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HomeMy WebLinkAboutDrainage Report (1/06/2012)AEROFIT WELLNESS CENTER DRAINAGE REPORT Prepared for: New Millennium Fitness, Corp College Station Brazos County, Texas JC Job No. C0007 -001 Prepared by: �r JONES & C A R T E R,tNC. 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.jonescarter.com THIS DOCUMENT IS RELEASED FOR THE PURPOSE OF: REVIEW 01/06/2012 UNDER THE AUTHORITY OF ADAM J. BRUMBAUGH, P.E. 108506 IT IS NOT TO BE USED FOR CONSTRUCTION, BIDDING, OR PERMITTING PURPOSES. 0 Table 1 — Table 2 — Table 3 — Table 4 — AEROFIT WELLNESS CENTER DRAINAGE REPORT FOR NEW MILLENNIUM FITNESS, CORP COLLEGE STATION, TEXAS JC Job No.: C0007 -001 TABLE OF CONTENTS EXECUTIVE SUMMARY 1 1.0 INTRODUCTION 3 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 4 2.1 Location and Topography 2.2 Land Use 2.3 Drainage Patterns 2.4 Existing Detention Ponds 3.0 PROPOSED DRAINAGE IMPROVEMENTS 5 3.1 Description 3.2 Proposed Drainage Patterns 3.3 Drainage Analysis 3.4 Private Storm Sewer Analysis 4.0 PROPOSED DETENTION POND IMPROVEMENTS 7 4.1 BCS Heart Detention Pond Improvements 4.2 College Station Medical Center Detention Pond Improvements 4.3 Hydrologic Methodology and Analysis 4.4 Detention Methodology and Analysis 4.5 Conclusion TABLES Drainage Area Peak Discharges Proposed BCS Heart Peak Inflows Proposed College Station Medical Center Peak Inflows Proposed Detention Pond Summary Exhibit A Exhibit B Exhibit C Appendix 1 Appendix 2 Appendix 3 EXHIBITS - Vicinity Map - Aerofit Wellness Center Grading and Private Utility Plans - Aerofit Wellness Center Drainage Plan APPENDIX - Proposed Drainage Area Post - Development Discharge Calculations - Proposed Private Storm Sewer Winstorm Model Output - Proposed Detention Pond Analysis Spreadsheets 2 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 Wellness Center 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 Wellness Center 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 Wellness Center 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 specific 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. 3 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. 23 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 Table 2 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. 2.4 Existing Detention Ponds The existing BCS Heart detention pond is located at the southeast corner of the BCS Heart property and currently receives pre- development surface drainage from Lots 5, 6, and 7 of the proposed development, as well as surface drainage from the existing BCS Heart facility. The outflow from this pond is controlled by a 24" RCP headwall and pipe, as noted in the Mitchell & Morgan 2005 drainage report. The existing College Station Medical Center detention facility is located at the south end of the existing parking lot on the south side of the existing facility. This pond was originally designed in the Final Drainage Report for the College Station Medical Center Medical Office Building II, by the Municipal Design Group (MDG), dated November 2001. Since the 2001 report, another project was completed that expanded the bed tower portion of the hospital and required an expansion to the detention facility. These modifications were modeled and reported in the College Station Medical Center — Bed Tower Expansion Drainage Letter, by Rabon Metcalf Engineering (RME), dated December 2003. The modification proposed at that time was only an expansion of the pond to provide additional storage, while keeping the same outflow structures and discharge rates. Currently, the existing outflow structures in the existing College Station Medical Center detention facility match the structures proposed in the 2001 MDG report which include four (4) - 10" diameter PVC outfall pipes and three (3) — cross timber structures that function as emergency spillways. Based on the 2003 RME report, the detention pond was expanded to provide the storage required to handle the additional post - development flows from the bed tower expansion project, while maintaining the same detention pond discharge rates found in the 2001 MDG drainage report. Therefore, the pond discharges noted in the 2001 MDG report will be the maximum allowable discharges for the proposed detention pond in this project. 3.0 PROPOSED DRAINAGE IMPROVEMENTS 3.1 Description The proposed development will meet the requirements of the Bryan / College Station Unified Stormwater Design Guidelines by means of a private on -site storm sewer collection system and achieve the required 5 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 for 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 (curb inlet "A2" — Exhibit B — Aerofit Wellness Center Grading & Drainage Plan). 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 Wellness Center Drainage Plan found in Exhibit C. - 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 the proposed Aerofit Wellness Center 39,000SF two -story building. This drainage area is subdivided into several smaller sub - drainage areas captured by the private storm sewer system and convey it 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. 6 Drainage Area Size (ac) C value Cale Tc (min) Used Tc (min) Peak Discharge (cfs) 2 yri 5 yr 10 yr 25 yr 50 yr 100 yr A 4.7 0.9 5.7 10.0 26.8 32.6 36.6 41.8 47.3 49.3 B 0.2 0.9 2.0 10.0 1.3 1.6 1.7 2.0 2.2 2.3 C 1.0 0.9 4.0 10.0 5.8 7.1 8.0 9.1 10.3 10.7 - 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. 3.3 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 Appendix 1 - Drainage Area Post - Development Discharge Calculations. Table 1. Drainage Area Peak Discharges 3.4 Private Storm Sewer Analysis The proposed private on -site storm sewer system is shown in Exhibit B on Aerofit Wellness Center Grading & Drainage Plan and C1.5 Private Utility Plan. This system was modeled using the TxDOT stormwater modeling program WINSTORM at post - development conditions. WINSTORM uses the Rational Method for determining the peak discharges for each sub - drainage area defined in the model. The sub - drainage areas used in this model were based on the drainage areas and sub - drainage areas shown in Exhibit C on Aerofit Wellness Center Overall Drainage Plan. 7 Description Peak Discharge (cfs) 2 yr 5 yr 10 yr 25 yr 50 yr 100 yr Drainage Area "B" 1.3 1.6 1.7 2.0 2.2 2.3 Drainage Area "C" 5.8 7.1 8.0 9.1 10.3 10.7 Total Proposed Inflow to BCS Heart 7.1 8.7 9.7 11.1 12.5 13.0 BCS Heart Allotted (M &M 2005) 11.4 13.8 15.5 17.8 20.1 22.5 Difference -4.3 -5.1 -5.8 -6.7 -7.6 -9.5 According to the Bryan / College Station Unified Stormwater Design Guidelines, the proposed storm sewer system was design and modeled to convey the design storm of a 10 -year rainfall event and analyze the system during a 100 -year rainfall event. For modeling purposes, the tailwater for the proposed storm sewer system is set at the greater of either a free - discharge condition equal to the outlet pipe soffit elevation or the downstream receiving system's water surface elevation during the respective rainfall event. For this model, the detention pond water surface elevations for the design and analysis rainfall event were greater than the outlet pipe soffit elevation. Therefore, the tailwater was set to the water surface elevation of the proposed detention pond for each rainfall event in the WINSTORM model (10 -yr TW= 300.84' & 100 -yr TW= 301.51'). The WINSTORM data output from the proposed model can be found in Appendix 2 - Proposed Private Storm Sewer Winstorm Model Output. The results of this model demonstrate that the proposed private on- site storm sewer system for the subject development adequately meets or positively exceeds the minimum design standards set forth in the Bryan / College Station Unified Stormwater Design Guidelines. 4.0 PROPOSED DETENTION POND IMPROVEMENTS 4.1 BCS Heart Detention Pond Improvements 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 based on the Mitchell & Morgan 2005 report. 