,999 43,715 44,437 45,165 45,899 46,639 47,733 48,840 49,960 51,092 52,237 53,395 54,566 55,749 56,944 58,153 58,913 59,679 60A49 61,224 62,004 62,789 63,579 64,374 65,174 0 1 15 58 130 230 359 516 702 917 1,103 1,250 1,405 1,569 1,743 1,925 2,117 2,318 2,528 2,747 2,910 3,012 3,116 3,221 3,329 3,438 3,549 3,661 3,776 3,892 3,985 4,054 4,123 4,194 4,264 4,336 4,408 4,480 4,553 4,627 4,719 4,829 4,940 5,053 5,166 5,282 5,398 5,516 5,635 5,755 5,853 5,930 6,006 6,084 6,161 6,240 6,318 6,398 6,477 0 1 16 74 204 434 793 1,309 2,011 2,928 4,031 5,281 6,686 8,255 9,998 11,923 14,040 16,358 18,886 21,633 24,543 27,555 30,671 33,892 37,221 40,659 44,207 47,869 51,644 55,536 59,521 63,575 67,698 71,892 76,156 80,492 84,899 89,380 93,933 98,560 103,278 108,107 113,047 118,099 123,265 128,547 133,945 139,460 145,095 150,850 156,703 162,633 168,639 174,723 180,884 187,124 193,442 199,840 206,317 0.0 0.0 0.2 0.4 0.7 1.0 1.4 1.8 2.2 2.6 3.1 3.6 4.2 4.7 5.3 5.9 6.5 7.1 7.8 8.5 9.2 9.9 10.6 11.4 12.1 12.9 13.7 14.5 15.4 16.2 17.1 17.9 18.8 19.7 20.6 21.6 22.5 23.5 24.5 25.4 26.4 27.4 28.5 29.5 30.5 31.6 32.7 33.8 34.9 36.0 37.1 38.2 39.4 40.5 41.7 42.8 44.0 45.2 46.4 0.000 0.000 0.000 0.002 0.005 0.010 0.018 0.030 0.046 0.067 0.093 0.121 0.153 0.190 0.230 0.274 0.322 0.376 0.434 0.497 0.563 0.633 0.704 0.778 0.854 0.933 1.015 1.099 1.186 1.275 1.366 1.459 1.554 1.650 1.748 1.848 1.949 2.052 2.156 2.263 2.371 2.482 2.595 2.711 2.830 2.951 3.075 3.202 3.331 3.463 3.597 3.734 3.871 4.011 4.153 4.296 4.441 4.588 4.736 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8 2.9 3.0 3.1 3.2 3.3 3.4 3.5 3.6 3.7 3.8 3.9 4.0 4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 4.9 5.0 5.1 5.2 5.3 5.4 5.5 5.6 5.7 5.8 0.0 0.0 0.5 2.5 6.8 14.5 26.4 43.6 67.0 97.6 134.4 176.0 222.9 275.2 333.3 397.4 468.0 545.3 629.5 721.1 818.1 918.5 1022.4 1129.7 1240.7 1355.3 1473.6 1595.6 1721.5 1851.2 1984.0 2119.2 2256.6 2396.4 2538.5 2683.1 2830.0 2979.3 3131.1 3285.3 3442.6 3603.6 3768.2 3936.6 4108.8 4284.9 4464.8 4648.7 4836.5 5028.3 5223.4 5421.1 5621.3 5824.1 6029.5 6237.5 6448.1 6661.3 6877.2 0.0 0.1 0.7 2.9 7.5 15.5 27.8 45.4 69.2 100.2 137.5 179.6 227.0 279.9 338.5 403.3 474.5 552.4 637.3 729.6 827.3 928.4 1033.0 1141.1 1252.8 1368.2 1487.3 1610.1 1736.8 1867.4 2001.1 2137.1 2275.4 2416.1 2559.2 2704.6 2852.5 3002.8 3155.5 3310.8 3469.0 3631.0 3796.7 3966.1 4139.4 4316.5 4497.5 4682.4 4871.4 5064.3 5260.5 5459.3 5660.7 5864.6 6071.1 6280.3 6492.1 6706.5 6923.7 0.0 0.0 0.2 0.4 0.7 1.0 1.4 1.8 2.2 2.6 3.1 3.6 4.2 4.7 5.3 5.9 6.5 7.1 7.8 8.5 9.2 9.9 10.6 11.4 12.1 12.9 13.7 14.5 15.4 16.2 17.1 17.9 18.8 19.7 20.6 21.6 22.5 23.5 24.5 25.4 26.4 27.4 28.5 29.5 30.5 31.6 32.7 33.8 34.9 36.0 37.1 38.2 39.4 40.5 41.7 42.8 44.0 7095.8 7143.5 45.2 46.4 47.6 303.0 65,979 6,558 Pond and Outlet Structure Data 0 (cfs) (ac-ft)