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 that 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. Table 2. Proposed BCS Heart Peak Inflows 8 No improvements to the existing BCS Heart detention facility are warranted as the proposed drainage plan for this development reduces the peak inflow for the existing BCS Heart detention facility, during all modeled storm events. 4.2 College Station Medical Center Detention Pond Improvements To properly handle the increased flows proposed to enter the existing College Station Medical Center detention facility, the existing detention facility requires some modifications. The Aerofit Wellness Center Overall Drainage Plan found in Exhibit C illustrates these proposed modifications which include 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. To accomplish these modifications, the proposed project will remove all the existing 10" diameter PVC primary discharge pipes (4 total) and remove all existing cross - timber emergency spillways (3 total). After these are removed, the existing detention facility will be expanded in depth and area to the contours and grades shown on the Overall Drainage Plan found in Exhibit C. A single, trapezoidal weir outlet structure will be constructed per the detail on the Overall Drainage Plan found in Exhibit C and will construct new concrete pilot channels to both the existing pond inlet and to the proposed pond inlet. The single, trapezoidal weir outlet structure will serve as the primary discharge structure and emergency spillway for the proposed detention pond. 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 and outlet structure design. 4.3 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 rates. 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. 9 Description Peak Inflow (cfs) 2 yr 5 yr l0 yr 25 yr 50 yr l00 yr Existing CS MED 65.7 79.8 89.6 102.3 115.7 120.8 Drainage Area "A" 26.8 32.6 36.6 41.8 47.3 49.3 Proposed Peak Inflow 92.5 112.4 126.2 144.1 163.0 170.1 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 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 4.4 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 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 (in column titled "Allowable Outflow (cfs) "). 10 Storm Event Peak Inflow (cfs) Allowable Outflow (cfs) Peak Outflow (cfs) Peak Elevation (ft) Peak Storage (ac -ft) Peak Storage (ft 2 yr 92.5 19.8 18.0 300.26 1.47 64,033 5 yr 112.5 24.1 21.2 300.61 1.80 78,408 10 yr 126.2 27.1 23.3 300.84 2.04 88,862 25 yr 144.1 30.9 26.2 301.12 2.34 101,930 50 yr 162.9 35.0 29.1 301.41 2.66 115,870 100 yr 170.1 36.5 30.2 301.51 2.79 121,532 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 Wellness Center Overall Drainage Plan in Exhibit C. The outflow hydrographs were then calculated for each storm event and then routed through the proposed detention facility using the Modified -Puls method, to determine the proposed peak discharges for each storm event. Appendix 3 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 inflow, peak allowable discharges, proposed peak discharges, and elevation - storage for each storm event. Table 4. Proposed Detention Pond Summary 4.5 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'. These improvements positively exceed the requirements for storage during the 100 -year storm event of 121,532 ft at a peak water surface elevation of 301.50'. 11 EXHIBIT A VICINITY MAP / r JONES &CARTER,INc. iii ENGINEERS •PLANNERS•SURVEYORS EXHIBIT B Es mwq O_ ■ 11°1 �i: g; \ h 11 ig b:g 4 al rg: IP :IL: 1 1 g" 1 1 :G' -11 ; " --- h!!! ii! ii'il :1 I li qi4 1 0 2 4 g! !! gggo € E �� lip l �� a 0: g go ;; 111 ° 1 _ N ri i N to n of of ' g z g at Vl Z 5F a$ gR N N \ N yngRR \ \ \ eR 0;z3 3 U LX Q IDZM W 40:� ZZ d � zz 4! m 6 W � _ f k* EXHIBIT C \O-200 \C0002 Mba•m Md \00007-001 Mo1R al The Y./'AWS ‘114EET-- -tradr9 end Oeolnow.Ea9 J. 00. mix - n:sba .w 0 m D r r 0 D Z 0 m A !%is 1; 1 4i; '8R1 4p$R2- Ng AE 4 1 2 449 i; IV !! 1!! 01 $4 lig h 5,1 10 6A1; 8 c A:Pci AI; 11 Mai d.x11 0 --� m 0 VARIES m O N m z C) V .11 .22 30 0 00 vv m 0 0 r1 0 1 q p g 2 1 it >l - F 2 Q gq Iii 5A 9 7 il q g 8 . 7 2 a § 1 ig 2 1 ' gi A 1h" APPENDIX 1 POST "A" RATIONAL METHOD GENERAL INFORMATION Description: Drainage Area 'A Post-Develoment Analysis Drainage Area = 4.7 acres Coefficient of Runoff (C = 0.90 TIME OF CONCENTRATION (T,) GIVEN Maximum Travel Distance (D1) = Velocity of Runoff (V SHEET ) Maximum Travel Distance (D2) = Velocity of Runoff (Vs = Maximum Travel Distance (D = Velocity of Runoff (V = **NOTE: Minimum T allowed = 10 min. 480 ft 2.50 ft /sec 680 ft 4.50 ft /sec O ft 0.75 ft /sec 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 (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 Aerofit Post-Development Rational Method Calcs--REV I xis TC1 = TC2 = TC3 = Tc = RESULT Rainfall Intensity ( = 92 Rainfall Intensity (1 = 7.693 in /hr 0 000110 Rainfall ntensity ( Rainfall Intensity (125) = 6.327 'hr 26.818 3.2 min. 2.5 min. 0.0 min. 5.7 min. 8.635 In 'hr 0.00Iii0 • 9.861 Rainfall Intensity (150) = 11.148 in ihr .. Q = 47 254 cts Rainfall Intensity (lioo) = 11.639 in /hr Q100 49 338 efs POST "B" RATIONAL METHOD GENERAL INFORMATION Description: Drainage Area "B" Post-Develoment Analysis Drainage Area = 0.2 acres Coefficient of Runoff (Cw = 0.90 TIME OF CONCENTRATION (L) GIVEN Maximum Travel Distance (D1) = Velocity of Runoff (V SHEET ) = Maximum Travel Distance (D2) = Velocity of Runoff (V STORM ) = Maximum Travel Distance (D = Velocity of Runoff (V = **NOTE: Minimum T allowed = 10 min. 300 ft 2.50 ft /sec 0 ft 4.50 ft /sec Oft 0.75 ft /sec 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) = Coefficient (b) = Coefficient (d) = Aerofit Post-Development Rational Method Calcs--REV 1.xls 0.754 89 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 Tc1 = TC2 Tc3 = T = RESULT Rainfall Intensity ( = Rainfall Intensity (1 = Q Rainfall Intensity Rainfall Intensity (150) Rainfall Intensity(1100)= Q100 = 2.0 min. 0.0 min. 0.0 min. 2.0 min. 6.327 in /hr 7.693 /hr 1 550 :cis 8.635 In /lir • .• CV • :•:•:•: Rainfall Intensity ( = 9.861 ' l98lcfs 11.148 in /hr 11.639 in /hr :ifa • : :•:• POST "C" RATIONAL METHOD GENERAL INFORMATION Description: Drainage Area "C" Post - Develoment Analysis Drainage Area = 1.0 acres Coefficient of Runoff (C = TIME OF CONCENTRATION (T,.) GIVEN Maximum Travel Distance (D = Velocity of Runoff (VsHEET) = Maximum Travel Distance (D2) = Velocity of Runoff (VSHALLOw) = Maximum Travel Distance (D = Velocity of Runoff (V = * *NOTE: Minimum T allowed = 10 min. 0.90 400ft Tc1_ 2.50 ft /sec 280 ft Tc2 = 3.50 ft /sec O ft TC3 0.75 ft /sec 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 (Q) Coefficient (e) = 0.73 Coefficient (b) = 96 Coefficient (d) = 8 Aerofit Post - Development Rational Method Calcs - -REV I .xls T = Rainfall Intensity (1 = Rainfall Intensity (1 = .......................... .......................... .......................... Q — Rainfall Intensity Rio) = Rainfall Intensity ( = Q400 RESULT Rainfall Intensity ( Rainfall Intensity (Iloo) _ 2.7 min. 1.3 min. 0.0 min. 4.0 min. 6.327 ' /hr 5839cfs 7.693 m /hr ............... ............... ............... 7'I QOGfS 9.861 m /hr 8:101; cfs 11.148 In /hr ................. . ............... 10288cfs 11.639 in /11r 0 cfs ................ APPENDIX 2 WinStorm (STORM DRAIN DESIGN) Version 3.05, Jan. 25, 2002 Run @ 1/3/2012 8:10:37 AM PROJECT NAME : Aerofit Wellness Center JOB NUMBER C0007 -001 PROJECT DESCRIPTION : Aerofit Final Drainage Analysis DESIGN FREQUENCY 10 Years ANALYSYS FREQUENCY : 100 Years MEASUREMENT UNITS: ENGLISH OUTPUT FOR DESIGN FREQUENCY of: 10 Years Runoff Computation for Design Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in /hr) (cfs) (cfs) A -1 0.9 2.40 10.00 10.00 8.63 0.000 18.674 A -2 0.9 0.33 10.00 10.00 8.63 0.000 2.580 A -3 0.9 0.17 10.00 10.00 8.63 0.000 1.344 A -4 0.9 0.58 10.00 10.00 8.63 0.000 4.531 A -5 0.9 0.10 10.00 10.00 8.63 0.000 0.754 A -6 0.9 0.73 10.00 10.00 8.63 0.000 5.696 B 0.9 0.22 10.00 10.00 8.63 0.000 1.725 C 0.9 1.02 10.00 10.00 8.63 0.000 7.895 A -7 0.9 0.19 10.00 10.00 8.63 0.000 1.461 A -8 0.9 0.16 10.00 10.00 8.63 0.000 1.267 LONG 0.9 0.35 10.00 10.00 8.63 0.000 2.697 Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) ( %) ( %) ( %) ( %) (ft) (ft) (ft) A -2 Curb 5.00 n/a 0.90 1.50 0.80 1.50 0.018 1.50 0.50 306.00 A -3 Curb 5.00 n/a 0.80 1.50 0.90 1.50 0.018 1.50 0.50 306.00 A -4 Grate 8.60 2.70 1.50 2.00 2.00 2.00 0.018 n/a 0.50 305.00 A -7 Grate 6.00 0.80 2.00 2.00 0.50 2.00 0.018 n/a 0.50 303.56 A -8 Grate 6.00 0.80 2.00 2.00 0.50 2.00 0.018 n/a 0.50 303.97 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) A -2 Curb 5.00 n/a n/a 2.580 6.261 0.277 10.13 10.33 A -3 Curb 5.00 n/a n/a 1.344 6.261 0.179 9.40 6.13 A -4 Grate n/a 8.60 2.70 4.531 9.386 0.308 9.50 9.00 A -7 Grate n/a 6.00 0.80 1.461 3.040 0.184 7.60 1.75 A -8 Grate n/a 6.00 0.80 1.267 3.040 0.167 7.20 1.65 Page 1 of 4 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C -Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in /hr) cfs) (cfs) (cfs) A -1 JnctBx 0.900 2.40 10.00 8.63 0.000 0.00 18.674 A -2 Curb 0.900 2.74 10.01 8.63 0.000 0.00 21.245 A -3 Curb 0.900 2.91 10.11 8.60 0.000 0.00 22.496 A -4 Grate 0.900 3.49 10.36 8.51 0.000 0.00 26.738 A -6 JnctBx 0.900 0.73 10.00 8.63 0.000 0.00 5.696 JB -1 JnctBx 0.900 4.58 11.20 8.23 0.000 0.00 33.883 OUT Junct 0.900 4.58 11.20 8.23 0.000 0.00 33.883 A -7 Grate 0.900 4.41 11.04 8.28 0.000 0.00 32.889 A -8 Grate 0.900 4.58 11.20 8.23 0.000 0.00 33.883 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 A -1 A -2 301.55 301.50 Circ 1 0.00 2.50 5.00 1.00 0.013 2 A -2 A -3 301.50 301.24 Circ 1 0.00 2.50 42.00 0.62 0.013 3 A -3 A -4 301.24 300.00 Circ 1 0.00 2.50 125.00 0.99 0.013 4 A -4 A -7 300.00 299.66 Box 1 4.00 2.00 182.00 0.19 0.013 7 A -6 A -7 300.50 300.16 Circ 1 0.00 1.50 33.00 1.03 0.013 8 A -7 A -8 299.66 299.45 Box 1 4.00 2.00 60.00 0.35 0.013 9 A -8 JB -1 299.45 298.87 Box 1 4.00 2.00 167.00 0.35 0.013 10 JB -1 OUT 298.87 298.50 Box 1 4.00 2.00 103.00 0.36 0.013 Conveyance Hydraulic Computations. Tailwater = 300.840 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f /s) (f /s) (cfs) (cfs) (ft) 1* 302.99 302.98 0.207 1.18 1.48 8.18 6.15 18.67 41.02 0.000 2* 302.98 302.72 0.268 1.48 1.48 7.00 7.00 21.24 32.28 0.000 3* 302.57 301.71 0.301 1.33 1.71 8.49 6.29 22.50 40.86 0.000 4 301.71 301.54 0.147 1.50 1.88 4.46 3.55 26.74 30.16 0.000 7* 301.64 301.54 0.294 0.78 1.38 6.14 3.35 5.70 10.66 0.000 8 301.54 301.48 0.222 1.38 2.00 5.98 4.11 32.89 41.29 0.000 9 301.48 301.08 0.236 1.42 2.00 5.96 4.24 33.88 41.13 0.000 10 301.08 300.84 0.236 1.41 2.00 6.02 4.24 33.88 41.83 0.000 Page 2 of 4 OUTPUT FOR ANALYSYS FREQUENCY of: 100 Years Runoff Computation for Analysis Frequency. ID C Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in /hr) (cfs) (cfs) A -1 0.9 2.40 10.00 10.00 11.64 0.000 25.172 A -2 0.9 0.33 10.00 10.00 11.64 0.000 3.478 A -3 0.9 0.17 10.00 10.00 11.64 0.000 1.812 A -4 0.9 0.58 10.00 10.00 11.64 0.000 6.107 A -5 0.9 0.10 10.00 10.00 11.64 0.000 1.016 A -6 0.9 0.73 10.00 10.00 11.64 0.000 7.678 B 0.9 0.22 10.00 10.00 11.64 0.000 2.326 C 0.9 1.02 10.00 10.00 11.64 0.000 10.643 A -7 0.9 0.19 10.00 10.00 11.64 0.000 1.969 A -8 0.9 0.16 10.00 10.00 11.64 0.000 1.707 LONG 0.9 0.35 10.00 10.00 11.64 0.000 3.635 Sag Inlets Configuration Data. Inlet Inlet Length/ Grate Left -Slope Right -Slope Gutter Depth Critic ID Type Perim. Area Long Trans Long Trans n DeprW Allowed Elev. (ft) (sf) ( %) ( %) ( %) ( %) (ft) (ft) (ft) A -2 Curb 5.00 n/a 0.90 1.50 0.80 1.50 0.018 1.50 0.50 306.00 A -3 Curb 5.00 n/a 0.80 1.50 0.90 1.50 0.018 1.50 0.50 306.00 A -4 Grate 8.60 2.70 1.50 2.00 2.00 2.00 0.018 n/a 0.50 305.00 A -7 Grate 6.00 0.80 2.00 2.00 0.50 2.00 0.018 n/a 0.50 303.56 A -8 Grate 6.00 0.80 2.00 2.00 0.50 2.00 0.018 n/a 0.50 303.97 Sag Inlets Computation Data. Inlet Inlet Length Grate Total Q Inlet Total Ponded Width ID Type Perim Area Capacity Head Left Right (ft) (ft) (sf) (cfs) (cfs) (ft) (ft) (ft) A -2 Curb 5.00 n/a n/a 3.478 6.261 0.338 11.33 11.53 A -3 Curb 5.00 n/a n/a 1.812 6.261 0.219 10.53 6.80 A -4 Grate n/a 8.60 2.70 6.107 9.386 0.375 10.60 10.05 A -7 Grate n/a 6.00 0.80 1.969 3.040 0.224 8.50 1.95 A -8 Grate n/a 6.00 0.80 1.707 3.040 0.204 8.05 1.85 Cumulative Junction Discharge Computations Node Node Weighted Cumulat. Cumulat. Intens. User Additional Total I.D. Type C -Value Dr.Area Tc Supply Q Q in Node Disch. (acres) (min) (in /hr) cfs) (cfs) (cfs) A -1 JnctBx 0.900 2.40 10.00 11.64 0.000 0.00 25.172 A -2 Curb 0.900 2.74 10.01 11.63 0.000 0.00 28.639 A -3 Curb 0.900 2.91 10.10 11.59 0.000 0.00 30.334 A -4 Grate 0.900 3.49 10.33 11.48 0.000 0.00 36.084 A -6 JnctBx 0.900 0.73 10.00 11.64 0.000 0.00 7.678 JB -1 JnctBx 0.900 4.58 11.12 11.14 0.000 0.00 45.864 OUT Junct 0.900 4.58 11.12 11.14 0.000 0.00 45.864 Page 3 of 4 A -7 Grate 0.900 4.41 10.96 11.20 0.000 0.00 44.492 A -8 Grate 0.900 4.58 11.12 11.14 0.000 0.00 45.864 Conveyance Configuration Data Run# Node I.D. Flowline Elev. US DS US DS Shape # Span Rise Length Slope n_value (ft) (ft) (ft) (ft) (ft) (%) 1 A -1 A -2 301.55 301.50 Circ 1 0.00 2.50 5.00 1.00 0.013 2 A -2 A -3 301.50 301.24 Circ 1 0.00 2.50 42.00 0.62 0.013 3 A -3 A -4 301.24 300.00 Circ 1 0.00 2.50 125.00 0.99 0.013 4 A -4 A -7 300.00 299.66 Box 1 4.00 2.00 182.00 0.19 0.013 7 A -6 A -7 300.50 300.16 Circ 1 0.00 1.50 33.00 1.03 0.013 8 A -7 A -8 299.66 299.45 Box 1 4.00 2.00 60.00 0.35 0.013 9 A -8 JB -1 299.45 298.87 Box 1 4.00 2.00 167.00 0.35 0.013 10 JB -1 OUT 298.87 298.50 Box 1 4.00 2.00 103.00 0.36 0.013 Conveyance Hydraulic Computations. Tailwater = 301.510 (ft) Hydraulic Gradeline Depth Velocity Junc Run# US Elev DS Elev Fr.Slope Unif. Actual Unif. Actual Q Cap Loss (ft) (ft) (%) (ft) (ft) (f /s) (f /s) (cfs) (cfs) (ft) 1* 304.31 304.29 0.377 1.42 2.50 8.78 5.13 25.17 41.02 0.000 2 304.29 304.09 0.487 1.84 2.50 7.41 5.83 28.64 32.28 0.000 3* 304.09 303.41 0.547 1.60 2.50 9.13 6.18 30.33 40.86 0.000 4 303.41 302.92 0.267 1.88 2.00 4.81 4.51 36.08 30.16 0.000 7* 303.10 302.92 0.534 0.94 1.50 6.56 4.35 7.68 10.66 0.000 8 302.92 302.68 0.406 1.72 2.00 6.47 5.56 44.49 41.29 0.000 9 302.68 301.95 0.432 1.78 2.00 6.44 5.73 45.86 41.13 0.000 10 301.95 301.51 0.432 1.75 2.00 6.55 5.73 45.86 41.83 0.000 END * Super critical flow. NORMAL TERMINATION OF WINSTORM. Warning Messages for current project: Runoff Frequency of: 10 Years Decreasing conduit size @ downstream Run# 4 Discharge decreased downstream node Id= JB -1 Previous intensity used. Runoff Frequency of: 100 Years Decreasing conduit size @ downstream Run# 4 Discharge decreased downstream node Id= JB -1 Previous intensity used. Run# 10 Insufficient capacity. Run# 9 Insufficient capacity. Run# 8 Insufficient capacity. Run# 4 Insufficient capacity. Page 4 of 4 APPENDIX 3 t (hr) t (min) n Inflow (cfs) 2 yr- Outflow I In +i (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 9.2 9.2 7.7 9.2 0.8 0.01 0.42 297.57 0.033 2.0 2 18.5 27.7 32.4 35.5 1.5 0.02 0.64 297.79 0.050 3.0 3 27.7 46.2 74.0 78.6 2.3 0.05 0.83 297.98 0.067 4.0 4 37.0 64.7 132.4 138.7 3.1 0.09 1.00 298.15 0.083 5.0 5 46.2 83.2 207.6 215.7 4.0 0.15 1.18 298.33 0.100 6.0 6 55.5 101.7 299.4 309.3 5.0 0.21 1.35 298.50 0.117 7.0 7 64.7 120.2 407.5 419.6 6.0 0.28 1.52 298.67 0.133 8.0 8 74.0 138.7 532.1 546.3 7.1 0.37 1.69 298.84 0.150 9.0 9 83.2 157.2 673.0 689.3 8.2 0.47 1.86 299.01 0.167 10.0 10 92.5 175.7 830.0 848.7 9.3 0.58 2.02 299.17 0.183 11.0 11 87.9 180.3 989.4 1010.4 10.5 0.69 2.18 299.33 0.200 12.0 12 83.2 171.1 1137.5 1160.5 11.5 0.79 2.32 299.47 0.217 13.0 13 78.6 161.8 1274.5 1299.4 12.4 0.89 2.44 299.59 0.233 14.0 14 74.0 152.6 1400.5 1427.1 13.3 0.97 2.55 299.70 0.250 15.0 15 69.4 143.3 1515.6 1543.8 14.1 1.05 2.65 299.80 0.267 16.0 16 64.7 134.1 1620.2 1649.7 14.8 1.13 2.73 299.88 0.283 17.0 17 60.1 124.8 1714.2 1745.0 15.4 1.19 2.81 299.96 0.300 18.0 18 55.5 115.6 1797.9 1829.8 16.0 1.25 2.87 300.02 0.317 19.0 19 50.9 106.4 1871.4 1904.2 16.4 1.30 2.93 300.08 0.333 20.0 20 46.2 97.1 1934.8 1968.5 16.8 1.34 2.98 300.13 0.350 21.0 21 41.6 87.9 1988.2 2022.6 17.2 1.38 3.02 300.17 0.367 22.0 22 37.0 78.6 2031.9 2066.8 17.5 1.41 3.05 300.20 0.383 23.0 23 32.4 69.4 2065.8 2101.2 17.7 1.43 3.07 300.22 0.400 24.0 24 27.7 60.1 2090.2 2125.9 17.9 1.45 3.09 300.24 0.417 25.0 25 23.1 50.9 2105.2 2141.1 18.0 1.46 3.10 300.25 0.433 26.0 26 18.5 41.6 2110.8 2146.8 18.0 1.47 3.11 300.26 0.450 27.0 27 13.9 32.4 2107.2 2143.1 18.0 1.46 3.10 300.25 0.467 28.0 28 9.2 23.1 2094.5 2130.3 17.9 1.45 3.10 300.25 0.483 29.0 29 4.6 13.9 2072.9 2108.4 17.8 1.44 3.08 300.23 0.500 30.0 30 0.0 4.6 2042.4 2077.5 17.6 1.42 3.06 300.21 0.517 31.0 31 0.0 0.0 2007.8 2042.4 17.3 1.39 3.03 300.18 0.533 32.0 32 0.0 0.0 1973.6 2007.8 17.1 1.37 3.00 300.15 0.550 33.0 33 0.0 0.0 1939.8 1973.6 16.9 1.35 2.98 300.13 0.567 34.0 34 0.0 0.0 1906.5 1939.8 16.7 1.32 2.95 300.10 0.583 35.0 35 0.0 0.0 1873.6 1906.5 16.5 1.30 2.93 300.08 0.600 36.0 36 0.0 0.0 1841.1 1873.6 16.2 1.28 2.90 300.05 Aerofit Wellness Center 2 Year Storm Summary of Peak Inflow, Outflow. Elevation and Storage Peak Inflow = Peak Outflow = Peak Elevation = Peak Storage = Post 2 Routing 92.5 cfs 18.0 cfs 300.26 ft 1.47 ac -ft Page 1 t (hr) t (min) n Inflow (cfs) I„ + 1„ +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 1809.0 1841.1 16.0 1.26 2.88 300.03 0.633 38.0 38 0.0 0.0 1777.4 1809.0 15.8 1.23 2.86 300.01 0.650 39.0 39 0.0 0.0 1746.2 1777.4 15.6 1.21 2.83 299.98 0.667 40.0 40 0.0 0.0 1715.3 1746.2 15.4 1.19 2.81 299.96 0.683 41.0 41 0.0 0.0 1684.9 1715.3 15.2 1.17 2.78 299.93 0.700 42.0 42 0.0 0.0 1654.9 1684.9 15.0 1.15 2.76 299.91 0.717 43.0 43 0.0 0.0 1625.2 1654.9 14.8 1.13 2.74 299.89 0.733 44.0 44 0.0 0.0 1596.0 1625.2 14.6 1.11 2.71 299.86 0.750 45.0 45 0.0 0.0 1567.1 1596.0 14.4 1.09 2.69 299.84 0.767 46.0 46 0.0 0.0 1538.6 1567.1 14.2 1.07 2.66 299.81 0.783 47.0 47 0.0 0.0 15103 1538.6 14.1 1.05 2.64 299.79 0.800 48.0 48 0.0 0.0 1482.8 1510.5 13.9 1.03 2.62 299.77 0.817 49.0 49 0.0 0.0 1455.5 1482.8 13.7 1.01 2.60 299.75 0.833 50.0 50 0.0 0.0 1428.5 1455.5 13.5 0.99 2.57 299.72 0.850 51.0 51 0.0 0.0 1401.8 1428.5 13.3 0.97 2.55 299.70 0.867 52.0 52 0.0 0.0 1375.6 1401.8 13.1 0.96 2.53 299.68 0.883 53.0 53 0.0 0.0 1349.6 1375.6 13.0 0.94 2.51 299.66 0.900 54.0 54 0.0 0.0 1324.1 1349.6 12.8 0.92 2.48 299.63 0.917 55.0 55 0.0 0.0 1298.8 1324.1 12.6 0.90 2.46 299.61 0.933 56.0 56 0.0 0.0 1274.0 1298.8 12.4 0.89 2.44 299.59 0.950 57.0 57 0.0 0.0 1249.4 1274.0 12.3 0.87 2.42 299.57 0.967 58.0 58 0.0 0.0 1225.2 1249.4 12.1 0.85 2.40 299.55 0.983 59.0 59 0.0 0.0 1201.3 1225.2 11.9 0.84 2.38 299.53 1.000 60.0 60 0.0 0.0 1177.8 1201.3 11.8 0.82 2.35 299.50 1.017 61.0 61 0.0 0.0 1154.5 1177.8 11.6 0.80 2.33 299.48 1.033 62.0 62 0.0 0.0 1131.6 1154.5 11.5 0.79 2.31 299.46 1.050 63.0 63 0.0 0.0 1109.0 1131.6 11.3 0.77 2.29 299.44 1.067 64.0 64 0.0 0.0 1086.7 1109.0 11.1 0.76 2.27 299.42 1.083 65.0 65 0.0 0.0 1064.8 1086.7 11.0 0.74 2.25 299.40 1.100 66.0 66 0.0 0.0 1043.1 1064.8 10.8 0.73 2.23 299.38 1.117 67.0 67 0.0 0.0 1021.7 1043.1 10.7 0.71 2.21 299.36 1.133 68.0 68 0.0 0.0 1000.7 1021.7 10.5 0.70 2.19 299.34 1.150 69.0 69 0.0 0.0 979.9 1000.7 10.4 0.68 2.17 299.32 1.167 70.0 70 0.0 0.0 959.4 979.9 10.2 0.67 2.15 299.30 1.183 71.0 71 0.0 0.0 939.2 959.4 10.1 0.65 2.13 299.28 1.200 72.0 72 0.0 0.0 919.3 939.2 10.0 0.64 2.11 299.26 1.217 73.0 73 0.0 0.0 899.6 919.3 9.8 0.63 2.09 299.24 1.233 74.0 74 0.0 0.0 880.3 899.6 9.7 0.61 2.07 299.22 1.250 75.0 75 0.0 0.0 861.2 880.3 9.5 0.60 2.05 299.20 1.267 76.0 76 0.0 0.0 842.4 861.2 9.4 0.59 2.03 299.18 1.283 77.0 77 0.0 0.0 823.8 842.4 9.3 0.57 2.01 299.16 1.300 78.0 78 0.0 0.0 805.5 823.8 9.1 0.56 2.00 299.15 1.317 79.0 79 0.0 0.0 787.5 805.5 9.0 0.55 1.98 299.13 1.333 80.0 80 0.0 0.0 769.7 787.5 8.9 0.54 1.96 299.11 1.350 81.0 81 0.0 0.0 752.2 769.7 8.8 0.52 1.94 299.09 1.367 82.0 82 0.0 0.0 735.0 752.2 8.6 0.51 1.92 299.07 1.383 83.0 83 0.0 0.0 717.9 735.0 8.5 0.50 1.91 299.06 1.400 84.0 84 0.0 0.0 701.2 717.9 8.4 0.49 1.89 299.04 1.417 85.0 85 0.0 0.0 684.6 701.2 8.3 0.48 1.87 299.02 1.433 86.0 86 0.0 0.0 668.4 684.6 8.1 0.47 1.85 299.00 Post 2 Routing Page 2 t (hr) t (min) n Inflow (cfs) I + I„ +i (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 0.0 652.3 668.4 8.0 0.45 1.83 298.98 1.467 88.0 88 0.0 0.0 636.5 652.3 7.9 0.44 1.82 298.97 1.483 89.0 89 0.0 0.0 620.9 636.5 7.8 0.43 1.80 298.95 1.500 90.0 90 0.0 0.0 605.6 620.9 7.7 0.42 1.78 298.93 1.517 91.0 91 0.0 0.0 590.5 605.6 7.5 0.41 1.76 298.91 1.533 92.0 92 0.0 0.0 575.6 590.5 7.4 0.40 1.74 298.89 1.550 93.0 93 0.0 0.0 561.0 575.6 7.3 0.39 1.73 298.88 1.567 94.0 94 0.0 0.0 546.6 561.0 7.2 0.38 1.71 298.86 1.583 95.0 95 0.0 0.0 532.4 546.6 7.1 0.37 1.69 298.84 1.600 96.0 96 0.0 0.0 518.5 532.4 7.0 0.36 1.67 298.82 1.617 97.0 97 0.0 0.0 504.7 518.5 6.9 0.35 1.66 298.81 1.633 98.0 98 0.0 0.0 491.3 504.7 6.7 0.34 1.64 298.79 1.650 99.0 99 0.0 0.0 478.0 491.3 6.6 0.33 1.62 298.77 1.667 100.0 100 0.0 0.0 464.9 478.0 6.5 0.32 1.60 298.75 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 1 1 1 1 1 1\ 1 2 yr Inflow and Outflow Hydrograph 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 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 11.2 11.2 9.6 11.2 0.8 0.01 0.45 297.60 0.033 2.0 2 22.5 33.7 39.9 43.3 1.7 0.03 0.69 297.84 0.050 3.0 3 33.7 56.2 90.9 96.1 2.6 0.06 0.89 298.04 0.067 4.0 4 45.0 78.7 162.6 169.6 3.5 0.11 1.08 298.23 0.083 5.0 5 56.2 101.2 254.8 263.8 4.5 0.18 1.27 298.42 0.100 6.0 6 67.5 123.7 367.2 378.5 5.6 0.26 1.46 298.61 0.117 7.0 7 78.7 146.2 499.7 513.3 6.8 0.35 1.65 298.80 0.133 8.0 8 90.0 168.7 652.3 668.4 8.0 0.45 1.83 298.98 0.150 9.0 9 101.2 191.2 824.9 843.5 9.3 0.57 2.02 299.17 0.167 10.0 10 112.5 213.7 1017.3 1038.6 10.7 0.71 2.21 299.36 0.183 11.0 11 106.8 219.3 1212.5 1236.6 12.0 0.84 2.39 299.54 0.200 12.0 12 101.2 208.0 1394.0 1420.6 13.3 0.97 2.54 299.69 0.217 13.0 13 95.6 196.8 1562.0 1590.8 14.4 1.09 2.68 299.83 0.233 14.0 14 90.0 185.5 1716.7 1747.6 15.4 1.19 2.81 299.96 0.250 15.0 15 84.3 174.3 1858.3 1891.0 16.4 1.29 2.92 300.07 0.267 16.0 16 78.7 163.1 1987.0 2021.4 17.2 1.38 3.01 300.16 0.283 17.0 17 73.1 151.8 2102.9 2138.8 17.9 1.46 3.10 300.25 0.300 18.0 18 67.5 140.6 2206.2 2243.5 18.6 1.53 3.18 300.33 0.317 19.0 19 61.8 129.3 2297.1 2335.5 19.2 1.60 3.24 300.39 0.333 20.0 20 56.2 118.1 2375.8 2415.2 19.7 1.65 3.30 300.45 0.350 21.0 21 50.6 106.8 2442.3 2482.6 20.2 1.70 3.35 300.50 0.367 22.0 22 45.0 95.6 2496.8 2537.9 20.5 1.73 3.39 300.54 0.383 23.0 23 39.4 84.3 2539.6 2581.2 20.8 1.76 3.42 300.57 0.400 24.0 24 33.7 73.1 2570.7 2612.7 21.0 1.78 3.44 300.59 0.417 25.0 25 28.1 61.8 2590.3 2632.6 21.1 1.80 3.45 300.60 0.433 26.0 26 22.5 50.6 2598.6 2640.9 21.2 1.80 3.46 300.61 0.450 27.0 27 16.9 39.4 2595.7 2638.0 21.1 1.80 3.45 300.60 0.467 28.0 28 11.2 28.1 2581.7 2623.8 21.1 1.79 3.44 300.59 0.483 29.0 29 5.6 16.9 2556.7 2598.5 20.9 1.78 3.43 300.58 0.500 30.0 30 0.0 5.6 2521.0 2562.4 20.7 1.75 3.40 300.55 0.517 31.0 31 0.0 0.0 2480.2 2521.0 20.4 1.72 3.37 300.52 0.533 32.0 32 0.0 0.0 2440.0 2480.2 20.1 1.69 3.34 300.49 0.550 33.0 33 0.0 0.0 2400.2 2440.0 19.9 1.67 3.32 300.47 0.567 34.0 34 0.0 0.0 2360.9 2400.2 19.6 1.64 3.29 300.44 0.583 35.0 35 0.0 0.0 2322.2 2360.9 19.4 1.61 3.26 300.41 0.600 36.0 36 0.0 0.0 2284.0 2322.2 19.1 1.59 3.23 300.38 Aerofit Wellness Center 5 Year Storm Summary of Peak Inflow, Outflow, Elevation and Storage Peak Inflow = 112.5 cfs Peak Outflow = 21.2 cfs Peak Elevation = 300.61 ft Peak Storage = 1.80 ac -ft Post 5 Routing 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 2246.2 2284.0 18.9 1.56 3.21 300.36 0.633 38.0 38 0.0 0.0 2208.9 2246.2 18.6 1.53 3.18 300.33 0.650 39.0 39 0.0 0.0 2172.1 2208.9 18.4 1.51 3.15 300.30 0.667 40.0 40 0.0 0.0 2135.8 2172.1 18.2 1.48 3.13 300.28 0.683 41.0 41 0.0 0.0 2100.0 2135.8 17.9 1.46 3.10 300.25 0.700 42.0 42 0.0 0.0 2064.6 2100.0 17.7 1.43 3.07 300.22 0.717 43.0 43 0.0 0.0 2029.6 2064.6 17.5 1.41 3.05 300.20 0.733 44.0 44 0.0 0.0 1995.1 2029.6 17.2 1.39 3.02 300.17 0.750 45.0 45 0.0 0.0 1961.1 1995.1 17.0 1.36 3.00 300.15 0.767 46.0 46 0.0 0.0 1927.5 1961.1 16.8 1.34 2.97 300.12 0.783 47.0 47 0.0 0.0 1894.3 1927.5 16.6 1.32 2.94 300.09 0.800 48.0 48 0.0 0.0 1861.6 1894.3 16.4 1.29 2.92 300.07 0.817 49.0 49 0.0 0.0 1829.3 1861.6 16.2 1.27 2.90 300.05 0.833 50.0 50 0.0 0.0 1797.3 1829.3 16.0 1.25 2.87 300.02 0.850 51.0 51 0.0 0.0 1765.9 1797.3 15.7 1.23 2.85 300.00 0.867 52.0 52 0.0 0.0 1734.8 1765.9 15.5 1.21 2.82 299.97 0.883 53.0 53 0.0 0.0 1704.1 1734.8 15.3 1.18 2.80 299.95 0.900 54.0 54 0.0 0.0 1673.8 1704.1 15.1 1.16 2.77 299.92 0.917 55.0 55 0.0 0.0 1643.9 1673.8 14.9 1.14 2.75 299.90 0.933 56.0 56 0.0 0.0 1614.4 1643.9 14.7 1.12 2.73 299.88 0.950 57.0 57 0.0 0.0 1585.3 1614.4 14.6 1.10 2.70 299.85 0.967 58.0 58 0.0 0.0 1556.6 1585.3 14.4 1.08 2.68 299.83 0.983 59.0 59 0.0 0.0 1528.3 1556.6 14.2 1.06 2.66 299.81 1.000 60.0 60 0.0 0.0 1500.3 1528.3 14.0 1.04 2.63 299.78 1.017 61.0 61 0.0 0.0 1472.7 1500.3 13.8 1.02 2.61 299.76 1.033 62.0 62 0.0 0.0 1445.5 1472.7 13.6 1.00 2.59 299.74 1.050 63.0 63 0.0 0.0 1418.6 1445.5 13.4 0.99 2.56 299.71 1.067 64.0 64 0.0 0.0 1392.1 1418.6 13.3 0.97 2.54 299.69 1.083 65.0 65 0.0 0.0 1366.0 1392.1 13.1 0.95 2.52 299.67 1.100 66.0 66 0.0 0.0 1340.2 1366.0 12.9 0.93 2.50 299.65 1.117 67.0 67 0.0 0.0 1314.7 1340.2 12.7 0.91 2.48 299.63 1.133 68.0 68 0.0 0.0 1289.6 1314.7 12.5 0.90 2.45 299.60 1.150 69.0 69 0.0 0.0 1264.9 1289.6 12.4 0.88 2.43 299.58 1.167 70.0 70 0.0 0.0 1240.5 1264.9 12.2 0.86 2.41 299.56 1.183 71.0 71 0.0 0.0 1216.4 1240.5 12.0 0.85 2.39 299.54 1.200 72.0 72 0.0 0.0 1192.6 1216.4 11.9 0.83 2.37 299.52 1.217 73.0 73 0.0 0.0 1169.2 1192.6 11.7 0.81 2.35 299.50 1.233 74.0 74 0.0 0.0 1146.1 1169.2 11.6 0.80 2.33 299.48 1.250 75.0 75 0.0 0.0 1123.3 1146.1 11.4 0.78 2.30 299.45 1.267 76.0 76 0.0 0.0 1100.8 1123.3 11.2 0.77 2.28 299.43 1.283 77.0 77 0.0 0.0 1078.6 1100.8 11.1 0.75 2.26 299.41 1.300 78.0 78 0.0 0.0 1056.8 1078.6 10.9 0.74 2.24 299.39 1.317 79.0 79 0.0 0.0 1035.2 1056.8 10.8 0.72 2.22 299.37 1.333 80.0 80 0.0 0.0 1013.9 1035.2 10.6 0.71 2.20 299.35 1.350 81.0 81 0.0 0.0 993.0 1013.9 10.5 0.69 2.18 299.33 1.367 82.0 82 0.0 0.0 972.3 993.0 10.3 0.68 2.16 299.31 1.383 83.0 83 0.0 0.0 951.9 972.3 10.2 0.66 2.14 299.29 1.400 84.0 84 0.0 0.0 931.8 951.9 10.0 0.65 2.12 299.27 1.417 85.0 85 0.0 0.0 912.0 931.8 9.9 0.63 2.10 299.25 1.433 86.0 86 0.0 0.0 892.5 912.0 9.8 0.62 2.08 299.23 Post 5 Routing Page 2 t (hr) t (min) n Inflow (cfs) 1 „ + I n +1 (cfs) 25„ / ?t- 0 25 „ / ?t+ 0 Outflow (cfs) Storage (ac -ft) W.S.E (ft) W.S.E. (elev) 1.450 87.0 87 0.0 0.0 873.2 892.5 9.6 0.61 2.06 299.21 1.467 88.0 88 0.0 0.0 854.2 873.2 9.5 0.59 2.05 299.20 1.483 89.0 89 0.0 0.0 835.5 854.2 9.4 0.58 2.03 299.18 1.500 90.0 90 0.0 0.0 817.1 835.5 9.2 0.57 2.01 299.16 1.517 91.0 91 0.0 0.0 798.9 817.1 9.1 0.56 1.99 299.14 1.533 92.0 92 0.0 0.0 780.9 798.9 9.0 0.54 1.97 299.12 1.550 93.0 93 0.0 0.0 763.3 780.9 8.8 0.53 1.95 299.10 1.567 94.0 94 0.0 0.0 745.8 763.3 8.7 0.52 1.93 299.08 1.583 95.0 95 0.0 0.0 728.7 745.8 8.6 0.51 1.92 299.07 1.600 96.0 96 0.0 0.0 711.7 728.7 8.5 0.50 1.90 299.05 1.617 97.0 97 0.0 0.0 695.1 711.7 8.3 0.48 1.88 299.03 1.633 98.0 98 0.0 0.0 678.6 695.1 8.2 0.47 1.86 299.01 1.650 99.0 99 0.0 0.0 662.4 678.6 8.1 0.46 1.84 298.99 1.667 100.0 100 0.0 0.0 646.5 662.4 8.0 0.45 1.83 298.98 120.0 100.0 80.0 60.0 40.0 20.0 0.0 1 1 1 1 1 1 1 11 1 1 1 1 1 5 yr Inflow and Outflow Hydrograph 0.0 10.0 20.0 30.0 38.0 48.0 58.0 68.0 78.0 Time (min) 96.0 - - 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 12.6 12.6 10.8 12.6 0.9 0.01 0.46 297.61 0.033 2.0 2 25.2 37.9 45.0 48.7 1.8 0.03 0.71 297.86 0.050 3.0 3 37.9 63.1 102.7 108.1 2.7 0.07 0.92 298.07 0.067 4.0 4 50.5 88.3 183.5 191.0 3.7 0.13 1.12 298.27 0.083 5.0 5 63.1 113.6 287.3 297.1 4.9 0.20 1.33 298.48 0.100 6.0 6 75.7 138.8 414.0 426.2 6.1 0.29 1.53 298.68 0.117 7.0 7 88.3 164.1 563.4 578.1 7.3 0.39 1.73 298.88 0.133 8.0 8 101.0 189.3 735.5 752.7 8.6 0.51 1.92 299.07 0.150 9.0 9 113.6 214.6 930.0 950.0 10.0 0.65 2.12 299.27 0.167 10.0 10 126.2 239.8 1146.6 1169.8 11.6 0.80 2.33 299.48 0.183 11.0 11 119.9 246.1 1366.6 1392.7 13.1 0.95 2.52 299.67 0.200 12.0 12 113.6 233.5 1571.2 1600.1 14.5 1.09 2.69 299.84 0.217 13.0 13 107.3 220.9 1760.6 1792.0 15.7 1.22 2.84 299.99 0.233 14.0 14 101.0 208.2 1935.1 1968.9 16.9 1.34 2.98 300.13 0.250 15.0 15 94.7 195.6 2095.0 2130.8 17.9 1.46 3.10 300.25 0.267 16.0 16 88.3 183.0 2240.3 2278.0 18.8 1.56 3.20 300.35 0.283 17.0 17 82.0 170.4 2371.3 2410.7 19.7 1.65 3.30 300.45 0.300 18.0 18 75.7 157.8 2488.2 2529.1 20.5 1.73 3.38 300.53 0.317 19.0 19 69.4 145.1 2591.1 2633.3 21.1 1.80 3.45 300.60 0.333 20.0 20 63.1 132.5 2680.2 2723.6 21.7 1.86 3.51 300.66 0.350 21.0 21 56.8 119.9 2755.7 2800.1 22.2 1.91 3.56 300.71 0.367 22.0 22 50.5 107.3 2817.8 2863.0 22.6 1.96 3.61 300.76 0.383 23.0 23 44.2 94.7 2866.7 2912.5 22.9 1.99 3.64 300.79 0.400 24.0 24 37.9 82.0 2902.4 2948.7 23.1 2.01 3.66 300.81 0.417 25.0 25 31.6 69.4 2925.3 2971.9 23.3 2.03 3.68 300.83 0.433 26.0 26 25.2 56.8 2935.4 2982.1 23.3 2.04 3.69 300.84 0.450 27.0 27 18.9 44.2 2932.9 2979.6 23.3 2.04 3.68 300.83 0.467 28.0 28 12.6 31.6 2918.0 2964.5 23.2 2.03 3.67 300.82 0.483 29.0 29 6.3 18.9 2890.8 2936.9 23.1 2.01 3.66 300.81 0.500 30.0 30 0.0 6.3 2851.5 2897.1 22.8 1.98 3.63 300.78 0.517 31.0 31 0.0 0.0 2806.5 2851.5 22.5 1.95 3.60 300.75 0.533 32.0 32 0.0 0.0 2762.0 2806.5 22.2 1.92 3.57 300.72 0.550 33.0 33 0.0 0.0 2718.1 2762.0 21.9 1.89 3.54 300.69 0.567 34.0 34 0.0 0.0 2674.8 2718.1 21.7 1.86 3.51 300.66 0.583 35.0 35 0.0 0.0 2632.0 2674.8 21.4 1.83 3.48 300.63 0.600 36.0 36 0.0 0.0 2589.8 2632.0 21.1 1.80 3.45 300.60 Aerofit Wellness Center 10 Year Storm Summary of Peak Inflow, Outflow, Elevation and Storage Peak Inflow = 126.2 cfs Peak Outflow = 23.3 cfs Peak Elevation = 300.84 ft Peak Storage = 2.04 ac -ft Post 10 Routing Page 1 t (hr) t (min) n Inflow (cfs) I. + Ir +i (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 2548.1 2589.8 20.8 1.77 3.42 300.57 0.633 38.0 38 0.0 0.0 2507.0 2548.1 20.6 1.74 3.39 300.54 0.650 39.0 39 0.0 0.0 2466.4 2507.0 20.3 1.71 3.36 300.51 0.667 40.0 40 0.0 0.0 2426.3 2466.4 20.0 1.68 3.34 300.49 0.683 41.0 41 0.0 0.0 2386.7 2426.3 19.8 1.66 3.31 300.46 0.700 42.0 42 0.0 0.0 2347.6 2386.7 19.5 1.63 3.28 300.43 0.717 43.0 43 0.0 0.0 2309.0 2347.6 19.3 1.60 3.25 300.40 0.733 44.0 44 0.0 0.0 2271.0 2309.0 19.0 1.58 3.22 300.37 0.750 45.0 45 0.0 0.0 2233.4 2271.0 18.8 1.55 3.20 300.35 0.767 46.0 46 0.0 0.0 2196.3 2233.4 18.6 1.53 3.17 300.32 0.783 47.0 47 0.0 0.0 2159.6 2196.3 18.3 1.50 3.14 300.29 0.800 48.0 48 0.0 0.0 2123.5 2159.6 18.1 1.47 3.12 300.27 0.817 49.0 49 0.0 0.0 2087.8 2123.5 17.8 1.45 3.09 300.24 0.833 50.0 50 0.0 0.0 2052.5 2087.8 17.6 1.43 3.06 300.21 0.850 51.0 51 0.0 0.0 2017.8 2052.5 17.4 1.40 3.04 300.19 0.867 52.0 52 0.0 0.0 1983.4 2017.8 17.2 1.38 3.01 300.16 0.883 53.0 53 0.0 0.0 1949.5 1983.4 16.9 1.35 2.99 300.14 0.900 54.0 54 0.0 0.0 1916.1 1949.5 16.7 1.33 2.96 300.11 0.917 55.0 55 0.0 0.0 1883.1 1916.1 16.5 1.31 2.94 300.09 0.933 56.0 56 0.0 0.0 1850.5 1883.1 16.3 1.29 2.91 300.06 0.950 57.0 57 0.0 0.0 1818.3 1850.5 16.1 1.26 2.89 300.04 0.967 58.0 58 0.0 0.0 1786.5 1818.3 15.9 1.24 2.86 300.01 0.983 59.0 59 0.0 0.0 1755.2 1786.5 15.7 1.22 2.84 299.99 1.000 60.0 60 0.0 0.0 1724.2 1755.2 15.5 1.20 2.81 299.96 1.017 61.0 61 0.0 0.0 1693.7 1724.2 15.3 1.18 2.79 299.94 1.033 62.0 62 0.0 0.0 1663.5 1693.7 15.1 1.16 2.77 299.92 1.050 63.0 63 0.0 0.0 1633.8 1663.5 14.9 1.14 2.74 299.89 1.067 64.0 64 0.0 0.0 1604.4 1633.8 14.7 1.12 2.72 299.87 1.083 65.0 65 0.0 0.0 1575.4 1604.4 14.5 1.09 2.70 299.85 1.100 66.0 66 0.0 0.0 1546.8 1575.4 14.3 1.08 2.67 299.82 1.117 67.0 67 0.0 0.0 1518.6 1546.8 14.1 1.06 2.65 299.80 1.133 68.0 68 0.0 0.0 1490.8 1518.6 13.9 1.04 2.63 299.78 1.150 69.0 69 0.0 0.0 1463.3 1490.8 13.7 1.02 2.60 299.75 1.167 70.0 70 0.0 0.0 1436.2 1463.3 13.5 1.00 2.58 299.73 1.183 71.0 71 0.0 0.0 1409.5 1436.2 13.4 0.98 2.56 299.71 1.200 72.0 72 0.0 0.0 1383.1 1409.5 13.2 0.96 2.53 299.68 1.217 73.0 73 0.0 0.0 1357.1 1383.1 13.0 0.94 2.51 299.66 1.233 74.0 74 0.0 0.0 1331.4 1357.1 12.8 0.93 2.49 299.64 1.250 75.0 75 0.0 0.0 1306.1 1331.4 12.7 0.91 2.47 299.62 1.267 76.0 76 0.0 0.0 1281.1 1306.1 12.5 0.89 2.45 299.60 1.283 77.0 77 0.0 0.0 1256.5 1281.1 12.3 0.87 2.42 299.57 1.300 78.0 78 0.0 0.0 1232.2 1256.5 12.2 0.86 2.40 299.55 1.317 79.0 79 0.0 0.0 1208.2 1232.2 12.0 0.84 2.38 299.53 1.333 80.0 80 0.0 0.0 1184.5 1208.2 11.8 0.82 2.36 299.51 1.350 81.0 81 0.0 0.0 1161.2 1184.5 11.7 0.81 2.34 299.49 1.367 82.0 82 0.0 0.0 1138.2 1161.2 11.5 0.79 2.32 299.47 1.383 83.0 83 0.0 0.0 1115.5 1138.2 11.3 0.78 2.30 299.45 1.400 84.0 84 0.0 0.0 1093.2 1115.5 11.2 0.76 2.28 299.43 1.417 85.0 85 0.0 0.0 1071.1 1093.2 11.0 0.75 2.26 299.41 1.433 86.0 86 0.0 0.0 1049.3 1071.1 10.9 0.73 2.24 299.39 Post 10 Routing Page 2 t (hr) t (min) n Inflow (cfs) I„ +I +. (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 1027.9 1049.3 10.7 0.72 2.22 299.37 1.467 88.0 88 0.0 0.0 1006.7 1027.9 10.6 0.70 2.20 299.35 1.483 89.0 89 0.0 0.0 985.9 1006.7 10.4 0.69 2.17 299.32 1.500 90.0 90 0.0 0.0 965.3 985.9 10.3 0.67 2.15 299.30 1.517 91.0 91 0.0 0.0 945.0 965.3 10.1 0.66 2.14 299.29 1.533 92.0 92 0.0 0.0 925.0 945.0 10.0 0.64 2.12 299.27 1.550 93.0 93 0.0 0.0 905.3 925.0 9.9 0.63 2.10 299.25 1.567 94.0 94 0.0 0.0 885.9 905.3 9.7 0.62 2.08 299.23 1.583 95.0 95 0.0 0.0 866.7 885.9 9.6 0.60 2.06 299.21 1.600 96.0 96 0.0 0.0 847.8 866.7 9.4 0.59 2.04 299.19 1.617 97.0 97 0.0 0.0 829.2 847.8 9.3 0.58 2.02 299.17 1.633 98.0 98 0.0 0.0 810.8 829.2 9.2 0.56 2.00 299.15 1.650 99.0 99 0.0 0.0 792.7 810.8 9.1 0.55 1.98 299.13 1.667 100.0 100 0.0 0.0 774.9 792.7 8.9 0.54 1.96 299.11 140.0 120.0 100.0 80.0 N cf 60.0 40.0 20.0 0.0 1 1 t 1� 1 10 yr Inflow and Outflow Hydrograph 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 10 Routing Page 3 t (hr) t (min) n Inflow (cfs) 25 yr- Outflow I + I„ +i (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 14.4 14.4 12.5 14.4 1.0 0.01 0.49 297.64 0.033 2.0 2 28.8 43.2 51.8 55.7 1.9 0.04 0.74 297.89 0.050 3.0 3 43.2 72.1 118.0 123.9 2.9 0.08 0.96 298.11 0.067 4.0 4 57.7 100.9 210.8 218.9 4.1 0.15 1.18 298.33 0.083 5.0 5 72.1 129.7 329.9 340.5 5.3 0.23 1.40 298.55 0.100 6.0 6 86.5 158.6 475.2 488.5 6.6 0.33 1.62 298.77 0.117 7.0 7 100.9 187.4 646.7 662.6 8.0 0.45 1.83 298.98 0.133 8.0 8 115.3 216.2 844.0 862.9 9.4 0.59 2.04 299.19 0.150 9.0 9 129.7 245.0 1067.1 1089.1 11.0 0.74 2.25 299.40 0.167 10.0 10 144.1 273.9 1315.5 1340.9 12.7 0.91 2.48 299.63 0.183 11.0 11 136.9 281.1 1567.7 1596.5 14.4 1.09 2.69 299.84 0.200 12.0 12 129.7 266.7 1802.4 1834.3 16.0 1.25 2.87 300.02 0.217 13.0 13 122.5 252.2 2019.8 2054.6 17.4 1.40 3.04 300.19 0.233 14.0 14 115.3 237.8 2220.2 2257.6 18.7 1.54 3.19 300.34 0.250 15.0 15 108.1 223.4 2403.8 2443.6 19.9 1.67 3.32 300.47 0.267 16.0 16 100.9 209.0 2570.8 2612.8 21.0 1.79 3.44 300.59 0.283 17.0 17 93.7 194.6 2721.5 2765.4 22.0 1.89 3.54 300.69 0.300 18.0 18 86.5 180.2 2856.0 2901.7 22.8 1.98 3.63 300.78 0.317 19.0 19 79.3 165.8 2974.6 3021.8 23.6 2.06 3.71 300.86 0.333 20.0 20 72.1 151.3 3077.4 3125.9 24.3 2.14 3.78 300.93 0.350 21.0 21 64.9 136.9 3164.7 3214.3 24.8 2.20 3.84 300.99 0.367 22.0 22 57.7 122.5 3236.6 3287.2 25.3 2.25 3.88 301.03 0.383 23.0 23 50.4 108.1 3293.4 3344.7 25.6 2.29 3.92 301.07 0.400 24.0 24 43.2 93.7 3335.3 3387.1 25.9 2.31 3.95 301.10 0.417 25.0 25 36.0 79.3 3362.4 3414.6 26.1 2.33 3.97 301.12 0.433 26.0 26 28.8 64.9 3374.9 3427.3 26.2 2.34 197 301.12 0.450 27.0 27 21.6 50.4 3373.0 3425.4 26.2 2.34 3.97 301.12 0.467 28.0 28 14.4 36.0 3357.0 3409.1 26.1 2.33 3.96 301.11 0.483 29.0 29 7.2 21.6 3326.9 3378.6 25.9 2.31 3.94 301.09 0.500 30.0 30 0.0 7.2 3282.9 3334.1 25.6 2.28 3.91 301.06 0.517 31.0 31 0.0 0.0 3232.4 3282.9 25.3 2.24 3.88 301.03 0.533 32.0 32 0.0 0.0 3182.5 3232.4 24.9 2.21 3.85 301.00 0.550 33.0 33 0.0 0.0 3133.3 3182.5 24.6 2.17 3.82 300.97 0.567 34.0 34 0.0 0.0 3084.7 3133.3 24.3 2.14 3.79 300.94 0.583 35.0 35 0.0 0.0 3036.7 3084.7 24.0 2.11 3.75 300.90 0.600 36.0 36 0.0 0.0 2989.3 3036.7 23.7 2.08 3.72 300.87 Aerofit Wellness Center 25 Year Storm Summary of Peak Inflow. Outflow. Elevation and Storage Peak Inflow = 144.1 cfs Peak Outflow = 26.2 cfs Peak Elevation = 301.12 ft Peak Storage = 2.34 ac -ft Post 25 Routing Page 1 t (hr) t (min) n Inflow (cfs) In + In +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 2942.5 2989.3 23.4 2.04 3.69 300.84 0.633 38.0 38 0.0 0.0 2896.3 2942.5 23.1 2.01 3.66 300.81 0.650 39.0 39 0.0 0.0 2850.7 2896.3 22.8 1.98 3.63 300.78 0.667 40.0 40 0.0 0.0 2805.7 2850.7 22.5 1.95 3.60 300.75 0.683 41.0 41 0.0 0.0 2761.2 2805.7 22.2 1.92 3.57 300.72 0.700 42.0 42 0.0 0.0 2717.4 2761.2 21.9 1.89 3.54 300.69 0.717 43.0 43 0.0 0.0 2674.0 2717.4 21.7 1.86 3.51 300.66 0.733 44.0 44 0.0 0.0 2631.3 2674.0 21.4 1.83 3.48 300.63 0.750 45.0 45 0.0 0.0 2589.1 2631.3 21.1 1.80 3.45 300.60 0.767 46.0 46 0.0 0.0 2547.4 2589.1 20.8 1.77 3.42 300.57 0.783 47.0 47 0.0 0.0 2506.3 2547.4 20.6 1.74 3.39 300.54 0.800 48.0 48 0.0 0.0 2465.6 2506.3 20.3 1.71 3.36 300.51 0.817 49.0 49 0.0 0.0 2425.6 2465.6 20.0 1.68 3.33 300.48 0.833 50.0 50 0.0 0.0 2386.0 2425.6 19.8 1.66 3.31 300.46 0.850 51.0 51 0.0 0.0 2346.9 2386.0 19.5 1.63 3.28 300.43 0.867 52.0 52 0.0 0.0 2308.3 2346.9 19.3 1.60 3.25 300.40 0.883 53.0 53 0.0 0.0 2270.3 2308.3 19.0 1.58 3.22 300.37 0.900 54.0 54 0.0 0.0 2232.7 2270.3 18.8 1.55 3.20 300.35 0.917 55.0 55 0.0 0.0 2195.6 2232.7 18.5 1.52 3.17 300.32 0.933 56.0 56 0.0 0.0 2159.0 2195.6 18.3 1.50 3.14 300.29 0.950 57.0 57 0.0 0.0 2122.8 2159.0 18.1 1.47 3.12 300.27 0.967 58.0 58 0.0 0.0 2087.1 2122.8 17.8 1.45 3.09 300.24 0.983 59.0 59 0.0 0.0 2051.9 2087.1 17.6 1.43 3.06 300.21 1.000 60.0 60 0.0 0.0 2017.1 2051.9 17.4 1.40 3.04 300.19 1.017 61.0 61 0.0 0.0 1982.8 2017.1 17.2 1.38 3.01 300.16 1.033 62.0 62 0.0 0.0 1948.9 1982.8 16.9 1.35 2.99 300.14 1.050 63.0 63 0.0 0.0 1915.5 1948.9 16.7 1.33 2.96 300.11 1.067 64.0 64 0.0 0.0 1882.5 1915.5 16.5 1.31 2.94 300.09 1.083 65.0 65 0.0 0.0 1849.9 1882.5 16.3 1.29 2.91 300.06 1.100 66.0 66 0.0 0.0 1817.7 1849.9 16.1 1.26 2.89 300.04 1.117 67.0 67 0.0 0.0 1785.9 1817.7 15.9 1.24 2.86 300.01 1.133 68.0 68 0.0 0.0 1754.6 1785.9 15.7 1.22 2.84 299.99 1.150 69.0 69 0.0 0.0 1723.7 1754.6 15.5 1.20 2.81 299.96 1.167 70.0 70 0.0 0.0 1693.1 1723.7 15.3 1.18 2.79 299.94 1.183 71.0 71 0.0 0.0 1663.0 1693.1 15.1 1.16 2.77 299.92 1.200 72.0 72 0.0 0.0 1633.2 1663.0 14.9 1.14 2.74 299.89 1.217 73.0 73 0.0 0.0 1603.9 1633.2 14.7 1.11 2.72 299.87 1.233 74.0 74 0.0 0.0 1574.9 1603.9 14.5 1.09 2.69 299.84 1.250 75.0 75 0.0 0.0 1546.3 1574.9 14.3 1.07 2.67 299.82 1.267 76.0 76 0.0 0.0 1518.1 1546.3 14.1 1.06 2.65 299.80 1.283 77.0 77 0.0 0.0 1490.3 1518.1 13.9 1.04 2.63 299.78 1.300 78.0 78 0.0 0.0 1462.8 1490.3 13.7 1.02 2.60 299.75 1.317 79.0 79 0.0 0.0 1435.8 1462.8 13.5 1.00 2.58 299.73 1.333 80.0 80 0.0 0.0 1409.0 1435.8 13.4 0.98 2.56 299.71 1.350 81.0 81 0.0 0.0 1382.7 1409.0 13.2 0.96 2.53 299.68 1.367 82.0 82 0.0 0.0 1356.6 1382.7 13.0 0.94 2.51 299.66 1.383 83.0 83 0.0 0.0 1331.0 1356.6 12.8 0.93 2.49 299.64 1.400 84.0 84 0.0 0.0 1305.6 1331.0 12.7 0.91 2.47 299.62 1.417 85.0 85 0.0 0.0 1280.7 1305.6 12.5 0.89 2.45 299.60 1.433 86.0 86 0.0 0.0 1256.0 1280.7 12.3 0.87 2.42 299.57 Post 25 Routing Page 2 t (hr) t (min) n Inflow (cfs) I + In +1 (cfs) 2S /? t O 25,1? t+ 0 Outflow (cfs) Storage (ac -ft) W.S.E (ft) W.S.E. (elev) 1.450 87.0 87 0.0 0.0 1231.7 1256.0 12.2 0.86 2.40 299.55 1.467 88.0 88 0.0 0.0 1207.8 1231.7 12.0 0.84 2.38 299.53 1.483 89.0 89 0.0 0.0 1184.1 1207.8 11.8 0.82 2.36 299.51 1.500 90.0 90 0.0 0.0 1160.8 1184.1 11.7 0.81 2.34 299.49 1.517 91.0 91 0.0 0.0 1137.8 1160.8 11.5 0.79 2.32 299.47 1.533 92.0 92 0.0 0.0 1115.1 1137.8 11.3 0.78 2.30 299.45 1.550 93.0 93 0.0 0.0 1092.8 1115.1 11.2 0.76 2.28 299.43 1.567 94.0 94 0.0 0.0 1070.7 1092.8 11.0 0.74 2.26 299.41 1.583 95.0 95 0.0 0.0 1048.9 1070.7 10.9 0.73 2.23 299.38 1.600 96.0 96 0.0 0.0 1027.5 1048.9 10.7 0.72 2.21 299.36 1.617 97.0 97 0.0 0.0 1006.3 1027.5 10.6 0.70 2.19 299.34 1.633 98.0 98 0.0 0.0 985.5 1006.3 10.4 0.69 2.17 299.32 1.650 99.0 99 0.0 0.0 964.9 985.5 10.3 0,67 2.15 299.30 1.667 100.0 100 0.0 0.0 944.6 964.9 10.1 0.66 2.13 299.28 160.0 140.0 120.0 100.0 N 80.0 C 60.0 40.0 20.0 0.0 1 1 1 1 1 25 yr Inflow and Outflow Hydrograph ■ 0.0 10.0 20.0 30.0 38.0 48.0 58.0 68.0 78.0 Time (min) 96.0 - - Inflow Outflow Post 25 Routing Page 3 t (hr) t (min) n Inflow (cfs) 50 yr- Outflow I„ +I +i (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 16.3 16.3 14.2 16.3 1.0 0.01 0.51 297.66 0.033 2.0 2 32.6 48.9 58.9 63.1 2.1 0.04 0.77 297.92 0.050 3.0 3 48.9 81.5 134.1 140.4 3.2 0.09 1.01 298.16 0.067 4.0 4 65.2 114.1 239.4 248.2 4.4 0.17 1.24 298.39 0.083 5.0 5 81.5 146.6 374.6 386.1 5.7 0.26 1.47 298.62 0.100 6.0 6 97.8 179.2 539.6 553.9 7.1 0.38 1.70 298.85 0.117 7.0 7 114.1 211.8 734.1 751.4 8.6 0.51 1.92 299.07 0.133 8.0 8 130.4 244.4 958.1 978.5 10.2 0.67 2.15 299.30 0.150 9.0 9 146.6 277.0 1211.1 1235.1 12.0 0.84 2.38 299.53 0.167 10.0 10 162.9 309.6 1492.8 1520.6 13.9 1.04 2.63 299.78 0.183 11.0 11 154.8 317.7 1778.8 1810.5 15.8 1.24 2.86 300.01 0.200 12.0 12 146.6 301.4 2045.1 2080.3 17.6 1.42 3.06 300.21 0.217 13.0 13 138.5 285.1 2291.9 2330.3 19.2 1.59 3.24 300.39 0.233 14.0 14 130.4 268.9 2519.5 2560.8 20.7 1.75 3.40 300.55 0.250 15.0 15 122.2 252.6 2728.0 2772.0 22.0 1.89 3.55 300.70 0.267 16.0 16 114.1 236.3 2917.8 2964.3 23.2 2.03 3.67 300.82 0.283 17.0 17 105.9 220.0 3089.1 3137.8 24.3 2.14 3.79 300.94 0.300 18.0 18 97.8 203.7 3242.1 3292.8 25.3 2.25 3.89 301.04 0.317 19.0 19 89.6 187.4 3377.2 3429.5 26.2 2.34 3.98 301.13 0.333 20.0 20 81.5 171.1 3494.4 3548.2 26.9 2.43 4.05 301.20 0.350 21.0 21 73.3 154.8 3594.1 3649.2 27.6 2.49 4.11 301.26 0.367 22.0 22 65.2 138.5 3676.4 3732.6 28.1 2.55 4.16 301.31 0.383 23.0 23 57.0 122.2 3741.7 3798.6 28.5 2.60 4.20 301.35 0.400 24.0 24 48.9 105.9 3790.0 3847.6 28.8 2.63 4.23 301.38 0.417 25.0 25 40.7 89.6 3821.7 3879.7 29.0 2.65 4.25 301.40 0.433 26.0 26 32.6 73.3 3836.9 3895.0 29.1 2.66 4.26 301.41 0.450 27.0 27 24.4 57.0 3835.8 3893.9 29.1 2.66 4.26 301.41 0.467 28.0 28 16.3 40.7 3818.6 3876.6 29.0 2.65 4.25 301.40 0.483 29.0 29 8.1 24.4 3785.6 3843.1 28.7 2.63 4.23 301.38 0.500 30.0 30 0.0 8.1 3736.8 3793.7 28.4 2.59 4.20 301.35 0.517 31.0 31 0.0 0.0 3680.7 3736.8 28.1 2.55 4.16 301.31 0.533 32.0 32 0.0 0.0 3625.2 3680.7 27.7 2.52 4.13 301.28 0.550 33.0 33 0.0 0.0 3570.3 3625.2 27.4 2.48 4.10 301.25 0.567 34.0 34 0.0 0.0 3516.2 3570.3 27.1 2.44 4.06 301.21 0.583 35.0 35 0.0 0.0 3462.8 3516.2 26.7 2.40 4.03 301.18 0.600 36.0 36 0.0 0.0 3410.0 3462.8 26.4 2.37 4.00 301.15 Aerofit Wellness Center 50 Year Storm Summary of Peak Inflow, Outflow, Elevation and Storage Peak Inflow = 162.9 cfs Peak Outflow = 29.1 cfs Peak Elevation = 301.41 ft Peak Storage = 2.66 ac -ft Post 50 Routing Page 1 t (hr) t (min) n Inflow (cfs) I + I„ +i (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 3357.9 3410.0 26.1 2.33 3.96 301.11 0.633 38.0 38 0.0 0.0 3306.4 3357.9 25.7 2.29 3.93 301.08 0.650 39.0 39 0.0 0.0 3255.6 3306.4 25.4 2.26 3.90 301.05 0.667 40.0 40 0.0 0.0 3205.4 3255.6 25.1 2.22 3.86 301.01 0.683 41.0 41 0.0 0.0 3155.9 3205.4 24.8 2.19 3.83 300.98 0.700 42.0 42 0.0 0.0 3107.0 3155.9 24.5 2.16 3.80 300.95 0.717 43.0 43 0.0 0.0 3058.7 3107.0 24.1 2.12 3.77 300.92 0.733 44.0 44 0.0 0.0 3011.0 3058.7 23.8 2.09 3.74 300.89 0.750 45.0 45 0.0 0.0 2963.9 3011.0 23.5 2.06 3.71 300.86 0.767 46.0 46 0.0 0.0 2917.5 2963.9 23.2 2.03 3.67 300.82 0.783 47.0 47 0.0 0.0 2871.6 2917.5 22.9 1.99 3.64 300.79 0.800 48.0 48 0.0 0.0 2826.3 2871.6 22.6 1.96 3.61 300.76 0.817 49.0 49 0.0 0.0 2781.6 2826.3 22.4 1.93 3.58 300.73 0.833 50.0 50 0.0 0.0 2737.5 2781.6 22.1 1.90 3.55 300.70 0.850 51.0 51 0.0 0.0 2693.9 2737.5 21.8 1.87 3.52 300.67 0.867 52.0 52 0.0 0.0 2650.9 2693.9 21.5 1.84 3.49 300.64 0.883 53.0 53 0.0 0.0 2608.4 2650.9 21.2 1.81 3.46 300.61 0.900 54.0 54 0.0 0.0 2566.5 2608.4 21.0 1.78 3.43 300.58 0.917 55.0 55 0.0 0.0 2525.1 2566.5 20.7 1.75 3.41 300.56 0.933 56.0 56 0.0 0.0 2484.3 2525.1 20.4 1.73 3.38 300.53 0.950 57.0 57 0.0 0.0 2444.0 2484.3 20.2 1.70 3.35 300.50 0.967 58.0 58 0.0 0.0 2404.1 2444.0 19.9 1.67 3.32 300.47 0.983 59.0 59 0.0 0.0 2364.8 2404.1 19.7 1.64 3.29 300.44 1.000 60.0 60 0.0 0.0 2326.0 2364.8 19.4 1.62 3.26 300.41 1.017 61.0 61 0.0 0.0 2287.7 2326.0 19.1 1.59 3.24 300.39 1.033 62.0 62 0.0 0.0 2249.9 2287.7 18.9 1.56 3.21 300.36 1.050 63.0 63 0.0 0.0 2212.6 2249.9 18.7 1.54 3.18 300.33 1.067 64.0 64 0.0 0.0 2175.8 2212.6 18.4 1.51 3.15 300.30 1.083 65.0 65 0.0 0.0 2139.4 2175.8 18.2 1.49 3.13 300.28 1.100 66.0 66 0.0 0.0 2103.5 2139.4 17.9 1.46 3.10 300.25 1.117 67.0 67 0.0 0.0 2068.1 2103.5 17.7 1.44 3.08 300.23 1.133 68.0 68 0.0 0.0 2033.1 2068.1 17.5 1.41 3.05 300.20 1.150 69.0 69 0.0 0.0 1998.6 2033.1 17.3 1.39 3.02 300.17 1.167 70.0 70 0.0 0.0 1964.5 1998.6 17.0 1.36 3.00 300.15 1.183 71.0 71 0.0 0.0 1930.8 1964.5 16.8 1.34 2.97 300.12 1.200 72.0 72 0.0 0.0 1897.6 1930.8 16.6 1.32 2.95 300.10 1.217 73.0 73 0.0 0.0 1864.8 1897.6 16.4 1.30 2.92 300.07 1.233 74.0 74 0.0 0.0 1832.5 1864.8 16.2 1.27 2.90 300.05 1.250 75.0 75 0.0 0.0 1800.5 1832.5 16.0 1.25 2.87 300.02 1.267 76.0 76 0.0 0.0 1769.0 1800.5 15.8 1.23 2.85 300.00 1.283 77.0 77 0.0 0.0 1737.9 1769.0 15.6 1.21 2.82 299.97 1.300 78.0 78 0.0 0.0 1707.1 1737.9 15.4 1.19 2.80 299.95 1.317 79.0 79 0.0 0.0 1676.8 1707.1 15.2 1.17 2.78 299.93 1.333 80.0 80 0.0 0.0 1646.9 1676.8 15.0 1.14 2.75 299.90 1.350 81.0 81 0.0 0.0 1617.4 1646.9 14.8 1.12 2.73 299.88 1.367 82.0 82 0.0 0.0 1588.2 1617.4 14.6 1.10 2.71 299.86 1.383 83.0 83 0.0 0.0 1559.5 1588.2 14.4 1.08 2.68 299.83 1.400 84.0 84 0.0 0.0 1531.1 1559.5 14.2 1.06 2.66 299.81 1.417 85.0 85 0.0 0.0 1503.1 1531.1 14.0 1.04 2.64 299.79 1.433 86.0 86 0.0 0.0 1475.4 1503.1 13.8 1.03 2.61 299.76 Post 50 Routing Page 2 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 1448.2 1475.4 13.6 1.01 2.59 299.74 1.467 88.0 88 0.0 0.0 1421.3 1448.2 13.4 0.99 2.57 299.72 1.483 89.0 89 0.0 0.0 1394.7 1421.3 13.3 0.97 2.54 299.69 1.500 90.0 90 0.0 0.0 1368.6 1394.7 13.1 0.95 2.52 299.67 1.517 91.0 91 0.0 0.0 1342.7 1368.6 12.9 0.93 2.50 299.65 1.533 92.0 92 0.0 0.0 1317.3 1342.7 12.7 0.92 2.48 299.63 1.550 93.0 93 0.0 0.0 1292.1 1317.3 12.6 0.90 2.46 299.61 1.567 94.0 94 0.0 0.0 1267.3 1292.1 12.4 0.88 2.43 299.58 1.583 95.0 95 0.0 0.0 1242.9 1267.3 12.2 0.86 2.41 299.56 1.600 96.0 96 0.0 0.0 1218.8 1242.9 12.1 0.85 2.39 299.54 1.617 97.0 97 0.0 0.0 1195.0 1218.8 11.9 0.83 2.37 299.52 1.633 98.0 98 0.0 0.0 1171.5 1195.0 11.7 0.81 2.35 299.50 1.650 99.0 99 0.0 0.0 1148.4 1171.5 11.6 0.80 2.33 299.48 1.667 100.0 100 0.0 0.0 1125.5 1148.4 11.4 0.78 2.31 299.46 180.0 160.0 140.0 120.0 H 100.0 a 80.0 60.0 40.0 20.0 0.0 1 1 1 1 50 yr Inflow and Outflow Hydrograph 0.0 10.0 20.0 30.0 38.0 48.0 58.0 68.0 78.0 Time (min) 96.0 - - Inflow Outflow Post 50 Routing Page 3 t (hr) t (min) n Inflow (cfs) 100 yr- Outflow I„ + I„ +i (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 17.0 17.0 14.9 17.0 1.1 0.01 0.51 297.66 0.033 2.0 2 34.0 51.0 61.7 65.9 2.1 0.04 0.79 297.94 0.050 3.0 3 51.0 85.1 140.3 146.7 3.2 0.10 1.02 298.17 0.067 4.0 4 68.1 119.1 250.4 259.4 4.5 0.18 1.26 298.41 0.083 5.0 5 85.1 153.1 391.7 403.5 5.9 0.27 1.50 298.65 0.100 6.0 6 102.1 187.1 564.2 578.9 7.3 0.39 1.73 298.88 0.117 7.0 7 119.1 221.2 767.6 785.4 8.9 0.53 1.96 299.11 0.133 8.0 8 136.1 255.2 1001.7 1022.8 10.5 0.70 2.19 299.34 0.150 9.0 9 153.1 289.2 1266.2 1291.0 12.4 0.88 2.43 299.58 0.167 10.0 10 170.1 323.2 1560.7 1589.4 14.4 1.08 2.68 299.83 0.183 11.0 11 161.6 331.8 1859.7 1892.4 16.4 1.29 2.92 300.07 0.200 12.0 12 153.1 314.7 2138.1 2174.4 18.2 1.49 3.13 300.28 0.217 13.0 13 144.6 297.7 2396.1 2435.8 19.9 1.66 3.31 300.46 0.233 14.0 14 136.1 280.7 2634.0 2676.8 21.4 1.83 3.48 300.63 0.250 15.0 15 127.6 263.7 2852.1 2897.7 22.8 1.98 3.63 300.78 0.267 16.0 16 119.1 246.7 3050.6 3098.8 24.1 2.12 3.76 300.91 0.283 17.0 17 110.6 229.7 3229.8 3280.3 25.2 2.24 3.88 301.03 0.300 18.0 18 102.1 212.7 3389.9 3442.5 26.3 2.35 3.98 301.13 0.317 19.0 19 93.6 195.6 3531.3 3585.6 27.2 2.45 4.07 301.22 0.333 20.0 20 85.1 178.6 3654.0 3709.9 27.9 2.54 4.15 301.30 0.350 21.0 21 76.6 161.6 3758.5 3815.7 28.6 2.61 4.21 301.36 0.367 22.0 22 68.1 144.6 3844.9 3903.1 29.1 2.67 4.26 301.41 0.383 23.0 23 59.5 127.6 3913.4 3972.5 29.5 2.72 4.30 301.45 0.400 24.0 24 51.0 110.6 3964.3 4024.0 29.9 2.75 4.33 301.48 0.417 25.0 25 42.5 93.6 3997.8 4057.9 30.1 2.77 4.35 301.50 0.433 26.0 26 34.0 76.6 4014.0 4074.3 30.2 2.79 4.36 301.51 0.450 27.0 27 25.5 59.5 4013.3 4073.5 30.1 2.78 4.36 301.51 0.467 28.0 28 17.0 42.5 3995.7 4055.8 30.0 2.77 4.35 301.50 0.483 29.0 29 8.5 25.5 3961.6 4021.2 29.8 2.75 4.33 301.48 0.500 30.0 30 0.0 8.5 3911.0 3970.1 29.5 2.71 4.30 301.45 0.517 31.0 31 0.0 0.0 3852.7 3911.0 29.2 2.67 4.27 301.42 0.533 32.0 32 0.0 0.0 3795.1 3852.7 28.8 2.63 4.23 301.38 0.550 33.0 33 0.0 0.0 3738.2 3795.1 28.5 2.59 4.20 301.35 0.567 34.0 34 0.0 0.0 3681.9 3738.2 28.1 2.56 4.16 301.31 0.583 35.0 35 0.0 0.0 3626.4 3681.9 27.8 2.52 4.13 301.28 0.600 36.0 36 0.0 0.0 3571.6 3626.4 27.4 2.48 4.10 301.25 Aerofit Wellness Center 100 Year Storm Summary of Peak Inflow. Outflow, Elevation and Storage Peak Inflow = 170.1 cfs Peak Outflow = 30.2 cfs Peak Elevation = 301.51 ft Peak Storage = 2.79 ac -ft Post 100 Routing Page 1 t (hr) t (min) n Inflow (cfs) I + I„ +i (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 3517.5 3571.6 27.1 2.44 4.06 301.21 0.633 38.0 38 0.0 0.0 3464.0 3517.5 26.7 2.40 4.03 301.18 0.650 39.0 39 0.0 0.0 3411.2 3464.0 26.4 2.37 4.00 301.15 0.667 40.0 40 0.0 0.0 3359.1 3411.2 26.1 2.33 3.96 301.11 0.683 41.0 41 0.0 0.0 3307.6 3359.1 25.7 2.30 3.93 301.08 0.700 42.0 42 0.0 0.0 3256.7 3307.6 25.4 2.26 3.90 301.05 0.717 43.0 43 0.0 0.0 3206.6 3256.7 25.1 2.23 3.87 301.02 0.733 44.0 44 0.0 0.0 3157.0 3206.6 24.8 2.19 3.83 300.98 0.750 45.0 45 0.0 0.0 3108.1 3157.0 24.5 2.16 3.80 300.95 0.767 46.0 46 0.0 0.0 3059.8 3108.1 24.1 2.12 3.77 300.92 0.783 47.0 47 0.0 0.0 3012.1 3059.8 23.8 2.09 3.74 300.89 0.800 48.0 48 0.0 0.0 2965.0 3012.1 23.5 2.06 3.71 300.86 0.817 49.0 49 0.0 0.0 2918.6 2965.0 23.2 2.03 3.67 300.82 0.833 50.0 50 0.0 0.0 2872.7 2918.6 22.9 1.99 3.64 300.79 0.850 51.0 51 0.0 0.0 2827.4 2872.7 22.6 1.96 3.61 300.76 0.867 52.0 52 0.0 0.0 2782.7 2827.4 22.4 1.93 3.58 300.73 0.883 53.0 53 0.0 0.0 2738.5 2782.7 22.1 1.90 3.55 300.70 0.900 54.0 54 0.0 0.0 2694.9 2738.5 21.8 1.87 3.52 300.67 0.917 55.0 55 0.0 0.0 2651.9 2694.9 21.5 1.84 3.49 300.64 0.933 56.0 56 0.0 0.0 2609.4 2651.9 21.2 1.81 3.46 300.61 0.950 57.0 57 0.0 0.0 2567.5 2609.4 21.0 1.78 3.43 300.58 0.967 58.0 58 0.0 0.0 2526.1 2567.5 20.7 1.75 3.41 300.56 0.983 59.0 59 0.0 0.0 2485.2 2526.1 20.4 1.73 3.38 300.53 1.000 60.0 60 0.0 0.0 2444.9 2485.2 20.2 1.70 3.35 300.50 1.017 61.0 61 0.0 0.0 2405.1 2444.9 19.9 1.67 3.32 300.47 1.033 62.0 62 0.0 0.0 2365.7 2405.1 19.7 1.64 3.29 300.44 1.050 63.0 63 0.0 0.0 2326.9 2365.7 19.4 1.62 3.26 300.41 1.067 64.0 64 0.0 0.0 2288.6 2326.9 19.2 1.59 3.24 300.39 1.083 65.0 65 0.0 0.0 2250.8 2288.6 18.9 1.56 3.21 300.36 1.100 66.0 66 0.0 0.0 2213.5 2250.8 18.7 1.54 3.18 300.33 1.117 67.0 67 0.0 0.0 2176.6 2213.5 18.4 1.51 3.16 300.31 1.133 68.0 68 0.0 0.0 2140.3 2176.6 18.2 1.49 3.13 300.28 1.150 69.0 69 0.0 0.0 2104.3 2140.3 18.0 1.46 3.10 300.25 1.167 70.0 70 0.0 0.0 2068.9 2104.3 17.7 1.44 3.08 300.23 1.183 71.0 71 0.0 0.0 2033.9 2068.9 17.5 1.41 3.05 300.20 1.200 72.0 72 0.0 0.0 1999.4 2033.9 17.3 1.39 3.02 300.17 1.217 73.0 73 0.0 0.0 1965.3 1999.4 17.0 1.37 3.00 300.15 1.233 74.0 74 0.0 0.0 1931.6 1965.3 16.8 1.34 2.97 300.12 1.250 75.0 75 0.0 0.0 1898.4 1931.6 16.6 1.32 2.95 300.10 1.267 76.0 76 0.0 0.0 1865.6 1898.4 16.4 1.30 2.92 300.07 1.283 77.0 77 0.0 0.0 1833.2 1865.6 16.2 1.27 2.90 300.05 1.300 78.0 78 0.0 0.0 1801.2 1833.2 16.0 1.25 2.87 300.02 1.317 79.0 79 0.0 0.0 1769.7 1801.2 15.8 1.23 2.85 300.00 1.333 80.0 80 0.0 0.0 1738.6 1769.7 15.6 1.21 2.83 299.98 1.350 81.0 81 0.0 0.0 1707.8 1738.6 15.4 1.19 2.80 299.95 1.367 82.0 82 0.0 0.0 1677.5 1707.8 15.2 1.17 2.78 299.93 1.383 83.0 83 0.0 0.0 1647.6 1677.5 15.0 1.15 2.75 299.90 1.400 84.0 84 0.0 0.0 1618.0 1647.6 14.8 1.12 2.73 299.88 1.417 85.0 85 0.0 0.0 1588.9 1618.0 14.6 1.10 2.71 299.86 1.433 86.0 86 0.0 0.0 1560.1 1588.9 14.4 1.08 2.68 299.83 Post 100 Routing Page 2 t (hr) t (min) n Inflow (cfs) I + In +i (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 1531.7 1560.1 14.2 1.06 2.66 299.81 1.467 88.0 88 0.0 0.0 1503.7 1531.7 14.0 1.05 2.64 299.79 1.483 89.0 89 0.0 0.0 1476.1 1503.7 13.8 1.03 2.61 299.76 1.500 90.0 90 0.0 0.0 1448.8 1476.1 13.6 1.01 2.59 299.74 1.517 91.0 91 0.0 0.0 1421.9 1448.8 13.5 0.99 2.57 299.72 1.533 92.0 92 0.0 0.0 1395.4 1421.9 13.3 0.97 2.55 299.70 1.550 93.0 93 0.0 0.0 1369.2 1395.4 13.1 0.95 2.52 299.67 1.567 94.0 94 0.0 0.0 1343.3 1369.2 12.9 0.93 2.50 299.65 1.583 95.0 95 0.0 0.0 1317.8 1343.3 12.7 0.92 2.48 299.63 1.600 96.0 96 0.0 0.0 1292.7 1317.8 12.6 0.90 2.46 299.61 1.617 97.0 97 0.0 0.0 1267.9 1292.7 12.4 0.88 2.43 299.58 1.633 98.0 98 0.0 0.0 1243.4 1267.9 12.2 0.86 2.41 299.56 1.650 99.0 99 0.0 0.0 1219.3 1243.4 12.1 0.85 2.39 299.54 1.667 100.0 100 0.0 0.0 1195.5 1219.3 11.9 0.83 2.37 299.52 180.0 160.0 140.0 120.0 y 100.0 a 80.0 1 60.0 • I 1 40.0 20.0 0.0 1 1 1 1 1 1 1 1 1 100 yr Inflow and Outflow Hydrograph 1 1 1 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 100 Routing Page 3 (f' Area ?) Inc Vol (fe) Pond Storage (ft and Outlet Structure a g e ft) Data h (ft) 2S„ /?t 2S / ?t +0 O (cfs) 97 297 ) 0 ( 0.0 0.000 0.0 0.0 0.0 0.0 297.2 36 1 1 0.0 0.000 0.1 0.0 0.1 0.0 297.3 322 15 16 N O V 00 N 1.0 .-1 lD N M O O O .ti .-i ,-1 N N M M V 4 LA 0.000 N M V Lf1 'ID N 00 0 000000 0.5 0.7 N d' N O• 00 N N N M O o O N N m m V V 1f1 297.4 894 58 74 0.002 2.5 2.9 297.5 1,752 130 204 0.005 6.8 7.5 297.6 2,896 230 43 10 14.5 15.5 297.7 4,326 359 793 0.018 26.4 27.8 297.8 6,042 516 1,309 0.030 43.6 45.4 297.9 8,045 702 2,011 0.046 67.0 69.2 298.0 10,333 917 2,928 0.067 97.6 100.2 298.1 11,750 1,103 4,031 0.093 134.4 137.5 298.2 13,257 1,250 5,281 0.121 176.0 179.6 298.3 14,856 1,405 6,686 0.153 222.9 227.0 298.4 16546 1,569 8,255 0.190 275.2 279.9 298.5 18,326 1,743 9,998 0.230 333.3 338.5 298.6 20,198 1,925 11,923 5.9 0.274 V1 t0 N 00 01 O '--I N rfl Ln lD I CO 01 CO CO 0 .-I N CO V ei 14 ei .4 N N N N N N N N N N N M M M M M M M M M M V V V C V 397.4 403.3 5.9 298.7 22,160 2,117 14,040 6.5 0.322 468.0 474.5 6.5 298.8 24,214 2,318 16,358 7.1 0.376 545.3 552.4 7.1 298.9 26,358 2,528 18,886 7.8 0.434 629.5 637.3 7.8 299.0 28594 2,747 21,633 8.5 0.497 721.1 729.6 8.5 299.1 29,606 2,910 24,543 9.2 0.563 818.1 827.3 9.2 299.2 30,636 3,012 27,555 9.9 0.633 918.5 928.4 9.9 299.3 31,683 3,116 30,671 10.6 0.704 1022.4 1033.0 10.6 299.4 32,748 3,221 33,892 11.4 0.778 1129.7 1141.1 11.4 299.5 33530 3,329 37,221 12.1 0.854 1240.7 1252.8 12.1 299.6 34,930 3,438 40,659 12.9 0.933 1355.3 1368.2 12.9 299.7 36,048 3,549 44,207 13.7 1.015 1473.6 1487.3 13.7 299.8 37,183 3,661 47,869 14.5 1.099 1595.6 1610.1 14.5 299.9 38,336 3,776 51,644 15.4 1.186 1721.5 1736.8 15.4 300.0 39,506 3,892 55,536 16.2 1.275 1851.2 1867.4 16.2 300.1 40,193 3,985 59,521 17.1 1.366 1984.0 2001.1 17.1 300.2 40585 4,054 63,575 17.9 1.459 2119.2 2137.1 17.9 300.3 41,584 4,123 67,698 18.8 1.554 2256.6 2275.4 18.8 30 .288 4,194 71,892 19.7 1.650 2396.4 2416.1 19.7 300.5 42,999 4,264 76,156 20.6 1.748 2538.5 2559.2 20.6 300.6 43,715 4,336 80,492 21.6 1.848 2683.1 2704.6 21.6 300.7 44,437 4,408 84,899 22.5 1.949 2830.0 2852.5 22.5 30 ,165 4,480 89,380 23.5 2.052 2979.3 3002.8 23.5 30 ,899 4,553 93,933 24.5 2.156 3131.1 3155.5 24.5 30 ,639 4,627 98,560 25.4 2.263 3285.3 3310.8 25.4 30 ,733 4,719 103,278 26.4 2.371 3442.6 3469.0 26.4 30 ,840 4,829 108,107 27.4 2.482 3603.6 3631.0 27.4 30 ,960 4,940 113,047 28.5 2.595 3768.2 3936.6 4108.8 3796.7 3966.1 4139.4 28.5 29.5 30.5 30 ,092 5,053 118,099 29.5 2.711 30 ,237 5,166 123,265 30.5 2.830 301.6 53,395 5,282 128,547 31.6 2.951 tll l0 N CO CO O ci N M V CO CO 4 4 4 4 v vi vi u u v u ui v vi 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 7095.8 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 7143.5 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 47.6 30 ,566 5,398 133,945 32.7 3.075 30 ,749 5,516 139,460 33.8 3.202 30 ,944 5,635 145,095 34.9 3.331 30 ,153 5,755 150,850 36.0 3.463 302.1 58,913 5,853 156,703 37.1 3.597 302.2 59,679 5,930 162,633 38.2 3.734 302.3 60,449 6,006 168,639 39.4 3.871 302.. __,224 6,084 174,723 40.5 4.011 302.5 62,004 6,161 180,884 41.7 4.153 302.6 62,789 6,240 187,124 42.8 4.296 302.7 63,579 6,318 193,442 44.0 4.441 302.8 64,374 6,398 199,840 45.2 4.588 302.9 65,174 6,477 206,317 46.4 4.736 303.0 65,979 6,558 212,875 47.6 4.887 • •